HomeMy WebLinkAboutApplication- PermitJob Address
GARFIELD COUNTY
BUILDING, SANITATION
and PLANNING DEPARTMENT
109 8th. Street, Suite 303
Glenwood Spriugs, CO 81601(970) 945-8212
0(0r/
ez
Nature of Work
UsepfB .Win
Own
Building Permit
No. 8448
oZI 7"fr- 033- co - 005
Contractor �C -} 0_06,
Amount of Permit$ ,
Date
Clerk
GARFIELD COUNTY BUILDING PERMIT APPLICATION
GARFIELD COUNTY (GLENWOOD SPRINGS), COLORADO
TELEPHONE: (970) 945-8212
1
JOB ADDRESS:
0 61'7
INSPECTION LINE: (970) 3 845003
PERMIT NO. SLILM- PARCEL/SCHEDULE NO c / 77- d.3- (»C75
4-4 a35 'ice ec?
1
,
LOT NO. BLOCK NO. SUBDIVISION/EXEMPTION e�e� J
J1�3 t
2
OWNF1l / AJTpi ��3. �
Y'Ci r5d X 4,(1)5 FLS
a o4L17 &Ou ikk, 0..d ,.233e0 8(4
s--
974 51/13
'•tt-- 34/- J3
3
coA R e1,&a . , =Gnre,
�l� ES C�rf , k- io CJ ea BI S
fto) 7 �
LIC. :
4
ARCHIIECFiENGINEER
MOMS
PH:
LIC NO:
C
✓6
SQ.FT. OFDIALDELO
EQ. Fr. OF LOT
H G Ir
NO.OP FLOORS
USE OF BUILDING
7
DESCRID WORK..,0 wS/ e I%DA/ ,A16-0 Z4eo X71' o.A1/6jrv5 /961L,
8
CLASS OF WORK AV oADDIRON °ALTERATION OMOYB DREMOVE
9
74
G ANAGE; gg7N°LE oDOCBLE CARPORT. oszvGLE ODOIIDLE
0
g�
v 13RNEWAYPFRMtr „kVA
„Se......_„Se......_r_'4 J� L E / /STET SVEDr POSAL Cst') MITE PIAN
:t (41° ISD 00
VALUATION UR WORIE: a /--•n . ADJUSTED VALUAStgN00,14.0
SPECIAL COMMONS:
NOTICE
A SEPARATE ELECTRICAL PERMIT IS REQUIRED AND MUST BE ISSUED BY THE STATE OF
COLORADO.
THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION
AUTHORIZED IS NOT COMMENCED WITTIN 120 DAYS, OR IF CONSTRUCTION OR
WORK IS SUSPENDED OR ABANDONED FORA PERIOD OF 180 DAYS AT ANY TIMI,
AFTER WORK IS COMMENCED.
I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED TILLS APPLICATION AND
KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS
GOVERNINGTHIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED
HERE I• IR't . THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE
A ,. IRTTY 1 VIOLATE OR CANCEL THE PROVISIONS OP ANY OTHER STATE OR
LO • , REGULATING «NS ON OR TIM PERFORMANCE OF
C1 0 -- ' CTION. 1 1
/ �1'
PLAN CHECKFEE:
C(O cg(0.c(3.7.5
PERMIT
TOTAL FEE: DATE PERMIT ISSUED:
f06A (7
G r
OCC: GROUP:_.,CONST: TYPE:
”' 2 Ai
ZONING
SETBACKS:
r
.. �y ''Datil l�
,,, . -;�-, o ovt , , - •4 or or authorized agent having read and undorstood notice above.
�1 �
ii .._ .. .,�... 74°2-
0 o _ {'C, R 4I0�,
MANU. HOME: -
ISDS NO. 84. FEE:
Buildia D y, 11Date Planning Dept. o aIfliat0
g PPr� nning
AGREEMENT
FERMIS SION IS HEREBY GRANTED TO THE APPLICANT AS OWNER, CONTRACTOR AND/OR THE AGENT OF TIM CONTRACTOR OR OWNER TG CONSTRUCT THE STRUCTURE AS
DETAILED ONPLANSAND SPECIFICATIONS SUBMITTED TO AND REVIEWED BY THE BUD.DINGDEPARTMENT.
IN CONSIDERATION OF THE ISSUANCE OF THIS PERMIT, THE SIGNER HEREBY AGRE. ES TO COMPLY WHIT ALL BUILDING CODES AND LAND USE REGULATIONS ADOPTED BY
.AR .i D COUNTY PURSUANT TO AUTHORITY GIVEN IN 30.28.201 CRS AS AMENDED. THE SIGNEii FURTHER AGREES THAT IF THE ABOVE SAID ORDINANCES ARE NOTFULLY
COMPLIED WITH IN THE LOCATION, ERECTION, CONSTRUCTION AND USE OF THE ABOVE DESCRIBED STRUCTURE, THE PERMIT MAY THEN BE REVOKED BY NOTICE FROM
THE COUNTY ARID THAT THEN AND THERE TT SHAT ZBECOSIE NULL AND VOID.
THE ISSUANCE OF A PERMIT BASED UPON PLANS, SPECIFICATIONS AND OTHER DATA SHALL NOT PREVENT THE BUILDING OFFICIAL FROM THEREAFTER REQUIRING THE
CORRECTION OF,ERRORS IN SAID PLANS, SPECIFICATIONS AND OTHER DATA OR FRO PREVENTING BUILDING OPERATION BEING CARRIED ON THEREUNDER WHEN IN
VIOLATION OFTHI$ CODE OR ANY OTBERORDINANCE ORREGULATIONOFTIES JURISDICTION.
BE REVIEW OF SUBMITTED PLANS AND SPECIFICATIONS AND INSPECTIONS CONDUCTED THEREAFTER DOES NOT CONSTITUTE AN ACCEPTANCE OF ANY
RESPONSIBILITIES 0 LIABILITIES BY GARFIELD COUNTY FOR ERRORS, OMISSIONS OR DISCREPANCIES. THE RESPONSIBILITY FOR THESE ITEMS AND IMPLEMENTATION
DURING CONSTIW ON RESTS SPECIFICALLY WITH THE AIRCIRIErCT, DESIGNER, BUILDER AND OWNER. COMMENTS ARE INTENDED TO BE CONSERVATIVE AND IN SUPPORT
]F 1tIE OWNERS ST.
.iadomLoa3 IBERF,BY ACKNOWLEDGE THAT I IIAVE READ AND UNDERSTAND THE AGREEMENT ABOVE. (INITIAL)
. (,13.t i° ' toff?
