HomeMy WebLinkAboutBLDG-2017-2015 docssan' WIS OBISPO
,l.
C A L I F O R N l A
Building & Safety Division - 919 Palm Street - San Luis Obispo, CA 93401-3218
Project Address:
190 Santa Rosa Street
Unit or Suite(s):
Project Description: INSTALLATION OF 1 DC6 SURGE SUPPRESSOR
MOUNTED ON THE (E) LIGHT STANDARD POLE,
INSTALLATION OF 3 RRUS WITH A2 MODULE
MOUNTED ON THE EXISTING LIGHT STANDARD
POLE, INSTALLATION ONF 1 DUS41 WITHIN THE
(E) EQUIPMENT AREA
Contractor:
MASTEC NETWORK SOLUTIONS
Business: (909) 597-6006
Owner:
CITY OF SAN LUIS OBISPO
Representative:
Core Development Services
Alexander Lew
Business: (714) 401-2241
BUILDING PERMIT
Alt/Addition - Commercial
BLDG-2017-2015
Issuance Date: 2/8/2016
Assessor's Parcel Number: 001-031-028
Legal Description:
Fire Sprinklers: Not Provided Stories 1.00 Code Year: 2013 Dwelling Units: Motel Rooms:
Census: 437 -Commercial Alteration or Addition Construction Type:
Occupancy: Utility, accessory use buildings, misc. (U)
Dimensions Valuation
Category: SQFT: Group Type Sq. Ft Factor Valuation
Manual $25,000.00
Fees
Payments
Fee Name
Fee Amount
Date
Receipt #
Amount
Planning Development Review Fee
$370.00
2/8/16
5,728-02-08-2016
$1,000.00
Supplemental Plan Check (Building)
$303.00
218/16
5,729-02-08-2016
$344.00
SMIP (Commercial)
$7.00
Total Paid:
$1,341.00
Other Electrical Inspections
$202.00
Misc Electrical Items NOS
$335.00
Green Building Fee
$1.00
Engineering Development Review
$126.00
Total Fees: $1,344.00
Plan Check Account Payment by Contact
Contact Name Account Name Status
Total Credits Total Debits
Account Balance
Core Development Services BLDG-2017-2015 (Building Plan Check Deposit) in use
$1,000.00 $1,000.00
$0 00
Total Account Balance:
$1,000.00 $1,000.00
$0.00
Balance Due:
$0.00
Legal Declarations
#2 IDENTIFY WHO WILL PERFORM THE WORK
2a -CALIFORNIA LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9
commencing with Section 7000 of Division 3 of the Business and Professions Code, and my license is in full force and effect.
#3 IDENTIFY WORKERS' COMPENSTATION COVERAGE AND LENDING AGENCY
WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to
$100,000, in addition to the cost of compensation, damages as provided for in section 3706 of the labor code, interest, and attorney's fees.
3a -WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations:
I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this
permit is issued.
#4 DECLARATION BY CONSTRUCTION PERMIT APPLICANT
By my signature below, I certify each of the following:
I am a CA Licensed Contractor.
February 08, 2016
Date
Building & Safety Division Construction Permit Application
[b
Community Development 1805.781.7180
919 P.lm Str..t, Sen 0t,l ,., CA93401-3218 F 805.781.7182
#1 IDENTIFY YOUR BUILDING PROJECT
190 SANTA ROSA STREET SAN LUIS OBISPO, CA 93405 Assessor's Parcel # 1 31 28
P, operty Owner: CITY OF SAN LUIS OBISPO
[' (805) 781-7172
Ovrn er's Mailing Address: 990 PALM STREET SAN LUIS OBISPO, CA 93405
❑✓ Lic en S ad DBslgn Professlonar In R—p.—bi. Charge or ONon-L—nsed D.-gn.r (When .11—ri by statutes):
N.m.: ArnaliaVillamil
License No.
AddreI2749 Saturn St, Brea, CA 92821 Phone: (714) 443-8610
Description of work: . INSTALLATION OF ONE (1) DC6 SURGE SUPPRESSOR MOUNTED ON THE (E) Dwelling Units:
LIGHT STANDARD POLE. INSTALLATION OF THREE (3) RRUS WITH A2 MODULE MOUNTED ON THE EXISTING LIGHT STANDARD POLE. INSTALLATION OF ONE (1) DUS41 WITHIN THE
(E)EQUIPItaW,QtREX.y Group: ?V2 Cons, Typ., N/A Flre S,_,,,,era? _Project Value S 25,000
Floor Are. (Sq. Ft): L,�,n j
Gar.ge
DaCk
Other
Permit Types Raqulred:[Z]B_,ding ❑M.•c hank al ❑Ele ctncel ❑PlUmbing ❑G,.tling-C.Y`E]D.moiitlon
WORK (Select and Complete either2a or2b)
2a-CALIFORNIA LICENSED CONTRACTOR'S DECLARATION haraby enlrm Haar penalty pr par pry the I .m up.h..d under pip i.Ipn. pr
Ch tar 9 cpmm.ncing ith S.ctlbn 7000 r r'3 of the Bp,in... and Prpr.s 1l C.d., my Ica is In roll fdre. end .—I
C.b,,.,—N.m. ALL51 1: "&ork- S00iiiutJ0.4115 L...... Cle,e A,,IL_N. 3sq/3A-
2b - OWNER -BUILDER 3 DECLARATION I hereby affirm under penalty of perjury that I am exe pt f om the Contractors' State License Law for
the reason(,) Indlcatab below by tho checkmar M I hav placed na.t — the eppllceble item(,) (Section 7031 5, Bp.lna.. end Prpr... I... Coda Any
e lty or county that r . perm,[ to eons[ruet, alto mpro ve, dam , or apalr any r r prior t ne., s require. t1. „! { — 1 ♦— ., -
p er m e . n1. , ig n a d attant h a pr , h a e n, a d p u rsuant to the provisions of the Contractors' State License Law (Chapter 9 (commencing with
S.I.—r. 7000) pf D,..ia, nh
3 p t B,.,,n... ... P,.,e lone Cod.) pr that ha.em . p, ahe 1. pt rrpm Ilpens re and [ha 1-1. 1-- al...,.
A .upn [,r Sact po 7031 5by any appucant rpr . parmlt aub acre the appucant toe p.n.,tr pr not a [hen n a pn d d.11— ($500) )
I, as owner of the property, or my employees with wages as their sole compensation, will do ❑ all of or[:]portions of the work, ! h ..
structure is not intended or offered for sale. (Section 7044, Business and Professions Code: The Contractors' State License Law
owner of property who, through employees' or personal effort, builds or improves the property, prpvld.d that the Imprpvement. era np[ In[anded pr
o ff„�ad for sale Ir, howeve the bullding r improvement 1+ mold wlthln one year or <.omp n[,n n. the, O,nnr -B,.ii _ w,l, have the b—d.n of prov,ng [het
It not built o mproved (o, Ina purpose of sale)
Leas owner of the property, am exclusively contracting with licensed Contractors to construct the project (S..,... 7044. B,.ain.....
Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or imp .. , iher.pn, end whp ppntrart, rpr
the projects with a licensed Contractor pursuant to the Contractors' State License Law).
❑ I am exempt from licensure under the Contractors' State License Law for the following reason: _
By my slgnelure Yalow acknowledge that, e.cept ror my p.raon el r. sltlenca In wh,ch I must have b.. ror et lees[ one yea prior tp com pl.tlon of the
Improvements coveratl by thl, parmlt, cannot la golly ell a s[ru c[u ra the[ l heva built es en owner bu,Id, ,f ,t Has no! bean c netru c[atl ,n its .ntlr [y by
Ilcensed c I under.tand the1 a opy of! eppllceble law I. ellebla upon raques[ .1 atnfo.0 vic
93 IDENTIFY WORKERS' COMPENSTATION COVERAGE AND LENDING AGENCY (Complete 3a and 3b)
WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil f ..., „
$1 00 000 r, cost of compensation, damages as provided for in section 3706 of the labor code, interest, and attorney's fees.