.<0,rn1) c�
Mr. Arno Ehlers
Chief Building Official
109 8Th Street, Suite 303
Glenwood Springs, Colorado 81601
p t; :4 2048
"RECEIVED
SEP 0 4 2042
GARFIELD COUNTY
WONG & PLANNING
August 30, 200L
Subject: Rhoades Cellular Tower Foundation, Southeast 'A of the Southwest 1/4 in
Section 03, Township 6 South, Range 93 West, 6th .P.M., Rifle, Colorado
Dear Mr. Ehlers:
This letter is to certify that the cellular tower foundation at the above referenced site near
Rifle, Colorado was constructed in accordance with the Geotechnical report (Red Mesa
Consulting Project No. 02-1319, dated May 30, 2002) and the foundation design prepared
by Chi E. Lee.
cc: R. Garcia, Cleartalk
RMC 02-064.doc
Respectfully Submitted,
Curtis O. Sealy, P.E.
2754 Compass Drive, Suite 360 • Grand Junction, Colorado 81506
031,
Telephone: (970) 256-7754 • Fax: (970) 245-7909 • E-mail: jbierwir@gj.net to
ry
Construction Inspection
Date: 07-22-02
Client: ClearTalk Inc.
Location: Rhoades, Rifle, Colorado, (RMC 02-1319)
Inspection Item: Tower Foundation
Inspector: Thomas D. Fry
Comments:
Subgrade was nonnative road base material. The road base was compacted and moisture
conditioned prior to bar placement. Excavation depth was approximately 8 feet. Little to
no sloughing was present in the excavation at time of inspection. A two day rain did fill
the excavation with approximately 5 inches of water that was pumped out at an earlier
date; some water small pools were noted in the excavation at the time of concrete
placement. Mats were placed on mortar cubes; no cube sinking was noted at time of
placement.
Bottom mat consists of #10 bar placed on 4 -inch mortar cubes to maintain the 3 -inch
minimum clearance. Top and bottom mats consist of 27 #10 bars running each way (54
total per mat), placed approximately 12 -inch center to center. Top and bottom mats were
tied more or less every bar (100%). Top mat is supported by pier rebar and by several #4
bars -bent and spaced evenly throughout the placement to maintain consistent separation
of 2.5 feet between mats (6' less than specified). A minimum of 3 -inches was maintained
between mat edges and excavation sidewall/form.
Pier consists of 43 vertical #11 v -bars and 8 #5 bar hoops more or less every 16".
Vertical #11 v -bars had a minimum of 5.5 foot bend on bottom and were tied to both
mats. Hoops were over -lapped a minimum of 5 feet. All pier bars were tied 100%.
Tower bolts and bolt plate will be placed above the top mat for before concrete placement
on pier as per contractor.
Minimum rust was present on reinforcing steel in placement; grade 60 reinforcing steel
was used. Contractor used one -inch stinger to consolidate concrete during placement. No
movement of reinforcing steel was noted during concrete placement. Concrete was
placed on nonfrozen soils with an ambient air temperature of approximately 95° F.
Inspector:
w _M
Date:
7-2 -v2_
Client: NTCH/ClearTalk inr,
Location: Rifle, Colorado
COMPRESSIVE STRENGTH OF CONCRETE
CYLINDER SPECIMENS
Job Number 02-1319
Date of Report: 08/30/02
Reviewed By: TF
Project: Rhoades
Location of Placement: Tower base
Contractor: Cleartalk
Concrete Supplier: Casey
Ticket Number: 63082
Batch Size, cubic yards: 10
Mix Identification: NA
Design Strength, psi: 3000 / 28 Days
Number of Cylinders Molded. 4
Time in Mixer: NA min.
Water Added On Job, Gallon(s): 0
Sampled By: TF/CMM Date: 07-22-02
Comments/ Remarks: 4th Truck.
Architect/Engineer: Chi L
Measured Slump, Inches (C143): 7
Measured Air Content, % (C231):
Concrete Temperature, °F:
Ambient Air Temperature, °F:
6.75
82°
95°
Wet Unit Weight, pcf: 141.04
Fifth truc stat'c itic lum . : 7 inches Air:
ercent and Wet 't Wei ' ht: 141 56 s c
Specimen
Number
Specimen
Age In
Days
Date
Tested
Compressive Strength
Maximum Load
Pounds of Force Psi
Type of
Fracture
Unit
Weight of
Cylinder (pcf)
Tested
By
1319.11
7
07-29-02
76000 2660
NA
,..-
140.2 CMM
1319-12
28
08-19-02
100500 3510
NA
141.6 CMM
1319-13
28
08-19-02
102000 3580
NA
142.0 CMM
1319-14
hold
cretecompressform I .doc
COMPRESSIVE STRENGTH OF CONCRETE
CYLINDER SPECIMENS
Client: NTCHICIe_arTa Tnc.
Location: Rifle Colorado
Job Number • 02-1319
Date of Report: 08/29/02
Reviewed By: TF
Project: Rhoades
Location of Placement: Tower Pier
Contractor: Cleartalk
Concrete Supplier: Casey
Ticket Number: 63141
Batch Size, cubic yards: 10
Mix Identification: 37060152
Design Strength, psi: 3000 / 28 Days
Number of Cylinders Molded• 4
Time in Mixer: 45 min.
Water Added On Job, Gallon(s): 0
Sampled By: CMM Date: 07-24-02
Architect/Engineer: Chi Lee
Measured Slump, Inches (C143): 4.5
Measured Air Content, % (C231): *NA
Concrete Temperature, °F: 80°
Ambient Air Temperature, °F: —90°
Wet Unit Weight, pcf: *NA
Comments/ Remarks: Added 8 gallons of water at beginning ofplacement
* No test taken
Specimen
Number
Specimen
Age In
Days
Date
Tested
Compressive Strength
Maximum Load
Pounds of Force Psi
Type of
Fracture
Unit
Weight of
Cylinder (pcf)
Tested
By
1319-15
7
07-31-02
102000 3560
NA
145.4
CMM
1319-16
28
08-21-02
127000 4480
NA
146.4
CMM
1319-17
28
08-21-02
128500 4510
NA
145,9
CMM
1319-18
hold
cretecompressforn2.doc
Garfield County
Garfield County Road and Btidge Deisztment
February 12, 2002
Renel11 Garcia
CR 233
CC: Garfield County Building and Manning Department
Dear Rend Garcia,
Per our conversation this morning, as long as you have pe Diasix:n to access the project by
goin dim the Rhoades property you do not need a driveway permit from the Road &
Bridge Department.
If you have any questions or problems, please feel free to contact me.
Sincerely,
Kraig Kubcrry
Foreman
Garfield County Road and Bridge Department
r,.r,s1`
902 Taughenbaugh Blvd. Suite 305
Rifle, CO 81650
Thom 970-678601
Fa*: 970.67,E ...•
J.
3EME (INV (Mel L3989Z9 ZE:EZ MOZ/ITIZ9
0
m
06/17/2002 18:40 7122762142
O >) >Pi m o r
to f2
rt to mi 4z mm
20
rnczrs
D O 0. 0 rr"
Z
�
'IJ 47 O Li
r iTi
5- a
>
Z
STC\0226-22.DwG
zz-9z-f zOOz# 8OP 1Sc
XI
Q 4. z Z
Q
Q Z z vn
Opa Pi 0 k '
> $—
0
ur rrrz
CD 7C CA
ZN m
D• 7 z
C X 5 5- v
Z. wmN
Z
ni
rri
>
0 11
L7 C
E
0, V n � En
MITI
o
L3
z
rn
CHI LEE, P.E.
PAGE 02
26'-6"
AVM H3V3 fl33VdS ATIV003
3'-o
7,0—.9Z X S11V3--H Oi #` (LZ)
fc
di f
Industries, Inc.
PURCHASER: CLEARTALK WIRELESS
NAME OF PROJECT:
World Headquarters
6718 W. Plank Rd.
Peoria, IL 61604 USA
Ph: 309-697-4400
FAX: 309-697-5612
RHOADES, GARFIELD COUNTY, COLORADO
195 FT. TAPERED STEEL POLE
ROHN FILE NUMBER: 50819JA
ROHM DRAWING NUMBER: A020313
I CERTIFY THAT THE ATTACHED DRAWING AND CALCULATIONS WERE PREPARED
UNDER MY SUPERVISION IN ACCORDANCE WITH THE LOADING CRITERIA SPECIFIED
BY THE PURCHASER AND THAT I AM A REGISTERED PROFESSIONAL ENGINEER
UNDER THE LAWS OF THE STATE OF COLORADO.
CERTIFIED BY. -ter
DA'I E:
q+
- 24721 g.R
O
°"07167
Over 50 Years of Service to the Comrnunicat ons industry
mm
Co
a={
mo
cz
f,
N
WO
m0
c0 zZrt
w
yy gy-`
STY
Cc^ -I
ncim
ca -q.
a0x
0AV
ozo
o.
m>73
01 7
Oo m 4
_d
mx
0
0
O
CA
Oar
O
gra
a II
w
o00
A 01 A
MXX
Xao
y
�e
C
22
F
m
b
n
1
a
Z
to
0
.A
iV
10
a
m
0
2
01
coz
or
C
>113
8
0
W
w
00)
°m
'n4
a1
CD
CJI
0
0
vun
>rnzr
112M
W N O rn
omiaz
0,70_1
_0 X
n
FOR POLYGONAL POLES DIAMETER 1S MEASURED ACROSS FLATS.
U1
A.
61
N
-
01
m
P
SECTION SCHEDULE
•
P
8
,c"n
o
,'m
&
a
S
w
_ =
m
0.
N
N-
0
ri
0
V
v
m
-
m
7
DIAMETER (IN)
C'
o
oo
it
23
Cm
1
10
-I
0
...4
N
0
CA
0
a
«
0
0.2500
a
ca
01
-�z,,
Zng
r
U1
0
n
,(N
0
P
0
,tmi1
0
, i11
0
0 q
,_,
m -m
uzum
!0N22,11
0 V 2
ooSo
gEcico
o
P
21
-<mo0mzmm0--1c
grnzccamaa VirDm
go ozG740�mmC7
9z2yz-ozn A
mao-;› ffgf1��>Zzc1
D mcaz2, Co11m dm
-rCmEa xmrcmalm,'Omza,
n>FT x mir
rmm .4>o0I Rt
m,m1+? m1m
0A
afmnD ror--
mo- m>m2s
__Tim?,
? 4]m m
m o� oz,z
z 000 ."Gu, -n>
ai Nm s3010r
qqm0>r
0�
g a Cma-z
0 -I 02.90 ar
z .art mmyzzo
ox 0
o ixi
M z 0 01 z z h
0 z zz o-=
0 om s
C A r- N r•
z xi g ,-. z gay
am =h1 "r
mm
mo
-r
0, z
N
P cu cu .r m
Dmmr --4A.4m
r--nr xr-aa,
CzCo
m4%Z2." 0,..0
A -i Zfnmm z
Xl=mwm2>ONz0-o1ro,
P O m m0 zQxx
m rpo DD
m�yr,oa r
ow�ozvor�r
"3-+maz�lzm
m�-�nmamo
r'n4�zr..{a
.LnG7gmROz
yazar-c1-o
Mmmzommm
,.1?moyODr
C3,7rN
Nrr[
gOD1m rV
mzu3 m 0140
rmzm mo
,c. va
mb ro mm
om0 0 0o
ma r mm
0, a vo
mob z
05
m A y a `
SEE STRESS ANALYSIS FOR A COMPLETE LISTING OF ALL LOADS ON STRUCTURE.
mm
010
m O
rnz
((��1
0No•0J1
00
00
m
ry r
J'D
-;
0
z
DESIGN LOADING
{12) 1'X5' PANELS ON 12' LOW -PROFILE PLATFORM
(12)1'X5' PANELS ON 12' LOW -PROFILE PLATFORM
(12) 1'X5 PANELS ON 12' LOW -PROFILE PLATFORM
ANTENNA TYPE
U 1'X5' PANELS ON 3 -WAY FLUSH MOUNT
LOAD PER ANSI)T1 JEIA-222-F-4596, 85.0 MPH BASIC WIND SPEED
(0.5" RADIAL ICE LOAD).
ESIGNED TO SUPPORT THE FOLLOWING LOADS:
111
LINE SIZE
mo.*am 0 >0010 --0f0
00mo24Pg za
0CJ'xtym5� m,Tmzm_2am
33fr71f2.f.8Z P.8
%1;!a!;71i
to> ZZ,zm Ma=ci�z�
m-_�zm�rzmmc�dz
n mo,
C
r00Zoy>�0
>cc'ima- c DarnTrn
J0z.n- Zy71 .p
Om
Z zZa6�-flr )o 0)
a r -QJ-.• c magy�
0 "1 rmn2. zo
�zm0 z rtmaor
Dy-1Zog og 0 dOmm
Z m Z CmrmTr�0
a-mo`n 0 rnmZ O
--r `gym v z
DDOr?m m m(Q m
x'i' io m mM0
m D
mvi OCm7
001-4 N
m
b
C D0 W4w7] rl
n oz 0
CA 0m C
00
C g Z O f 0 r
or mm -< 00mo t F
.0 .
A
O
•
Fite: 'F 50819 Site: 1 Cycle:
Customer: Cleartalk Wireless
Site: Rhoades
Type: POLE -TPR
Pole: Tapered Steel
ROHN Industries, Inc.