3a-WORKERS' COMPENSATION DECLARATION I h.,.by .rnrm nder penalty pf b-j.ry d, a rpupwing dac 1. r.up ns
I have and will maintain a certificate of consent to self -Insure for workers' compensation, issued by the Director of Industrial Relations
a,,,,..I ",i(1(i,,, !, , „p Cpde, fpr[he pe formance or,,. work for whleh . permit is issu.d Policy No.
have and will maintain workers' compensation insurance, .. r.qutrad by S.ct,.b 3700 ., th. L..., C..., rpr the perrorm.nca or th. w
�Jhich this permit is issued. My workers' compensation insurance carrier and policy m b.r .r. prk r.r
Coal-AC'L ��/hu'ic�z c- 112�. P.-y N.W /lip ,f 54 it t,pn Dal,. //C Pl p..,.
❑ I certify that, In the performance of the work for which this permit Is Issued, I shall not employ any person 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
-S--, 3700 prthn Labpr C,..,. f<, inwlth c Piy with t provlalon,
3b-CONSTRUCTION LENDING AGENCY DECLARATION I haraby afnrm [. nd.r pan.lty p p—j—y that land,..,,, agnn„y
parrorm once of the work for which this parmd Is issued (Section 3097, Clvli Cod.) .. fo llowsf
Lender's Name and Address
#4 DECLARATION BY CONSTRUCTION PERMIT APPLICANT
Hv ,,, � bn,pw. I ,.,, I, , , ,
I am❑ a California licensed contractor or❑ the property owner" oro thorized to act on the property owner's behalf".
,ng [o bulltl,ng cons[ructlon �,_sante[Ivas of this city ty to enter 'he ebov.-identlfled prop.rty for In.p`ectlon purpose,
This permit I to be Issu d In the name of th Licensed Contractor orLJtlh`e PropertytO. Her as the perrpffholder of record who will be
responsible And liable r the constru ion /
Print m ��� Nagn Da
requires paste verification form requires separate authorization fo APPLICATION # �� Revised 2014
STRUCTURAL CALCULATIONS
at &t
(LTE 3C Project)
SBL-051
Santa Rosa Park
190 Santa Rosa Street
San Luis Obispo, CA 93405
A9PROVED
NOV 10 2015
For
core
DEVELOPMENT SERVICES
A&E SERVICES
BUILDING DIVISI N p0
CITY OF SAN LUIS Core Development Services
M
U.
BUILD
THIS i
CALL FOR I
WORKIMG DAY IN A,
2749 Saturn Street
Brea, CA. 92821
June 5, 2015
701-71
Plans shall not be ch?.^qcd or alter-- tit authorization frog
the Building and S3frty P _,inn. :;` ;r.;val of plans shall nog
be construed to be a permit for, or an approval of an,
violation of any city ordinance or s! '�,1:.�, PNp Engineering, Inc.
35 Sparrowhawk, Irvine, CA 92604
Phone: 949-351-5020
Q,jkpFESS/O
A YJ q �F
=116 z
m
8WIS
`slgr CIVIL
F OF
PNP ENGINEERING, INC
TABLE OF CONTENTS
2
1.0 Description of the Project..........................................................................................3
2.0 Design Code..............................................................................................................3
3.0 Design Criteria..........................................................................................................3
4.0 Results.......................................................................................................................4
5.0 Conclusions...............................................................................................................5
6.0 Limitation and Assumptions.....................................................................................5
7.0 Disclaimer.................................................................................................................5
Attachments:
A.1 Existing Tower Analysis Results ..................
A.2 Miscellaneous Plots .......................................
A.3 Check Existing Foundation ...........................
A.4 Proposed Equipments Specifications ............
......................................................6
....................................................15
................................................... 23
................................................... 26
35 Sparrowhawk, Irvine, CA 92604 Phone (949) 351-5020, Fax (714) 464-3210
3
PNP ENGINEERING, INC.
Project Name: Santa Rosa Park (SBL-051)
AT&T
1.0 Description of the proiect:
June 5, 2015
YJ
Structural Calculation to perform Structural Analysis for Existing Monopole for adding Equipments on
existing Monopole.
2.0 Design Codes:
2.1 ANSI/TIA-222-G Standards
2.2 ASCE 7-10
2.3 ACI 318-11
2.4 California Building Code 2013
3.0 Design Criteria:
3.1 Wind Load:
Basic Wind Speed = 85 mph + no ice for San Luis Obispo County
30 mph +'/2" ice
60 mph for deflection check
(Based on ANSI/TIA-222-G ANNEX B)
Structural Classification = Class II
Exposure Category = C
Topographic Category = 1
3.2 Existing Tower:
(E) Tower: 75' Monopole
(Tower Information from Construction Drawings by Omni Design Group, dated 5-30-2003)
3.3 Existing Antennas, Equipments and Cables:
Elevation (ft)
Antennas
Coax
Mount
75
Sports Light
(5) Coax
Monopole
68.8
(3) Panel Antennas
(3) Coax
Tri-Sector
61.3
(3) Panel Antennas
(3) Coax
Tri-Sector
49
(3) Panel Antennas
(3) Coax
Tri-Sector
49
(3) RRU-11
-
Tri-Sector
49
(1) DC-6 Surge Suppressor
-
Tri-Sector
38
(3) Panel Antennas
(3) Coax
Tri-Sector
38
(1) DC-6 Surge Suppressor
-
Tri-Sector
(All antennas and equipments information is from Construction Drawings by Core Development,
dated 3-10-2015)
35 Sparrowhawk, Irvine, CA 92604 Phone (949) 351-5020, Fax (714) 464-3210
0
PAT ENGINEERING, INC
3.4 New Equipments:
Elevation (ft)
Antennas
Coax
Mount
34
(3) RRUS-12 + A2 Module*
-
Tri-Sector
34
(1) DC-6 Surge Suppressor**
-
Tri-Sector
* RRUS-12 (18.22" H x 18.50" W x 7.32" D, 57.32 Ibs)
* A2 B4 Module (16.4" H x 15.1" W x 3.4" D, 22 Ibs)
** DC-6 Surge Suppressor (24" H x 11" W x 11" D, 32.6 Ibs)
4.0 Results:
4.1 Existing Tower Analysis
The existing 75 ft Monopole's section member's stresses were calculated with the 85 mph basic
wind speed in accordance with ANSI/TIA-222-G. The result percentages are shown in the following
tables.
Elements
Elevation (ft)
Max. % for 85-mph
Pole
76 — 41
14.5
Pole
41 - 1
60.1
Base Plate
40.8
The member stress percentage is the ratio of the member stress to the allowable stress
expressed as a percentage. A stress ratio greater than 100% denotes an overstress.
When the basic wind speed of 85 mph is used, as shown at above table, the existing
Monopole and Base Plate are adequate to support not only for existing antennas, equipments
and cables but also for proposed equipments. For details, see the attached analysis results
4.2 Foundation Check
According to previous construction drawings by Omni Design Group, dated 5-30-2003, existing
footing has 4 ft diameter with 20 ft long with(12)-#7 vertical re -bars. Comparison of the reactions for
previous analysis and current analysis is tabulated as follows:
Reactions
Previous Analysis*
Current Analysis
Axial (kips)
7.54
11.7
Shear (kips)
4.95
4.58
Moment (k-ft)
1 252
1 214
* construction drawings by Omni Design Group, dated 5-30-2003.
From result for checking depth of embedment to resist lateral load per 2013 CBC section 1806.3,
existing pier footing is adequate to support current reactions.
Therefore, existing concrete pier foundation for light pole is adequate to support proposed
load.