1 Design: 1 Engineer: mohamed
Page: 1
02/14/2002
9:05 AM
SUMMARY
OF ANALYSIS RESULTS
Conditions Wind at 85/0 mph -h 0.50" radial
Building Code TIA/EIA-222-F-1996
Pole Height 195.00 ft
Top Diameter 25.000 in
Bottom Diameter 59.370 in /
Pole Shape 18 -sided Polygon
Joint Type.. Hybrid -"-
Shaft
Shaft Steel Weight 35.565 kips /
Gust response factor: 1.69
ice
POLE SHAFT PROPERTIES:
Wall Nat'l Top Bottom Slip
Sect. Thickness Yield Diameter Diameter Uoint Steel
Length [t] [Fy] [Dt] (Db) Overlap Taper Weight
Seq (ft) (in) (ksi) (in) (in) (in) (in/ft) (kips)
1 23.750 f 0.18750 / 65 25.000 29.461 45.00 0.190 1.359
2 48.000 0.25000 f 65 28.381 37.397 57.00 0.190 4.475
3 48.000 0.31250 i 65 36.005 45.020 69.00 0.190 6.893
4 48.000 / 0.37500 f 65 43.315 52.330 78.00 0.190 9.767
5 48.000 0.43750 / 65 50.360 59.375 .. 0.190 / 13.070
POLE SHAFT SECTION MAXIMUM FORCES AND MOMENTS:
Seq Load Case
1 Combo4
2 Combo4
3 Combol0
4 Combol0
5 Combol0
» MAX REACTIONS:
At Base of Section
Sect. Axial
Elev. Load
(ft.) (kips)
171.58 3.4921
127.25 12.8064
81.13 22.1728
38.25 34.6247
0.00 48.5240
Bending
Moment
(ft -kips)
57.7718
612.3165
1511.5733
2528 .1283
3800.7692
56.4433 3801.3692
Max. Ratio
Horiz. Actua].
SHear Torsion Allowable
(kips) (ft -Kips) (Ftot/Fb)
6.3996 0.0000
16.9490 0.0000
21.1662 0.0000
25.6218 0.0000
30.3719 0.0000
30.5843
1.2463 <¢
0.1140
0.5490 /
0.72800
0.7520 1
0.7370 d
SECTION PROPERTIES:
Weight
Seq- (kips) Location
1 1.359 @Top
@Splice
@Sot
2 4.475 @Top
@Splice
@Bot
3 6.893 @Top
@Splice
@Bot
4 9.767 @Top
@Splice
@Bot
5 13.070 @Tap
@Bot
Elev
(ft)
195.00
175.25
171.58
175.25
•131.92
127.25
129.13
86.71
81.13
86.25
44.75
38.25
48.00
0.00
Total Shaft Steel Weight = 35.565 kips
Diam Wall Diam/
Across Thick Thick
Flats Et) (W/t] (D/t] Area .T I
(in) (in) Ratio Ratio (in'2) (in"4) (in''4)
25.000
28.750
29.450
28.260
35.750
37.390
35.890
44.490
45.020
43.210
51.720
52.340
50.240
59.370
0.1875
0.2500
0.3125
0.3750
0.4375
21.75
25.27
25.93
18.17
23.45
24.61
18.49
23.34
23 .64
18.55
22.56
22.85
18.49
22.16
133.33
153.33
157.07
113 .04
143.00
149.56
114.85
142.37
144.06
115.23
137.92
139.57
114.83
135.70
14.77
17.00
17.41
22.23
28.17
29.47
35.29
43.82
44.34
50.98
61.11
61.85
69.15
81.83
2302.9
3512.7
3777.4
4417.1
8992.5
10297.3
11314.4
21662,5
22451.6
23696.5
40811.4
42307.8
43449.8
71994.4
1148.6
1752.0
1884.0
2203.0
4485.1
5135.8
5643.1
10804.3
11197.9
11818.8
20355.0
21101.3
21670.8
35907.7
,14
1.
le
Customer:
Site:
Type:
50819 Site: 1 Cycle: 1
Cleartalk Wireless
Rhoades
POLE -TPR
Pole: Tapered Steel
SEGMENT PROPERTIES:
Seg.
No.
ROHN Industries, Inc.
Design: 1 Engineer: mohamed
Page: 2
02/14/2002
9:05 AM
( @ Max Segment = 5.0 ft)
Diem. Wall Diam/
Seg. Across Thick Thick
Elev. Flats Et] [W/t3 [DA] Area J
(ft) (in) (in) Ratio Ratio (in"2) (in"4)
57 195.000 25.00 0.1875 21.75 133.33 14.77 2302.9
56 193.025 25.36 0.1875 22.10 135.33 3.4.99 2.409.0
55 191.050 25.75 0.1875 22.45 137.34 15.21 2518.2
54 189.075 26.13 0.1875 22.81 139.34 25.44 2630.8
53 187.100 26.50 0.1875 23.16 141.34 15.66 2746.7
52 185.125 26.88 0.1875 23.51 143.34 15,98 2865.9
51 183.150 27.25 0.1875 23.86 145.34 16.11 2988.5
50 181.175 27.63 0.1875 24.22 147.35 16.33 3114.6
49 179.200 28.00 0.1875 24.57 149.35 16.55 3244.1
48 177.225 28.38 0.1875 24.92 151.35 16.78 3377.2
470 175.250 28.75 0.3.875 25.28 153.35 17.00 3513.9
471 175.250 28.26 0.2500 18.17 113.04 22.23 4417.4
46 171.583 28.96 0.2500 18.66 115.83 22.78 4755.3
45 167.617 29.71 0.2500 19.19 118.85 . 23.38 5140.2
44 163.650 30.47 0.2500 19.72 121.87 23.98 5545.3
43 159.683 31.22 0.2500 20.26 124.88 24.57 5971.1
42 155.717 31,98 0.2500 20.79 127.90 25.17 6418.3
41 151.750 32.73 0.2500 21.32 130.92 25.77 6887.2
40 147.783 33.48 0.2500 21.85 133.94 26.37 7378.4
39 143.817 34.24 0.2500 22.39 136.96 26.97 7892,4
38 139.850 34.99 0.2500 22.92 139.97 27.57 8429.7
37 135.883 35.75 0.2500 23.45 142.99 28.17 8990.9
360 131.917 36.50 0.2500 23.98 146.01 28.77 9576.5
361 131.917 35.69 0.3125 18.49 114.85 35.29 11314.4
35 127.250 36.78 0.3125 18.99 117.69 36.17 12182.6
34 123.475 37.50 0.3125 19.39 119.99 36.88 12916.5
33 119.700 38.21 0.3125 19.80 122.28 37.59 13679.3
32 115.925 38.93 0.3125 20.20 124.58 38.30 14471.6
31 112.150 39.65 0.3125 20.61 126.88 39.02 15294.0
30 108.375 40.37 0.3125 21.01 129.18 39.73 16146.8
29 104.600 41.09 0.3125 21.42 131.47 40.44 17030.9
28 100.825 41.80 0.3125 21.82 133.77 41.15 3.7946.5
27 97.050 42.52 0.3125 22.23 136.07 41.86 18894.4
26 93.275 43.24 0.3125 22.63 138.37 42.58 19875.3
25 89.500 43.96 0.3125 23.04 140.67 43.29 20889.3
240 86.708 44.49 0.3125 23.34 142.36 43.82 21661.1
251 89.500 43.21 0.3750 18.55 115.23 50.98 23696.5
24 86.708 43.74 0.3750 18.80 116.64 51.61 24588.7
23 83.917 44.27 0.3750 19.05 118.06 52.25 25503.0
22 80.325 44.96 0.3750 19.37 119.88 53.06 26712.4
21 76.733 45.64 0.3750 19.70 121.70 53.87 27959.3
20 73.142 46.32 0.3750 20.02 123.52 54.69 29244.5
19 69.550 47.00 0.3750 20.34 125.35 55.50 30568.6
18 65.958 47.69 0.3750 20.66 127.17 56.31 31931.8
17 62.367 48.37 0.3750 20.98 128.99 57.13 33335.2
15 58.775 49.05 0.3750 21.30 130.81 57.94 34779.0
15 55.183 49.74 0.3750 21.62 132.63 58.75 36263.8
14 51.592 50.42 0.3750 21.94 134.45 59.56 37790.5
13 48.000 51.10 0.3750 22.27 136.28 60.38 39359.2
120 44.750 51.72 0.3750 22.56 137.92 61.11 40815.7
3.3E 48.000 50.24 0.4375 18.49 114.83 69.15 43449.8
12 44.750 50.86 0.4375 18.73 116.25 70.01 45088.0
11 41.500 51.48 0.4375 18.98 117.66 70.87 46766.8
3.0 37.350 52.27 0.4375 19.30 119.46 71.97 48970.3
9 33.200 53.06 0.4375 19.62 321.27 73.06 51242.1
8 29.050 53.84 0.4375 19.94 123.07 74.16 53582.9
7 24.900 54.63 0.4375 20.26 124.88 75.26 55994.2
6 20.750 55.42 0.4375 20.57 126.68 76.35 58476.8
5 16.600 56.21 0.4375 20.89 128.49 77.45 61031.3
4 12.450 57.00 0.4375 21.21 130.29 78.54 63659.6
I
(in"4)
1148.6
1201.5
1256.0
1312.1
1369.9
1429.4
1490.5
1553.4
1618.0
1684.4
1752.6
2203.2
2371.7
2563.7
2765.7
2978.1
3201.1
3435.0
3680.0
3936.4
4204.4
4484.3
4776.3
5643.1
6076.1
6442.2
6822.7
7217.8
7628.0
8053.3
8494.3
8950.9
9423_7
9912.9
10418.7
10803.6
11818.8
12263.8
12719.8
13323.0
13944.9
14585.9
15246.3
15926.2
16626.1
17346.3
18086.8
18848.2
19630.6
20357.1
21670.8
22487.9
23325.3
24424.2
25557.3
26724.8
27927.5
29165.7
30439.8
31750.6
File: ..
Customer:
Site:
Type:
Seg.
No.
3
2
1
50819 Site: 1 Cycle: 1
Cleartalk Wireless
Rhoades
POLE -TPR
Pole: Tapered Steel
Seg.
Elev.
(Et)
Diam.
Across
Flats
(in)
ROHN Industries, Inc.
Design: 1 Engineer: mohamed
Wall Diam/
Thick Thick
[t] [W/t) (D/t)
(in) Ratio Ratio
8.300 57.79 0.4375 21.53 132.09
4.150 58.58 0.4375 21.85 133.90
0.000 59.37 0.4375 22.16 135.70
Area
(in''2)
79.64
80.74
81.83
S 1
(in'4)
Page: 3
02/14/2002
9:05 AM
66362.2 33096.6
69139.9 34483.9
71994.4 35907.7
Customer:
Site:
Type:
50819 Site: 1 Cycle: 1
Cleartalk Wireless
Rhoades
POLE -TPR
Pole: Tapered Steel
DISCRETE APPURTENANCE PROPERTIES
ROHN Industries, Inc.
Design: 1 Engineer: mohamed
Weight
Elev. W/o Ice W/ Ice
(ft) Description (kips) (kips) Az.
195.00 (3) 1'X5' PANELS ON 3 -WAY FLUSH MOUNT
180.00 (12) 1'X5' PANELS ON 12' PLATFORM
165.00 (12) 1'X5' PANELS ON 12' PLATFORM
150.00 (12) l'X5' PANELS ON 12' PLATFORM
EPA
W/o Ice W/ Ice
(ft^2) (ft'2)
0.30 0.45 360
1.40 2.00 360
1.40 2.00 360
1.40 2.00 360
Page: 4
02/14/2002
9:05 AM
Lines
24.00 30.00
75.57 88.36
75.57 88.36
75.57 88.36
(3) 1-5/8 in.
(12) 1-5/8 in.
(12) 1-5/8 in.
(12) 1-5/8 in.
7
F3.e:
Customer:
Site:
Type:
PRESSURES
50819 Site: 1 Cycle: 1
Cleartalk Wireless
Rhoades
POLE -TPR
Pole: Tapered Steel
ROHN industries, Inc.