35 Sparrowhawk, Irvine, CA 92604 Phone (949) 351-5020, Fax (714) 464-3210
5
PNP ENGINEERING, INC.
5.0 Conclusions:
Based on the results from analysis for existing 75 ft Monopole, it is adequate to support the
proposed loads for 85 mph basic wind speed per TIA-222-G.
6.0 Limitations and Assumptions:
This report is based on the followings:
1. Tower is properly installed and maintained.
2. All members are as specified in the original design documents and are in good condition.
3. All required members are in place.
4. All bolts are in place and are tightly fastened.
5. Tower is in plumb condition.
6. All member protective coatings are in good condition.
7. All tower members were properly designed, detailed, fabricated, and installed, and have been properly
maintained since erection.
PNP Engineering, Inc. is not responsible for any modifications completed prior to or hereafter in which PNP
Engineering, Inc. is not or was not directly involved. Modifications include but are not limited to:
7.0 Disclaimer:
All engineering services are performed on the basis that the information used is current and correct. The information may
consist of, but not limited to information supplied by the client regarding the structure itself.
It is the responsibility of the client to ensure that the information provided to PNP Engineering, Inc., is correct and complete.
PNP Engineering, Inc., assumes that all structures were constructed in accordance with the drawings and specifications and are in
good condition and have not deteriorated, and that their capacity has not significantly changed from the "as new" condition.
All services are performed, results obtained, and recommendations made in accordance with generally accepted engineering
principles and practices.
Due to any incorrect dimension, any incorrect member size, any incorrect material properties, or any changed information of
existing structural condition, any redesign or revision of the structural analysis will be treated as a separate contract item.
If there is a discrepancy discovered after construction has begun between the actual conditions and this report or construction
drawing, the contractor/owner/client shall notify the engineer of record for immediate remedial details.
By accepting this report, the engineer of record shall not be held liable for discrepancies not brought to the attention of the
engineer of record.
35 Sparrowhawk, Irvine, CA 92604 Phone (949) 351-5020, Fax (714) 464-3210
A.1 Existing Tower Analysis Results
1.0 fl
DESIGNED APPURTENANCE LOADING
TYPE
ELEVATION
TYPE
ELEVATION
E Generic Lightning Rod 4' Rod
76
(E)RRU-11
50
(5) (E) Sports Light
76
(E) RRU-11
50
(E) Valmont Tn-Sector
69.8
(E) RRU-11
50
E Panel Antenna
69.8
E DC-6 r
50
E Panel Antenna
69.8
E Valmont Trl•Secbr
30
(E) Panel Antenna
69.8
(E)Quinlel-OS6656-2
36
(E) Valmont Tn-Sector
62.3
(E) 0t0nW-QS665B-2
36
E Panel Antenna
62.3
E Oulnlel-0158658-2
30
(E) Panel Antenna
62.3
(E) DC-6 Surge Stoweaw
39
(E) Panel Antenna
62.3
(P) RRU-12+A2
35
E Valmont Tri-Sector
50
P RRU-12+A2
35
(E) Air 21 Antenna
50
(P)RRU-12+A2
35
(E) Air 21 Antenna
50
(P) DC-6 Surge Stgpreaor
35
E Air 21 Antenna
50
E Mew BsYsl Box
117 - —
MATERIAL STRENGTH
GRADE Fy Fu I GRADE I Fy Fu 7
A53 135 k51 160 W
TOWER DESIGN NOTES
1. Tower is located in San Luis Obispo 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. Tower is also designed for a 30 mph basic wind with 0.50 in ice. Ice is considered to
increase in thickness with height.
5. Deflections are based upon a 60 mph wind.
6. Tower Structure Class II.
7. Topographic Category 1 with Crest Height of 0.0 ft
8. TOWER RATING: 60.1%
ALL REACTIONS
ARE FACTORED
AXIAL
15676 Ib
SHEAR MOMENT
584 /b i 29 kip-R
TORQUE 0 kip-ft
30 mph WIND - 0.5000 in ICE
AXIAL
11742 lb
SHEAR MOMENT
4581 lb 214 kip-ft
TORQUE 0 kip-ft
REACTIONS - 85 mph WIND
PNP Engineering, Ltc. dh Li ht ole
35 Sparrowhawk Pro)ect SBL-051 Santa Rosa Park
Irvine, CA 92604 Client_ AT&T Drawn try yJ ,W'd
Phone:949-351-5020 code TIA-222-G Da1siOW8/15 Sce1a NT£
FAX: Path. D" No. E
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 San Luis Obispo County, California.
Basic wind speed of 85 mph.
Structure Class 11.
Exposure Category C.
Topographic Category 1.
Crest Height 0.0 ft.
Nominal ice thickness of 0.5000 in.
Ice thickness is considered to increase with height.
Ice density of 56 pcf.
A wind speed of 30 mph is used in combination with ice.
Temperature drop of 50 *F.
Defections 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, feedline supports, and appurtenance mounts are not considered.
Pole Section Geometry
Secno- Elrwrio-
Seam-
role
Pole Socket fe-gth
Length
P
Size
G-rdn fl
LI 76.n141.0
35n
P200.375
A53
(35 hi)
L2 41.0-1.0
40.0
P20a0.375
A53
T-- G-sret G-1 Gavot Grode Adjr.,-. Focror Adj.. Weighl Mdt Do-b/e Angle D-bl, Angle
Ele -,ion A.r- Thick- A, rocro. Snrch Dolr Such Dolt
(P-foce) A. Spocing SIacing
Di-goants //on:onroG
ft'
LI 76.041.0 1 I I
L2 n.0-1 0 1 I I
Monopole Base Plate Data
Base Plate Data
Base plate is q-,
Bee plate u pod.
J
AnC bah p.de
A325N
And- boh Liss
2.0000 u
N-bd of bolo
8
E-badmat length
72.ot300 m
r,
aku
Groot sptax
I.3000 u
Base plate grade
A36
Bee ptae micl-
2.0000 m
Boh erde du racer
26.0D00 n
Oats di-Mor
320000 m
Ina. diamder
16.0000 to
Bee ptde type
Stitfad Plate
Base Plate Data
Bolls Per sofa. 1
SalTaaflud a 0.5(M ur
Stllfaer height 6.0000 m
Feed Line/Linear Appurtenances - Entered As Area
Dernprion
F- Allow
Co-rp--- I
PI -anent
Toml
C.A.
Weigh,
Shield
Type
Number
L1g
F
Jrf
PT
W5-50A (718 AIR)
C
No
Inside Pok
76.0 - 1.0
0
No Iu
0.0
2.00
Ur Ice
0.0
2.00
W5-50A (7/8 AIR)
C
No
lnsidc Pok
69.8 - 1.0
3
No Ice
0.0
2-00
Ur Ice
0.0
2.00
W5-50A (718 AIR)
C
No
Insirk Polc
62.3 - 1.0
3
No la
0.0
2.00
Ur Ice
0.0
2.00
I315.50A (718 AIR)
C
No
Inside Pok
50.0 - 1.0
3
No Ice
0.0
2.00
1/2" Ice
0.0
2.00
N15-50A (7/8 AIR)
C
No
Inside Pnle
39.0. 1.0
3
No Ice
0.0
zoo
1 /2" 1u
0.0
2.00
Feed Line/Linear Appurtenances Section Areas
T.-rr
To-e.
r-
A,
A,
CA,
C.A.
Wright
Seniai
E/m•orlon
/- Fare
Our Face
ft
ff'
/Y
Jr
Jr
Ib
LI
76.0-41.0
A
0.000
O.00D
0.0DO
0.000
0
e
0.000
o.ono
o.m0
0.000
n
C
n.000
0.000
0.000
0.000
635
L2
41.0-1.0
A
0.000
0.000
0.000
0.000
0
B
0.000
0.000
0.000
0.000
0
C
0.000
0.000
0.11(10
0.000
1268
Feed Line/Linear Appurtenances Section Areas - With Ice
Tone.