Design: 1 Engineer: mohamed
Elev W/o Ice With Ica
Seg (ft) Ks qz Cf qz Cf
1-11 194.013 1.659 , 31.852 0.650 739.300
1-10 192.038 1.654 51.701 0.650 39.185
1-9 190.063 1.649 51.549 0.650 39.070
1-8 188.088 1.644 51.395 0.650 38.953
1-7 186.113 1.639 51.240 0.650 38.836
1-6 184.138 1.634 51.084 0.650 38.718
1-5 182.163 1.629 50.927 0.650 38.599
1-4 180.188 1,624 50.769 0.650 38.479
1-3 178.213 1.619 50.609 0.650 38.358
1-2 176.238 1.614 50.448 0.650 38.236
1-1 173.417 1.606 50.216 0.650 38.060
2-12 173.417 1.606 50.216 0.650 38.060
2-11 169.600 1.596 49.898 0.650 37.819
2-10 165.633 1.586 49.562 0.650 37.564
2-9 161.667 1.575 49.220 0.650 37.305
2-8 157.700 1.563 48.871 0.650 37,041
2-7 153.733 1.552 48.517 0.650 36.772
2-6 149.767 1.541 48.156 0.650 36.499
2-5 145.800 1.529 47.788 0.650 36.220
2-4 141.833 1.517 47.413 0.650 35.935
2-3 137.867 1.505 47.030 0.650 35.645
2-2 133.900 1.492 46.640 0.650 35.349
2-1 129.583 1.478 46.205 0.650 35.020
3-13 129.583 1.478 46.205 0.650 35.020
3-12 125.363 1.464 45.770 0.650 34.690
3-11 121.588 1.452 45.372 0.650 34.388
3-10 117.823 1.438 44.965 0.650 34,080
3-9 114.038 1.425 44.548 0.650 33.764
3-8 110,263 1.412 44.122 0.650 33,441
3-7 106.488 1.398 43.685 0.650 33.110
3-6 102.713 1.383 43.237 0.650 32.770
3-5 98.938 1.368 42.777 0.650 32.421
3-4 95.163 1.353 42.304 0.650 32.063
3-3 91.388 1.338 41.827 0.650 31.694
3-2 88.104 1.324 41.382 0.650 31.365
3-1 85.313 1.312 41.004 0.650 31.078
4-14 88.104 1.324 41.382 0.650 31.365
4-13 85.313 1.312 41.004 0.650 31.078
4-12 82.121 1,298 40.559 0.650 30.741
4-11 78.529 1.281 40.044 0.650 30.351
4-10 74.938 1,264 39.512 0.650 29.947
4-9 71.346 1.246 38.962 0.650 29,530
4-8 67.754 1.228 38.391 0.650 29.097
4-7 64.163 1.209 37.798 0.650 28.648
4-6 60.571 1.189 37.181 0.650 28.180
4-5 56.979 1.169 36.537 0.650 27.692
4-4 53.388 1.147 35.864 0.650 27.182
4-3 49.796 1.125 35.157 0.650 26.647
4-2 46.375 1.102 34.450 0.650 26.110
4-1 43.125 1.079 33.742 0.650 25.574
5-12 46.375 1.102 34.450 0.650 26.110
5-11 43.125 1.079 33.742 0.650 25.574
5-10 39.425 1.052 32.888 0.650 24.927
5-9 35.275 1.019 31.859 0.650 24.147
5-8 31.125 1.000 31.258 0.650 23.691
5-7 26.975 1.000 31.258 0.650 23,691
5-6 22.825 1.000 31.258 0.650 23.691
5-5 18.675 1.000 31.258 0.650 23.691
5-4 14.525 1.000 31.258 0.650 23.691
5-3 10.375 1.000 32.258 0.650 23.691
5-2 6.225 1.000 31.258 0.650 23,691
5-1 2,075 1.000 31.258 0.650 23,691
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650.
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650
0.650.
Page: $
02/14/2002
9105 AM
Oper
qz
Cf
Customer:
Site:
Type:
MOMENTS, FORCES
seg Elevation
57 195.000
56 193.025
55 191.050
54 189.075
53 187.100
52 185.125
51 183.150
50 181.175
49 179.200
48 177.225
47 175.250
46 171.583
45 167.617
44 163.650
43 159.683
42 155.717
41 151.750
40 147.783
39 143.817
38 139.850
37 135.883
36 131.917
35 127.250
34 123.475
33 119.700
32 115.925
31 112.150
30 108.375
29 104.600
28 100.825
27 97.050
26 93.275
25 89.500
24 86.708
24 86.708
23 83.917
22 80.325
21 76.733
20 73.142
19 69.550
18 65.958
17 62.367
16 58.775
15 55.183
14 51.592
13 48.000
12 44.750
12 44.750
11 41,500
10 37.350
9 33.200
8 29.050
7 24.900
6 20.750
5 16.600
4 12.450
3 8.300
2 4.150
1 0.000
ROHN Industries, Inc.
50819 Site: 1 Cycle: 1' Design: 1 Engineer: mohamed
Cleartalk Wireless
Rhoades
POLE -TPR
Pole: Tapered Steel
AND DEFLECTIONS
Moment
Shear
Axial My Mz Vy
(kips) (ft -k) (ft -k) (kips)
0.367
0.502
0.638
0.776
0.915
1.056
1.199
1.917
2.915
3.090
3.492
4.028
4.960
6.375
6.894
7.421
8.757
9.962
10.571
11.188
11.813
12.806
13,838
14.553
15.27B
16.010
16.753
17.507
16.271
'19.042
19,825
20.618
21.315
22.173
22.173
23.174
24.063
24.962
25.872
26.795
27.728
28.670
29.622
30.585
31.558
32.905
34.625
34.625
36.138
37.450
38.776
40.118
4/.479
42.856
44.249
45.657
47.081
48.524
48.524
0.00 -0.30 0.00
-2.60 -0.30 0.00
-5.49 -0.30 0.00
0.00 -8.97 -1.68
0.00 -12.44 -1.82
0.00 -16.20 -1.95
0.00 -20.26 -2.09
0.00 -24.63 -3.73
0.00 -32.36 -6.07
0.00 -44.91 -6.21
0.00 -57.77 -6.40
0.00 -82.48 -6.66
0.00 -110.44 -8.17
0.00 -144.74 -10.84
0.00 189.54 11.14
0.00 -236.88 -11.44
0.00 -284.97 -13.72
0.00 -342.51 -15.59
0.00 -407.81 -15.92
0.00 -474.54 -16.25
0.00 542.10 .16.60
0.00 -612.32 -16.95
0.00 -69.6.11 -17.29
0.00 -765.38 -17.63
0.00 835.41 17.97
0.00 907.38 18.32
0.00 -981.33 -18.68
0.00 1055.46 19.04
0.00 -1132.18 -19.42
0.00 -1209.70 -19.79
0.00 1288.03 20.18
0.00 1368.38 20.57
0.00 -1450.78 -20.90
0.00 1511.57 21.17
0.00 -1512.17 -21.17
0.00 1573.75 21.48
0.00 1654.90 21.85
0.00 1737.34 22.22
0.00 -1821.66 -22.60
0.00 -1906.68 -22.99
0.00 1992.38 23.37
0.00 2079.97 23.76
0.00 2168.85 24.16
0.00 2259.01 24.55
0.00 2350.44 24.95
0.00 -2443.76 -25.31
0.00 2528.13 25.62
0.00 2528.13 25.62
0.00 -2614.70 -26.01
0.00 2725.38 26.46
0.00 2838.28 26.91
0.00 2952.78 27.37
0.00 3068.90 27.84
0.00 3186.65 28.33
0.00 -3306.66 -28.82
0.00 3427.16 29.33
0.00 3549.96 29.84
0.00 3674.49 30.37
0.00 3674.49 30.37
Vz
(kips)
1.28
1.41
1.55
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0,00
0.00
0,00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Page: 6
02/14/2002
9:05 AM
Design
Torsion Deflection Twist Sway
(ft -k) (in) (deg) (deg)
1.246 / 131.687 0.019 5.655 %
1.246 129.348 0.018 5.654
1.246 127.009 0.017 5.652
0.000 124.671 0.016 5.649
0.000 122.336 0.016 5.644
0.000 120.002 0.015 5.638
0.000 3.17.671 0.014 5.631
0.000 115.343 0.014 5.622
0.000 113.019 0.023 5.612
0.000 110.700 0.012 5.598
0.000 108.387 0.012 5.580
0.000 104.109 0.011 5.556
0.000 99.511 0.010 5.508
0.000 94.957 0.009 5.450
0.000 90.455 0.009 5.379
0.000 86.018 0.008 5.295
0.000 81.656 0.007 5.199
0.000 77.377 0.007 5.093
0.000 73.191 0.006 4.974
0.000 69.109 0.005 4.843
0.000 65.141 0.005 4.702
0.000 61.293 0.005 4.552
0.000 56.895 0.005 4.440
0.000 53,434 .0.004 4.307
0.000 50.081 0.004 4.169
0.000 46.838. 0.004 4.028
0.000 43.707 0.003 3.883
0.000 40.693 0.003 3.736
0.000 37.795 0.003 3.586
0.000 35.018 0.003 3.434
0.000 32.361 0.003 3.280
0.000 29.826 0.002 3.125
0.000 27.415 0.002 2.968
0.000 25.698 0.002 2.898
0.000 25.698 0.002 2.896.
0.000 24.023 0.002 2.827
0.000 21.944 0.002 2.694.
0.000 19.965 0.002 2.561
0.000 18.087 0.002 2.428
0.000 16.309 0.002 2.294
0.000 14.631 0.001 2.161
0.000 23.054 0.001 2.027
0.000 11.577 0.001 1.894
0.000 10.201 0.001 1.760
0.000 8.924 0.001 1.628
0.000 7.748 0.001 1.495
0.000 6.754 0.001 1.421
0.000 6.754 0.001 1.421
0.000 5.811 0.001 1.347
0.000 4.698 0.001 1.208
0.000 3.706 0.001 1.071
0.000 2.833 0.001 0.934
0.000 2.078 0.000 0.798
0.000 1,442 0.000 0.663
0.000 0.922 0.000 0.528
0.000 0.519 0.000 0.395
0.000 0.232 0.000 0.262
0.000 0.059 0.000 0.131
0.000 0.000 0.000 0.000
,
.i
ROHN Industries, Inc.
Customer:
Site:
Type:
50819 Site: 1 Cycle: 1
Cleartalk Wireless
Rhoades
POLE -TPR
Pole: Tapered Steel
ACTUAL AND ALLOWABLE STRESSES
Segment
57
56
55
54
53
52
51
50
49
48
470
471
46
45
44
43
42
41
40
39
38
37
360
36I
35
34
33
32
31
30
29
28
27
26
25
240
251
24
23
22
21
20
19
18
17
16
15
14
13
120
13/
12
11
10
9
8
Elevation
(ft)
195.000
193.025
191.050
189.075
187.100
185.125
183.150
181.175
179.200
177.225
175.250
175.250
171.583
167.617
163.650
159.683
155.717
151.750
147,783
143 .817
139.850
135.883
131.917
131.917
127.250
123.475
119.700
115.925
112.150
108.375
104.600
100.825
97.050
93.275
89.500
86.708
89.500
86.708
83.917
80.325
76.733
73.142
69.550
65.958
62.367
58.775
55.183
51.592
48.000
44.750
48.000
44.750
41.500
37.350
33.200
29.050
Design: 1 Engineer: mohamed
Actual Stresses
Axial
[fa]
(ksi)
0.025
0.033
0.042
0.050
0.058
0.067
0.074
0.117
0.176
0.184
0.205
0.157
0.177
0.212
0.266
0.281
0.295
0.340
0.378
0.392
0.406
0.419
0.445
0.363
0.383
0.395
0.406
0.418
0.429
0.441
0.452
0.463
0.474
0.484
0.492
0.506
0.418
0.430
0.444
0.454
0.463
0.473
0.483
J 0.492
0.502
0.511
0.521
0.530
0.545
0.567
0.476
0.495
0.510
0.520
0.531
0.541
Bending
[fb]
(ksi)
0.000
0.167
0.342
1.071
1.444
1.828
2.223
2.628
3.360
4.540
5.687
4.446
6.042
7.680
9.566
11.922
14.197
16.292
18.699
21.283
23.698
25.929
28.077
23.343
25.280
26.729
28.075
29.366
30.605
31.743
32.857
33.898
34.871
35.813
36.726
37.348
31.812
32.361
32.865
33.504
34.115
34.711
35.270
35.795
36.308
36.800
37.273
37.726
38.170
38.540
33.984
34.305
34.622
34.992
35.352
35.695
Shear Torsion
Cfv] (ft)
(ksi) (ksi)
0.344
0.373
0.402
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0,000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0,000
0.000
0.082
0.080
0.078
0.000
0.000
0.000
0.000
0.000
0.000
0.000
(.1.000
0.000
0.000
0.000
0.000 '
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
Combined
[Ftot]
(ksi.)
0.451
0.654
0.864
1.122
1.502
1.894
2.297
2.745
3.537
4.724
5.892
4.603
6.219
7.892
9.832
12.203
14.491
16.631
19.077
21.675
24.104
26.349
28.522
23.706
25.663
27.123
28.481
29.784
31.035
32.184
33.309
34.361
35.345
36.298
37.219
37.854
32.230
32.790
33.309
33.958
34.579
35.184
35.753
36.287
36.810
37.312
37.793
38.256
38.715
39.106
34.460
34.800
35.132
35.513
35.883
36.236
Allowable
Stress
[Fb]
(ksi)
52.000
52.000
52.000
52.000
52.000
52.000
52.000
52.000
52.000
51.883
51.584
52.000
52.000
52.000
52.000
52.000
52.000
52.000
52.000
52.000
52.000
52.000
52.000
52,000
52.000
52.000
52.000
52.000
52.000
52.000
52.000
52.000
52.000
52.000
52.000
52.000
52.000
52.000
52.000
52.000
52.000
52.000
52.000
52.000
52.000
52.000
52.000
52.000
52.000
52.000
52.000
52.000
52.000
52.000
52 .000
52.000
Actual /
Allowable
[Ftot/Fb]
Ratio
0.0140
0.0160
0.0180
0.0220
0.0290
0.0360
0.0440
0.0530
0.0680
0.0910
0.1140
0.0890
0.1200
0.1520
0.1890
0.2350
0.2790
0.3200
0.3670
0.4170
0.4640
0.5070
0.5490 i
0.4560
0.4940
0.5220
0.5480
0.5730
0.5970
0.6190
0.6410
0.6610
0.6800
0.6980
0.7160
0.7280
0.6200
0.6310
0.6410
0.6530
0.665.0
0.6770
0.6880
0.6980
0.7080
0.7180
0.7270
0.7360
0.7450
0.7520 /
0.6630
0.6690
0.6760
0.6830
0.6900
0.6970
Page: 7
02/1;4/2002
9:05 AM
F± .e : rr
Customer:
Site:
Type:
50819 Site: 1 Cycle: 1
Cleartalk Wireless
Rhoades
POLE -TPR
Pole: Tapered Steel
ROHN Industries, Inc.