To-,
Pace
In
A.
A,
CA,
C.A.
Wight
Section
Elmneon
Thick-r
1. Face
Art F.-
Leg
m
Jt,
Jr'
16
LI
.0
76.0.41.0
A
1.059
0.000
0.000
0.000
0.000
0
B
itoo1
it'000
0.000
0.000
0
C
0.000
0.000
0.000
0.000
635
L2
/1.0-1.0
A
0.959
0.000
0.000
0.000
0.000
0
B
0.000
0.000
0.000
0.000
0
C
n.000
0.Wo
0.000
OJM
1268
Shielding Factor Ka
Toner I Fred 1- Desanptio- Feed 1f-r 1 K.
Section Rrmrd No. Se rrr Eln. No lee !er
Discrete Tower Loads
ll-,prian
Face
off.,
Off. .
Aamu/h
Placr m
CA,
CA,
Weigh'
Trpe
H.,
Adjunmenl
From
Side
Ig
lorcml
Pen
f
f
f'
fr
lb
f
Jr
(El Gon- Ughmmg Rnl 4'
C
Nan.
0.0000
76.0
No Ice
0.5
0.3
50
Rod
1/2' la
1.0
1.0
75
f5)1E) Spone Lrghl
B
From Face
0.0
0.0000
76.0
No ice
2.0
1.8
20
0.0
12'lce
25
21
30
0.0
(E) Masco Ballao Bna
B
From Face
0.0
0.00110
17.0
No Ice
5.5
20
300
0.0
1T2' Ice
0.0
0.0
450
0.0
(E) Valmont Tn-Scar,
A
None
O.00DO
69.8
No Ice
1.2
1.2
50
12' Ice
1.4
1.4
63
(E) Pand Am-
A
From Lrg
0.5
0.0000
69.8
No Ice
35
2.1
35
0.0
12' Ice
3.8
2.7
53
0.0
(E) Pand Ammna
B
From Leg
0.5
0.0000
69.8
No Ice
3.3
2.1
35
0.0
I2' Ice
3.8
2.7
53
0.0
(E) Pand Amenna
C
From Leg
0.5
O.00DO
69A
No Ice
3.3
21
35
0.0
1/2' Ice
3.9
2.7
53
0.0
(E) V.I..., TnSwmt
A
Nanc
0.0000
62.3
No Ice
1.2
11
50
I2' Ice
1.4
1.4
63
(E) Pand Am-
A
From Leg
0.5
0.0000
62.3
No Ice
3.3
2.1
35
0.0
12' Ice
3.8
2.7
53
0.0
(E) Pand Aru-n.,
B
From Lcg
0.5
0.0000
62.3
No Ice
3.3
2.1
35
0.0
1/2* Ice
3.8
2.7
53
0.0
(E) Pand Ametma
C
From Lcg
0.5
0.0000
62.3
No Ice
3.1
2.1
35
0.0
12'lce
3.8
2.7
53
0.0
(E) V.1-1 Tri-Socaar
A
None
0.0000
50.0
No Ice
1.2
1.2
50
1/2' Ice
1.4
1.4
63
(E) Am 21 Antenna
A
From Leg
0.5
0.0000
50.0
No Ice
6.1
4.3
82
0.0
12'Ice
&7
4.9
123
0.0
(E) Art 21 Ant-
B
From Leg
0.5
0.0000
50.0
No Ice
6.1
4.3
82
0.0
1/2'Ice
6.7
C9
123
0.0
(E) Air 21 Ammna
C
From Leg
0.5
OMOO
50.0
No Ice
6.1
4.3
82
0.0
12' Ice
6.7
4.9
123
0.0
(E) RRU-1 I
A
From Lcg
OS
0.0000
50.0
No Ice
3.1
15
50
0.0
1/2' Ice
3.5
1.8
73
0.0
(E) RRU-I 1
B
Fram Leg
05
0.0000
50.0
No Ice
3.1
1.5
50
0.0
1/2' Ice
35
1.8
T3
0.0
(E) RRU.I I
C
From Leg
OS
0.0000
50.0
No Ice
3.1
1.5
50
0.0
1/2* Ice
3.5
1.8
73
0.0
(E) DC-6 Surge Suppressor
B
F-u Facc
0.0
0.0000
50.0
No Ice
3.2
3.2
55
0.0
1/2' Ice
35
35
87
0.0
(E) Valmont Tn-Sactor
A
Nonr
0.O000
19.0
No Ice
1.2
1.2
50
1/2" Ice
IA
IA
63
(E) Qwn(ci-QS665&2
A
From Leg
0.5
O.00DO
39.0
No Ice
11.6
9.1
I15
0.0
I2' Ice
17 6
10.2
I88
0.0
(E) Quin(d-QS665&2
B
From Leg
0.5
0.0000
39.0
No ice
11.6
9.1
115
0.0
1/2' Ice
126
10.2
188
0.0
(E) Qwntd-QS665&2
C
From Leg
0.5
0.0000
39.0
No Ice
11.6
9.1
115
0.0
1/2' Ice
116
10.2
199
0.0
(E) DC-6 Swgc Suppressor
B
From Facc
0.0
0.0000
39.0
No Ice
3.2
3.2
55
0.0
12' Ice
3.5
3.3
87
0.0
Lkacnplion
Fan
Opt
Of-
A-irrwh
Plocemrw
C,d,
C 4
Weigh'
Tj7rc
I/-.
Adj--,
From
Side
Ig
Loreto!
Yen
fr
Jl
JP
Jlz
lb
n
(F) RRU-12+A2
A
From Leg
n
0.5
0.0000
35.0
No Ice
3A
1.9
72
0.0
I2' Ice
3.5
2A
too
0.0
(F) RRU-12+A2
B
From Leg
OS
0.00f10
35.0
No Ice
3.1
1.9
72
0.0
1/2' Ice
3.5
21
100
0.0
(P) RRU-12+A2
C
From Leg
0.5
0.(8100
35.0
No Ice
3.1
1.9
72
0.0
I2' 1-
3.5
21
100
0.0
(P) DC-6 Surge Suppreaam
B
From Face
0.0
0.o0oO
35.0
No Ice
3.2
3.2
55
0.0
12' Ice
3.5
3.5
87
Tower Pressures - No Ice
Grt = 0.850
Srclion
-
Kz
7.
Ac
F
:fe
.4
Ar„
119
C,d,
CA,
Elewriar,
%
1e
Ow
I
F«
Face
r58.8
r20
r
LI 76.041.0
1.132
58.337
A
0'000
58.333
58.333
:00'00
0.000
0.000
B
0.000
58.3"
00'00
0.000
0.000
C
0.000
58.333
100.00
0.000
0+000
1141.0-1.0
211
0.918
16
66-667
A
(1000
66.667
66.667
100.00
0.000
0.000
B
0.000
66.667
I00.00
0.000
0.000
C
0.(glfl
66.667
I(81.f n
(1101
1 O.rm
Tower Pressure - With Ice
Gp = 0.850
Section
z
Kz
q,
Ae
F
Ae
.4,
A,,,
Leg
C,A,
Crl,
El -lion
%
In
Art
Fe-
Fa
Y
r
LI 76.041.0
58.8
I.U2
2
1.0594
64.513
A
0.01
61.5i3
1.513
100.00
0.000
0.000
B
0.000
64.513
too.
O.000
0.000
C
O.000
64.513
IIXI.00
0.000
0000
L2 41.0.1.
21.8
0.918
2
0.9592
73.061
A
0.(IOD
73.1161
73.061
100.00
0.000
0.000
B
0.0IX1
77.061
100.Oo
0.000
0.000
C
O.ODO
73.061
I00.00
O.000
II.OM
Tower Pressure - Service
(ill = 0.850
Section
Kr
q,
Ac
F'
Ar
A.