Design: 1 Engineer: mohamed
Actual Stresses Allowable Actual /
Axial. Bending Shear Torsion Combined
Elevation [fa] [fb] [fv] [ft] [Ftot}
Segment (ft) (ksi) (ksi) (ksi) {ksi} {ksi}
7 24.900 0.551 36.022 0.000 0.000 36.573
6 20.750 0.561 36.333 0.000 0.000 36.895
5 16.600 0.571 36.638 0.000 0.000 37.209
4 12.450 0.581 36.917 0.000 0.000 37.498
3 8.300 0.591 37.190 0.000 0.000 37.781
2 4.3.50 0.601 37.453 0.000 0.000 38.054
1 0.000 0.593 37.705 0.000 0.000 38.298
Stress Allowable
[Rb] [Ftot/Fb]
(ksi) Ratio
52.000 0.7030
52.000 0.7100
52.000 0.7160
52.000 0.7210
52.000 0.7270
52.000 0.7320
52.000 0.7370
Page: 8
02/14/2002
9:05 AM
ROHN industries, inc.
F3.1e:e. 50819 Site: 1 Cycle: 1 Design: 1 Engineer: Mohamed Page: 9
Customer: Cleasta1k Wireless 02/14/2002
Site: Rhoades 9:05 AM
Type: POLE -TPR
Pole: Tapered Steel
NOTES
LOAD COMBINATIONS
Load Combo Description
Combol0 Dead Load Wind Load no Ice @ 270 deg.
Combo4 Dead Load + wind Load no Ice @ 090 deg.
UNCHECKED APPURTENANCES
1-5/8 in. 1-5/8 in.
Generic
SD Editedsy Description
Date: /Z-3,'-3
Ce c 5
r/t5"ti
Dear Permit Holder,
Garfield County
BUILDING A PLANNING DEPARTMENT
Code Compliance Office
s hatt arfie d- � o
Please refer to your building permit number , issued ' 9- 0 Z--.
A routine review of ou,c open building permits indicates that we have not received a request for an inspection
on this permit since - D
• Please be advised that building permits expire, per Uniform Building Code, section 106.4.4. "Every permit
issued by the building official under the provisions of this code shall expire by limitation and become null
and void if the building or work authorized by such permit is not commenced within 180 days from the date
of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time
after the work has commenced for a period of 180 days. Before such work can be recommenced, a new
permit shall first be obtained to do so, and the fee therefore shall be one half the amount required for a new
permit for such work, provided no changes have been made or will be made in the original plans and
specifications for such work, and provided further that such suspension or abandonment has not exceeded
one year. In order to renew action on a permit after expiration, the permittee shall pay a new full permit fee."
Please contact this office at your very earliest convenience, in writing, to advise us about the status of your
permitted work
If you have not responded within thirty days from the receipt of this notice the permit will be closed
and a permanent notation will be placed in the property records at the County Assessors office that
indicates that the work permitted was not inspected, is not approved and that the building or area may
not be legally occupied.
Thank you for your cooperation.
Sincerely,
3fotiiday
Dave Mead
Building Inspectors
/a4A--44,:ye2A- di 647
108 8th Street, Suite 201, Glenwood Springs, Colorado 81601
COUNTY OF GARFIELD - BUILDING DEPARTMENT
CORRECTION NOTICE
109 8th St. Suite 303 Glenwood Springs, Colorado
Phone 945-8212
oe/qa
Job located at oz -/P 2-33
Permit No. 7
I have this day inspected this structure and these
premises and found the following corrections needed:
-t
&IJk 4,-
ref ea.A_eetf,
You are hereby notified that the above correction must be inspected before
covering.
When correction(s) have been made, call for inspection,
Date
-7-17-o 2- 19
Phone 945-8212
Building Inspector
a
(Noeq uo enuiiuoo)
z
0
m
0
CD
1
o PN
coco
3 CD (D CD CD
.1_-• co 0 0 C) A)
S4 w
m --o-°
O o = o a 0
al
AF] 0 C =,:
N a an
m a^
N
C)
0
3
0
m
m
0
•J
JoT Ei u00
SNOI1.32dSNI
r
m
PJ
3
z
0
•oN poled s,aossessy
2
0
-1
m
$
(NoBq uo anuE uoo)
Ems00 - 00
($%aE]3/0 0
13. 05G g2
5 (0 §
§
=a
_ 13
c
3
e
2
0
@
m
\
0
$
E
z
«
%
\
2
P
'ON {aoaed S,1OSSOSSV
rTNECTN WILL NOT MA UNLESS
THIS s - IS OSTED Oki THE JO
24 HOURS NOTICE REQUIRED ICOR liNSPECTIOrgS
BUILDING PERMIT
ijAF1ELD COUNTY, COLORADO
Date Issued
.... T011ed Area Permit No.
AGREEMENT
In consideration of the issuance of this permit, the applicant hereby agrees to comply with all
laws and regulations related to the zoning, location; construction and erection of the proposed
structure for which this permit is granted, and further agrees that if the above said regulations
are not fully complied with in the zoning, location, erection and construction of the above
described structure, the permit may then be revoked by notice from the County Building
Inspector and IMMEDIATELY BECOME NULL AND_ VOID.
ant.,_ A
Rt. 1
Address or Legal Descriptio
4cw
Setbacks Front Side Side Rear
This Card Must Be Posted So It is Plainly Visible From The Street Until Final Inspection.
INSPECTION RECORD
Underground Plumbing
Rough Plumbing
Chimney & Vent
Gas Piping
" leotrie Rough (By State Inspector)
Framing 719
7‘91-4—
(To include Roof in place and 'Windows
and Doors installed).
Insulation
Drywall
Electric Final (by State Inspector) // -
Final //S -O /974E_,
Septic Final
Notes:
ALL LISTED ITEMS MUST BE INSPECTED AND APPROVED BEFORE COVERING -
WHETHER INTERIOR OR EXTERIOR, ,UNDERGROUND OR ABOVE GROUND.
APPR
Date
3
THIS PERMIT IS NOT TRANSFERABLE
109 8th Street County Courthouse Glenwood Springs, Colorado.
VED00 NOT DESTROY TATS CARD
By
IF PLACED OUTSIDE - OVER WITH CLEAR PLASTIC