Ay
IX
C,A,
C,A,
flrwnon
%
In
pr
F-
Fan
u u u u u u& u
a n $ n a n -"
LL _ - A - ta � LL
Fn n LL- _ n Ip-
iv
nnn nnn � == nnn
=�gg�` p
z�aa�F- z zg1zg
m d
z -
U
` ------ LL ------ LL ------ LLL ------
LL O
m tea.,.<mu<mu � wo��<mu<mu O —<mu<mu
H H is A
_
zi
w N ;
u �z u u u u
-
6 eCcdc LL
O _ - LL _ _ LL r -
H
�x 8889Z G nnn ~ n ~ nn
- c ^nn�3Zo� (gyp _
mm mm
M�4Z9Z
Z m m
m
a o0000 ` oomoo o000 -- - - -- LL -- -- -- LL - - - - --
LL m m
3 mu u<mu
O
S- on
Add
SW
F
e
C,
q,
De
D,
Ar
F
+
CM
Elevation
Weigh,
Weigh,
Fora
P4
r
Ih
Ib
rT
Sum Weight
1903
1 5900
OTM
20.2A
508
ki R
Tower Forces - Service - Wind 60 To Face
Seniors
Add
Self
F
e
C,
q,
D,
D,
Ae
F
w
CI
Ele,ol-
Weigh,
Werghr
Face
P�
Ih
Ih
r
lb
Plf
LI 76.041.0
635
2754
A
1
0.6
9
1
1
58.333
263
7.51
C
B
I
0.6
1
1
58333
C
1
0.6
I
1
58.333
L2 41.0-1.0
1268
3147
A
1
0.6
7
I
1
66.667
245
6.12
C
B
1
0.6
1
1
66.667
C
1
0.6
1
1
66.667
Snm Weigh:
1903
5900
OTM
20.28
508
ki R
Tower Forces - Service - Wind 90 To Face
Sermon
Add
Self
F
r
Cl
q:
D,
D,
Ar
F
w
Col.
Ele,w,ion
Weight
W,ighr
Face
wf
h
Ih
fM1
Af
L176.0-41.0
635
2754
A
1
0.6
9
1
1
58.333
263
7.51
C
B
I
0.6
1
1
58-333
C
I
0.6
1
I
58.333
L241.0-1.0
1268
3147
A
1
0.6
7
I
I
66.667
245
6.12
C
B
1
0.6
1
1
66.667
C
I
0.6
1
1
66.667
Sum Weight
1903
5900
OTM
20.28
508
ki R
Force Totals
d V,,oc, s,an if srm f srm mbifsr,m f snm fra,�,m,
Co„ F.- Fore F,r D.. ....,g Xe. lf.....t'. tl.,.
Ib Ih
Lcg Waghl
Brncmg Weigh'
To,.;Marsha Self -Wright
Tour Werghr
Wind 0dog No Ice
Wind 30 dcg - No ke
Wind 60 deg - No Ice
Wind 90 deg - No Icc
Wind 120 "g - No Ice
Wind 150 deg - No Icc
Wind 180 deg - No Ice
Wind 210 deg - No Ice
Wind 240 dog - Na la
Wind 270 dcg - No Icc
Wmd 3011 dcg - No Ice
rvini
97A5
- --
28
-2815
-127.64
.1.33
0.
1448
-2452
-111.03
-0.14
0.
2480
-1432
-64.74
-112.13
0.
2847
.28
-1.16
-128.98
-0.
2452
1383
62.67
-11120
-0.
1399
2424
log.64
-63.84
-0.
-28
2815
127.17
0.52
-0.
-1448
2452
110.56
64.63
-0.
-2480
1432
64.27
111.31
0.
-2947
28
0.69
12&06
0.
-2452
-1383
-63.14
110.39
0.
food
Caa
Yenta/
Force,
S,m, of
Frce..
X
Snm /
Fore,,
T.
fh
S.-of
D,vmnm,mg
Momema M,
ki ,
,Sum of
01--iog
Momene., M
kip-
Sum of ro,q-
ki
Wind 330 deg - No Ice
-1399
-2424
.110.11
63.03
0.29
Member la
I `r�,,
--iwNle+
n"wk- -T--i
+�_^.-.. �. .
Tdal Weigh, la
.0.48
-0.83
•' -
Wind 0 dcg - Ice
-
2
-583
.26.74
-0.95
0.04
Wind 30 deg - Ice
293
-505
-23.28
-14. 13
0.02
Wind 60 deg - la
507
-293
-13.71
-7J.75
O.igl
Wind 90 deg - Ice
584
-2
-0.59
-27.23
-0.02
Wind I20 deg -Ice
505
290
12.55
-23.fi3
-0.04
Wind l50deg-Ice
29I
504
22.21
-13.93
-0.04
Wind 180 dcg-la
-2
583
2.5.78
-0.72
.0.I14
Wind 210 deg -Ice
.293
SOs
22.32
12.47
.0.02
Wind 240 deg - la
-507
293
1275
2709
0.00
Wind 270 deg - Ice
-594
2
-0.36
25.56
0.02
W od 300 deg - Ice
.505
-290
.13.51
21.97
0.04
Wind 330 dog -Ice
-291
:5(M
-23.11
12.27
0.04
Total weight
Y7vc
'-
- "- -
-0.24
.0.41
-
WindOdcg- Serncc
_ _-
12
-1255
.57.03
.0.82
0.11
Wind 30 deg - S-ce
645
.1093
49.63
-29.40
0.06
Wind 60 deg - S-
1105
-638
-28.99
-50.22
0.00
Wind 90 deg - Service
1269
-12
-0.65
.57.68
-0.06
Wind 120 deg - Service
1093
617
27.81
-49.80
-0.11
Wind l50 deg - Service
624
1081
48.75
-2&69
-0.12
Wind 180 deg - Service
-12
1255
56.56
0.00
-0.11
Wiod 210 degService
-(d5
1091
49.16
2&59
-0.06
Wind 240 deg - Service
-1105
638
28.32
49.40
0.00
Wind 270 deg - Service
-1269
12
0.18
".70.06
Wind 300 dauk, eg-S
-1093
-617
-28.28
4&99
0.11
Wind 330 -Service
.624
-10AI
-49.22
27.87
0.12
Comb.
No.
1.2 Dead+1.6 Wind 0 deg - No Ice
0.9 Deed+1.6 Wind 0 deg - No Ice
1.2 Dead+1.6 Wind 30 deg - No Icc
0.9 Dwd+1.6 Wind 30 deg - No Ice
1.2 Dad+1.6 Wind 60 deg - No kc
0.9 Dad+I.6 Wind 60 deg - No ke
1.2 WM+1.6 Wind 90 deg - No Ice
0.9 Dad+I.6 Wind 90 deg - No Ice
1.2 Dead+1.6 Wind 120 deg - No Ice
0.9 Dad+l.6 Wind 120 deg - No Ice
1.2 Dad+1.6 Wind 150 deg - No la
0.9 Dad+1.6 Wind I50 deg - No Ice
I.2 Dead+1.6 W and I80 dcg - No Ice
0.9 Dad+1.6 Wind 180 dcg - No la
1.2 Dad+l.6 Wind 210 deg - No la
0.9 Dad+1.6 Wand DO deg - No Ice
1.2 Dad+1.6 Wind 240 deg - No Ice
0.9 Dad+1.6 Wind 240 deg - No la
1.2 Dad+1.6 Wind 270 deg - No la
0.9 Dad+1.6 Wind 270 dtg - No Ice
1.2 Dad+1.6 Wind 300 deg - No la
0.9 Dad+1.6 Wind 300 dcg - No la
1.2 Dmd+1.6 Wind 330 deg - No Ice
Q9 Dead+1.6 Wmd 330 deg - No Ice
1.2 Dead+l.0la+1.0 Ternp
L2 Dad+LO W id 0 deg+1.01-1.0 Ta,p
1.2 Ded+1.0 Wind 30 deg+1.0 ke+1.0 Tang
11 Dad+1.0 Wind 60 deg+1.0 ke+1.0 Tamp
L2 Dad+1.0 Wind 90 deg+1.0 ke+1.0 Tamp
1.2 Da0+1.0 Wind 120 deg+1.0 Ice+1.0 Tarp
1.2 Dad+1.0 I'd
!50 ekg+1.01,::.O Tan,
L2 Ded+1.0 Wind I80 deg+I.0lce+l.0 Taop
Load Combinations
De... ,pl-,
Comb. D-price.
No.
34 1.2 Dead+1.0 Wind 210 deg+I.O I -I 0 Temp
35 1.2 Dad+1.0 Wind 240 de9+1.0 ke+1.0 Tarp
36 1.2 Dead+1.0 Wind 270 dcg+l.O:c :1 0 Temp
37 1.2 Dod+1.0 Wmd 3W dcg+l.0ce+1.0 Temp
38 1.2 Dead+I 0 Wmd 330 deg+1.0lce+1.0 Amp
39 Dead+W and n deg-
Swice
40 Dad+Wmd 10 deg - Service
41 Dnd+Wmd 60,kg Swnce
42 Dead+Wnal190 deg - Swice
43 Dad+Wmd 120 deg Savnce
44 Dead+Wmd 150 deg � Swrce
45 Dead+Wind 180 dcg "' cc
46 Ded+Wind 210 Jqt Swice
47 Dod+Wmd 240 dcg Swice
48 Dead.Wiod 270 deg Service
49 Dad+Wind 300 deg - Service
50 Dad+Wind 330 dce - Savkc
Maximum Member Forces
Seen-
El, 1'..
Co m-,
Cr hna.
Gov
Axial
Ma7o, Axis
MinorA-
No.
Jt
T
load
Momenr
Momenr
Comb
lb
kip�f
kip-ft
LI
76-41
Pole
Max Torsion
1
0
0.00
0.00
Max. Comr-on
26
-7119
.0.27
0.16
Maz. Mz
8
-51fi2
-48.41
0.55
Max. My
2
.5163
-0.61
47.82
M,z. Vy
8
2564
-48.4I
0.55
Maz. vz
2
-2548
-0.61
/7.82
Max. Torque
12
0.28
L2
41 - 1
Pole
Max Tacnon
1
0
0.00
0.00
Max. Com1-on
26
-15676
-0.92
0.53
Maz. Mx
8
.11738
-21255
1.81
M.-My
2
-11733
-203
210.61
Max. Vy
8
4565
.21255
I.81
Max. V.
2
-4514
-2.03
210.61
Max. Torque
12
0.45
Maximum Reactions
Grano. C'a.dinon
G; ,.
Ve1-1 ftona�.rol. X flori.o.ra( Z
toad
Ib Ib
lb
Comb.
Pole Max. Vert
26
15676 0
0
Max. H,
21
8807 4555
45
Max. H.
2
11742 45
4504
Max. M,
2
210.61 -45
45N
Max. M,
8
212.55 -4555
45
Max. Tavern
12
0.45 .2239
-3878
Min. Vert
9
8807 -4555
45
Mn. 14
9
"M -4555
45
Mnn, H,
14
11742 45
.4504
Mm. M,
14
-210.02 45
-4504
Min. M,
20
-Z11.5/ 4555
45
Mm. Taman
'_4
0,45 2239
3878
Tower Mast Reaction Summary
load I. ,Circe , Ch", Ong O-fomrng Twpv
Comb..an.. Moored, M, Mmnent M,
16 -- I,r_R - - 4,T2 -
load
Camh-oo.
Vertical
lb
Shwr,
lb
Shear,
lb
0,-,,,u g
Momenr. M,
kipjr
01--ing
Moarenr. M,
k,p-Jr
T., r,e
krp-t
Dead Only
9785
0
0
-0.24
-0.41
0.00
1.2 Dead+1.6 Wind 0 deg - No
11742
45
45114
-210.61
-2.03
0.39
Ice
0.9 Dead• 1.6 Wmd O deg - No
8807
45
-4503
208.84
-1.89
0.39
Ice
1.2 Dead+1.6 Wind 30 deg - No
11742
2316
-3922
-193.19
-107.86
0.23
Ice
0.9 Dead+1.6 Wind 30 dcg No
8807
2316
-3923
-181.67
-106.88
0.23
Ice
12 Dead+1.6 Wind 6O dcg - No
11742
3967
-2290
-106. T7
-184.93
-0.00
Ice
0.9 Dad+1.6 Wind 60 deg - No
9807
3967
.2290
-105.85
-193.34
41.00
Ice
1.2 Dad+1.6 Wind 90 deg - No
11742
4555
45
-1.91
-212.55
-0.23
Iec
0.9 Dead+1.6 Wind 90 deg - No
8807
4555
-45
-1.73
-210.75
-023
ice
1.2 Dad+1.6 Wind 120 deg -
11742
3922
2213
103.55
-183.41
-0.39
No Ice
0.9 Dad+1.6 Wind 120 deg -
8807
3923
Z213
10280
-181.92
-0.39
No Ice
1.2 Dead+1.6 Wind 150 deg -
11742
2239
3878
181.08
-105.22
-0.45
No Ice
0.9 Dad+1.6 Wind 150 deg -
8807
2239
3878
179.72
-104.26
-0.45
No ice
1.2 Dead+1.6 Wind 190 deg -
11742
.45
4504
210.02
1.02
-0.39
No ke
0.9 Dad+1.6 Wind 180 deg -
007
-45
4503
209.41
1.13
-0.39
No ice
1.2 Dad+1.6 Wind 210,Icg -
11742
.2316
3922
182.61
106.85
-0.23
No ke
0.9 Dead+1.6 Wind 210 deg -
8807
-2316
3923
181.23
106.13
-0.23
No Ice
1.2 Dad+1.6 Wind 240 deg -
11742
.3967
2290
106.18
183.91
-0.00
No Ice
0.9 Dad+1.6 Wind 240 deg -
8807
-3%7
2290
105.41
182-58
-0.00
No Ice
1.2 Dad+1.6 Wind 270 deg -
11742
-4555
45
1.23
211.54
023
No Ice,
0.9 Dad+1.6 Wind 270 deg -
8807
.4555
45
1.29
209.99
0.23
No ke
1.2 Dead+l.6 Wind 3Ni deg -
11742
-3922
-2213
-104.13
18139
0.39
No ke
0.9 Dead+1.6 Wind 300 deg -
9807
.3923
.2213
-103.23
181.07
0.39
No Ice
1.2 Dad+1.6 Wind 330 deg
11742
-2239
-3878
-181.67
104.21
0.45
No Ice
0.9 Dend+1.6 Wind 330 deg -
8807
.2239
-3878
-180.15
103.51
0.45
No ke
1.2 Dn d+1.0 Ic, 1.0 Amp
15676
0
0
-0.53
-0.92
0.00
1.2 Dad+I.0 Wind Odeg+1.0
15676
1
-582
-27.94
.1.08
0.04
Ice+1.0 Tanp
1.2 D d+LO Wind lO deg+LO
15676
293
-505
-24.33
-14.82
0.02
lce+l 0 Tanp
1.2 Dad+1 0 Wind 60 dcg+LO
15676
506
-292
.1435
-24.86
0.00
Ice+1.0 Tanp
1.2 Dead, 1.0 Wind 90 deg+1.0
15676
583
-2
-0.67
-28.48
-0.02
Ice I1 O Temp
12 Dead+1.0 Wind 120
15676
505
290
13.04
-24.73
-0.04
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind I50
15676
290
503
Z3.10
-14.61
-0.05
deg+1.01ce+1.0 T-p
1.2 Dead+1.0 Wind 180
15676
-2
582
26.83
4194
-0.04
deg+1.0 lce+1.0 Temp
1.2 Dead+1.0 Wad 210
15676
-293
505
23.23
1291
-0.02
deg +I.O lc& I.0 Tanp
1.2 Dod+1.0 Wind 240
15676
-5%
292
13.25
22-94
0.00
4eg+1.0 Ic& 1.0 Temp
1.2 Dmd+1.0 Wind 270
15676
-594
2
-0.43
26.57
0.02
deg+LO Icx 1LO Tenp
1.2 Dead+1.0 Wind 30D
15676
.505
-290
-14.14
22.92
0.04
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Section El -I H Gw. 7I0 T..i.r
No. Defkcrton Lmd
R Cmnb.
11 76 - 41 4.712 41 0.4033 0.0022
41 -1 1.842 41 0.3600 0.0015
L Critical Deflections and Radius of Curvature - Service Wind
tinot,n„
App-."
Go.'.
Deflecn.n
Tilt
Twat
Rath,. of
Load
C-1-
/f
C-b
i.
ft
76.0
(E) Generic Lig6tmg Rod 4' Rod
41
4.712
0.4033
0.0022
59417
69.8
(E) Vabnom Tn-Seta
41
4.153
0.4065
0.0021
47110
62.3
(E) Valmpu Tn-Sep
41
3.491
0.4074
0.0020
21320
50.0
(E) Valmam Tri-Scum
41
2.482
0.3923
0.0017
11234
39.0
(E) VW-i Tn-Samr
Al
1.714
0.3497
0.0014
9874
35.0
(P)RRII-12+A2
41
1.475
0-3256
0.0013
9817
17.0
_ (-E) Mnsm Ballast Bnx
41
0.608
0.1719
0.0007
20862
Maximum Tower Deflections - Design Wind
.Secr/an Ekvation Nor_ Gov. Pb Tway
No. Depecrio. Land
R to Comb °
LI 76 - 41 16.911 6 1.4469 0.0079
L2 41.1 6.611 6 1.2927 0.0053
Critical Deflections and Radius of Curvature - Design Wind
Apptnen.nce
Gov.
Defkction
rill
T 'a
Radlw of
load
Cvsnrve
Comb.
76'0
(E) Genetic lig6mcmg Rod 4' Rod
6
16.911
1.4469
0.0079
16294
69.8
(E) Vab w Tnt w
6
14.905
1.4587
0.0076
13140
62.3
(E) Valmom Tri-Soda
6
12530
1.4621
O.Olr71
5946
50.0
(E)VaInm Tri-Sara
6
8.908
I.4082
0.0062
3132
39.0
(E) Vaimmt Tri-Sed.r
6
6.153
1.2556
0.0051
2474
35.0
(P) RR13. 12+A2
6
5.294
1.1690
0.0047
2737
17.0
(E) Musuo Ballast Box
6
2.182
0.6171
0.0024
5814
Base Plate Design Data
Pkft Nnm6er Anclor B.lr
Aclua/
Aa-1
An,ml
Acnml
Controlling
Cilral
7biabte.r ofAxc6or Sine
Allmwble
Allo.nrblr
Aflo..nble
All o...ble
CmdOion
R.no
Bofq
Ran.
Ratio
Ratio
Ratio
Boo
Conerte
Pkre
Sterner
Tenatoa
St-
Srrcu
Stress
!n
lb
kn
kar
kd
20000 8 2.0000
37761
1.079
10.512
13.207
Stiff
0.41
212058
4.090
32.400
32400
✓
0.18
0.26
0.32
0.41
Compression Checks
Pole Design Data
Section
No.
Ekwrt.n
Si.
L I- KI/r A P.
iK lb
+P.
Ib
Rmio
P.
+p,
LI
L2
76-41(1)
41 . 1 (2)
P20x0375
P20.0.375
35.0 75.0 129.7 23.1202 -5162
40.0 75.0 129.7 23.1202 -11738
307928
307M
0.017
0.038
Pole Bending Design Data
S.aion
No.
Elewtkn
JI
St.
M w- Rati. M-
M
kip-t kip-fl +M- ktp17
+M-
kIp-fi
Ratio
M
+M-
LI
L2
76-41(I)
41 - 1 (2)
P20c0.375
P20a0.375
4&71 379.17 0.129 0.00
213.54 379.17 0.563 0.00
M.17
379.17
0.000
0.000
Pole Shear Design Data
Seciioa
No.
El-6-
Jt
Sla
Acrool +V. Ratio Aunml
V. V. T.
lb Ib +Y, wp-P
+T.
kw-ff
Reno
T.
+T.
LI
L2
76-41(I)
41 - 1 (2)
P20a0.375
P20a0.375
2573 364143 0.007 0.00
4592 364143 0.013 0.00
584.57
584.57
0.000
0.000
Pole Interaction Design Data
Section
N.
Elevation
fl
Ratio Ratio
P. M.
P, M-
Rail. Raria Ratio Comb. Allow.
M- Y. T. Srrcu Srmw
+M-7jT7777L Raria Rouo
Criteria
LI
L2
76- 41 (I)
41 . 1 (2)
0.017 0.128
0.038 0.563
0.000 0.007 0.000 0.145 1.000
0.000 0.013 0.000 0.601 LMO
4.8.2
4.8.2 ✓
Section Capacity Table
Section
El-H-
Component
Si- C111k.1 P
aP-
%
P..
No
R
Tjpe
Element lb
lb
Cgraeiry
Fail
Ll
76 - 41
P.I.
P20a0.375 1 -3162
307929
14.5
Pass
11
41 - 1
P.I.
P200.375 2 -11739
30M8
60.1
Pass
Summary
Pule (L2)
60.1
Pass
Banc Plate
40.8
Pau
RATING -
60.1
Pan
Rogers Vahan 60.08 - 9MAIDI I
TIA-222-G - 85 mph/30 mph 0.5000 in Ice Exposure C
Leg Capacity Leg Compression (lb)
o Minimum -0 Maximum ->
76.01 _ - _ _ 7i n
C
O
w
M
d
W
<- Minimum -0 Maximum -> . SuOuoU
PNP Engineering, Inc. ob LI ht ole _
35 Sparrowhawk P OfeCl SBL-051 Santa Rosa Park
Irvine, CA 92604 C"er AT&T o`a"nDj YJ AWd
Phone: 949-351-5020 code: TIA-222-G °aW 015/08/15 Scala NT;
FAX: Pam: Dwg No. E
C
0
i
d
W
TIA-222-G - 85 mph/30 mph 0.5000 in Ice Exposure C Maximum Values
Vx — Vz Mx — - Mz
Global Mast Shear (lb) Global Mast Moment (kip-ft)
5DDD 0 50 100 150 200 250
5000
0 50 1DD 150 200 250
PNP Engineering, Inc.
oD Lightpole
35 Sparrowhawk
Projec1 SBL-051(Santa Rose Perk
Irvine, CA 92604
cl'wt: AT&T
°r—i ,y YJ
App'd
Phone: 949-351-5020
code TIA-222-G
Dale 06/08/15
Scme NT1
FAX:
Path:,__Dwq
No. Ey
c
0
d
w
Deflection (in)
0
76 0'
I
I I
1 0�
0
TIA-222-G - Service - 60 mph Maximum Values
Tilt (deg) Twist (deg)
05 0 005
I
I I
I I
1 I I
0,
7a0
I I f I I I I I I I I I 1
5 0 05 0 005 01
PNP Engineering, Inc. o° Li ht o/e
35 Sparrowhawk Pr°1ed SBL-051 Santa Rosa Park
Irvine, CA 92604 wane AT&T o"" 1DY YJ nd
Phone: 949-351-5020 Code TIA-222-G D81e O6/08/15 Sci1e NT:
FAX: Pam: owg rb E'A
Feedline Distribution Chart
1' - 76'
Rcl Fiat App In Face ___ _ _ _. - , App Out Face
Face A
76 0
w
Face B
623 ..
------------------
62-
500 -
_--------- - ------
50.0
----
-
-a-
e
39.0
39.0
Face C 760
I
" - -
I I
I -
J--1-0
PNP Engineering, Inc.
oh Lightpoie
35 Sparrowhawk
PfOJeCt SBL-051 Santa Rosa Park
Irvine, CA 92604
Client AT&T
D-wnby. YJ
"pp'o-
Phone:949-351-5020
Code TIA-222-G
Dale:06/08/15
Scam MS
FAX:
Path:
Dwq No. E--!
Stress Distribution Chart
1' - 41'
' > 100% Jt- 90%-100% 75%-90% 50%-75% 1 < 50% Overstress
Face A Face B
,1111
w
Face C
PNP Engineering, Inc. Ll ht o/e
35 Sparrowhawk Prefect: SBL-051 Santa Rosa Park)
Irvine, CA 92604 tune AT&T I Drawn by.YJ "W'°
Phone: 949-351-5020 code TIA-222-G Date 06/08/15 se NT:
FAX: Path: I owq No. E4
Wind Pressures and Ice Thickness
TIA-222-G - 85 mph/30 mph 0.5000 in Ice Exposure C
Pressure - No Ice (psfl
0 10 20 30
76. _
41.
C
C
d
W
1.
0 10 20 30
Pressure - Ice (psfl Ice Thickness (in)
0 1 2 3 0 0.25 0.5 0 75 1
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I I I I I I I I I I I I
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0 1 2 3 0 0.25 015 0.75 1
125
80
IIII IIII IIII IIII IIII
IIII IIII IIII IIII IIII
I111 IIII IIII IIII IIII
IIII IIII IIII I111 IIII
IIII IIII IIII IIII IIII
I I I I I I I I I I I I I I I I I I I I
IIII IIII IIII IIII IIII
I I I I I I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I I I I I I
IIII IIII IIII IIII IIII
IIII IIII IIII IIII IIII
IIII IIII IIII IIII IIII
IIII IIII IIII IIII IIII
IIII IIII IIII IIII IIII
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I I I I I I I I I I I I I I I I I I I I
IIII IIII IIII IIII IIII
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I I I I I I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I I I I I I
IIII IIII IIII IIII IIII
IIII IIII IIII IIII IIII
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IIII IIII IIII IIII IIII
IIII IIII IIII IIII IIII
A-LA-L _1.1.1.1_ -J-J-J-J- _J_J.I_. .L.L_L_
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IIII IIII IIII IIII IIII
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IIII IIII IIII IIII IIII
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IIII IIII IIII IIII IIII
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IIII IIII IIII IIII II11
IIII IIII IIII IIII IIII
IIII IIII IIII IIII IIII
IIII IIII IIII IIII IIII
I I I I I I I I I I I I I I I I I I I I
IIII IIII IIII IIII IIII
IIII IIII IIII IIII IIII
IIII IIII IIII IIII IIII
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IIII IIII IIII IIII IIII
0
1.25
1.0
PNP Engineering, Inc. Ilb Lihtpo/e
35 Sparrowhawk Protect Sep-051 Santa Rosa Pant
Irvine, CA 92604 C"'t AT&T I
Dra«n by y j Apo'd.
Phone:949-351-5020 Code TIA-222-G Da1B 06/08/15 S`OW NTE
FAX: Path lava Wo E-,
OO
O OO
(V tD
Cl)
O O
O
26.0000 in
FOUNDATION NOTES
1. Plate thickness is 2.0000 in.
2. Plate grade is A36.
3. Anchor bolt grade is A325N.
4. fc is 4 ksi.
PAT Engineering, Inc. LI ht o/e
35 Sparrowhawk Project SBL-051 Santa Rosa Park
Irvine, CA92604 C'*n AT&T Drawn ITyj "pp"
Phone:949-351-5020 Code: TIA-222-G Do*:06/08/15 $C101 NTf
FAX: Path' 6- - F_.
r�
A.3 Check Existing Foundation
Death of Embedment to resist Lateral Loads
(from 2013 CBC Section 1806.3)
A. Applied Load and Concrete Pier Information:
Reactions by Tower Analysis Result
P =
11.74 kips
V =
4.58 kips
M =
214 k-ft
ASD Reactions:
P =
9.79 kips
V =
2.86 kips
M =
134 k-ft
PL =
2,863
lb.
(= Applied Lateral Force)
h =
46.7
ft.
(= Distance from Ground Surface to Point of Application of P)
W =
9,785
Ibs
(= Applied Vertical Force)
S =
100
psf/ft
(= Allowable Lateral Soil Bering Pressure)
gauow =
1,500
psf
(= Allowable Soil Pressure)
Vc =
3,000
psi
(= Concrete Compressive Strength from Aa-Built Drawings)
fy =
60
ksi
(= Reinforcing Steel Strength from As -Built Drawings)
b =
4.0
ft.
(= Diameter of Round Post or Diagonal Dimension of Square Post)
(
48.0
in.)
d =
20.0
ft.
(= Depth of Embedment)
n
B. Check Soil Bearing Pressure:
WConcrete = 36,442 Ibs
I vz
breq'd = [(W/gauow) / (rz/4)J
6.0 ft.
Nonconstrained:
d = A/2 [1 + (1 + 4.36 h / A)'/2]
A=2.34P/S,b
= 1.40
S, = 1,200 psf/ft
d = 9.2 ft.
(based on allowable soil pressure)
> b = 4.0
(O.K.) due to friction resistance
(6-1)
f8
(= Allowable Lateral Soil -Bearing Pressure)
< 20.0 ft. (O.K.)
C. Check Reinforcement
MOT =
PL x h
=
133,750 lb-ft.
As,re,'d =
MOT / [0.9 fy (b-3)]
=
0.66 in'
u
12
As =
7.2 in,
vz
=
5.9 in
max. As.min governs,
As =
86.4 inL
#7 Re -bar
> As.req'd = 0.66 inL (O.K.)
As.m,n = 200 bW d /fy
= 7.2 in
L
7.2 in
L
> As,m,n = 7.2 m (O.K.)
A.4 Proposed Equipments Specifications
EQUIPMENT SPECIFICATIONS
MANUFACTURER: ERICSSON
MODEL
RRUS A2 B4
LENGTH:
16.4 IN
WIDTH:
15.1 IN
DEPTH:
3.4 IN
WEIGHT:
22 LEIS
15.1-
A2 Module
18.50"
m
00000000 00000000
00000000 00000000
00000000 00000000
00000000 00000000
00000000 00000000
00000000
00000000
00000000
00000000
0 0 0 0 00 0 0
00000000 00000000
00000000 00000000
00000000 00000000
00000000 00000000
00000000 00000000
PE
RRU SPECIFICATIONS
MANUFACTURER: 04CSSON
MODEL RRUS-12
LENGTH: 18.22 IN
WIDTH: 18.50 IN
DEPTH: 7.32 IN
WEIGHT: 57.32 LBS
7�
NEAREST OBJECT
�I I
�I I
O
I YIN. LRRIJS YMI.
I I
I m= I
L__=__J
NEAREST OBJECT
RRUs
RRU SPECIFICATIONS
MANUFACTURER: RAYCAP
MODEL, DC6-48-60-18-8F
LENGTH: 24 IN
WIDTH: 11 IN
WEIGHT: 32.6 L13S
TOP
DC6 Surge Suppressor
Equipments Specifications
S1QE
W
13