2003, 07-28 Permit App: BD03-861 Ham Radio Tower;ity of Spokane Valley
1707 East Sprague Avenue, Suite 106
Dokane Valley, WA 99206
PERMIT #ig
BUILDING PERMIT APPLICATION
PHONE (509)688-0036
FAX # (509)688-0037
Box 1 OWNER 60c.c-. /1 i N JOB LOCATION I `�`���
OWNER'S ADDRES CITY PHONE
DESCRIBE JOB ,-c..d -c, .
404 (,(y.JL
PARTNERSHIP CORP.
-
THIS PROPERTY IS OWNED BY: SINGLE�.L�R1E-
s--)
BOX 2 CONTRACTOR'S NAME
CONTRACTOR'S ADDRESS
PHONE T'772s- zz.
CITY
CONTRACTOR'S REG.# EXPIRATION DATE
(CARD MUST BE PRESENTED AND COPIED OR VERIFIED)
BOX 3 CONTACT PERSON OF PROJECT PHONE
ADDRESS CITY ZIP
BOX 5 ESTIMATED PROJECT COST $ 70.00 EXISTING BLDG. VALUATION $
BOX 6 PROPERTY TAX ACCOUNT NUMBER
LEGAL DESCRIPTION
BOX 7 BUILDING SQUARE FOOTAGE (Existing / proposed) 1ST FLOOR / 2ND FLOOR /
3RD FLOOR / OTHER / BASEMENT FINISHED /
BASEMENT UNFINISHED / DECK / GARAGE /
CARPORT / TOTAL / HEIGHT TO PEAK OF BUILDING FT.
BOX 8 ( ) SINGLE FAMILY ( ) NEW CONSTRUCTION
( ) MULTIFAMILY (NO. OF UNITS ) ( ) EXISTING STRUCTURE
( ) COMMERCIAL / INDUSTRIAL TOTAL AREA OF PROPERTY SQ. FT.
( ) TENANT IMPROVEMENT IMPERVIOUS SURFACE SQ. FT.
I VERIFY UNDER THE PENALTY OF PERJURY THAT THE INFORMATION FURNISHED BY ME IS TRUE AND
CORRECT TO TEST • Y KNOWLED ND FURTHER THAT I AM AUTHORIZED BY THE OWNER OF THE
ABOVE PREMIS S TO PERFO THE W • ' K FOS HICH THE APPLICATION IS MADE.
w
OWNER / AGENT
DATE 7-A5"--03
I hereby authorize the City of Spoke Valley to charge the fee for this permit to my credit card:
Visa Mastercard _ _ _ _ Expiration Date
Print the name of the Holder Signature
1220 N. Marcin St.
Visalia, CA,•USA 93291
V,
®®
T�C1 � , (3
FORMAL STRESS ANALYSIS DOCUMENT
Self -Supporting Crank -Up Tower Structure
Tower Model: TX -455
Phone: (559) 733-2438
Fax: (559) 733-7194
Design Specifications Meeting:
1997 Uniform Building Code (UBC)
Design Wind Speed: 70 mph Basic 50 mph Basic
Ice Loading: None None
Exposure: B B
Importance Factor: 1.00 1.00
Antenna Loading:
Max. Projected Area (at l' above tower):
With round elements 2"o and less
With round elements > 2"o
With Flat elements
With 40% Flat & 60% Round elements
Max. Antenna Weight:
12.3 sq. ft.
15.4 sq. ft.
9.5 sq. ft.
11 sq. ft.
200 lbs.
37.0 sq. ft.
46.3 sq. ft.
28.5 sq. ft.
33 sq. ft.
300 lbs.
Notes:
1. Antenna areas indicated at 50 mph Basic wind speeds are for information only. The loads indicated within
this analysis have been generated using the antenna area associated with 70 mph Basic wind speed
2. Analysis based on allowable stress design as defined by UBC -97 section 1602.
3. Analysis methodology uses fundemental concepts in statics equilibruim. The method of sections is
used for analyzing tower members within the structural system. The results of our methodology has ir ® 1 --
been verified and checked with traditional hand calculations. < LU Z
4. Antenna mast and rotor weight are included in the weight of the top section. 7 N Z
5. Stress ratios are equal to the calculated stress divided by the AISC allowable stress. CO I- 0
6. This tower has been designed only for the antenna loads indicated within these calculations. Any a " Z •
additional loads or differences in design criteria shall be brought to the attention of US Tower Corp. Z Z LU
7. The engineering and design of the antennas are beyond the scope of these calculations. o a F'
O
8. All welds are performed by AWS certified welders utilizing ER70S-6 welding wire under a GMAW W P" O
(spray Arc) welding process. CC `•I CC g.
OOOOoC
9. US Tower Corp. recommends that the installation of this tower and its foundation be performed by a 1 !,.O !,0Professional, licensed Contractor with experience in installing these types of structures.''W++t 0VZ n10. This document is provided only for the use of obtaining builing permits and for tower design purpose D xwPlease refer to the installation drawings for all pertinent notes and details of tower and foundation O° ``®1.
installation. 0 Q cc 6) It
2a0+-4
11. This analysis assumes the tower has been installed to US Tower specifications and is vertically plum CC W -4-, 61
aoE O
10/9/2001 Page 1 of 7 email: sales@ustower.com
1220 N. Marcin St.
Visalia, CA USA 93291
a1
N
co
a)
�CN e
CO 0
tS
co J c
0.
v
0
z
Pipe 1.05" OD x .113 wall
3/8" Solid Rod
0
z
Pipe 1.05" OD x .154 wall
3/8" Solid Rod
a)
CO
co
0
z
Pipe 1.315" OD x .179 wall
7/16" Solid Rod
Dwg. No. A-981069
A
55'
7041,Y/W4 A
TOWER MODEL: TX -455
17'
17'
21'
Elevation View
No Scale
Page 2 of 7
Phone: (559) 733-2438
Fax: (559) 733-7194
2" OD Tube Mast
See Cover Sheet for Max. Antenna
Wind Area @ 1 ft. above Top of Tower
Design Criteria:
Wind: 70 mph Basic Wind Speed
Ice: None
Design Codes:
Structure: UBC -97 Div. III Sections 1615 Thru 1625
Exposure B
Importance = 1.00
Steel: RISC 9th Edition
Concrete: ACI 318-95
Materials:
Steel Tube: ASTM A53 Gr. B or A501
Solid Rod: ASTM A36
Shapes/Plates: ASTM A36
Erection Bolts: ASTM A325 & SAE Gr. 5
Anchor Bolts: ASTM A36
Plan View
No Scale
www.ustower.com
)220 N. Marcin St.
Visalia, cA,ua*eoon1
Tower Section No.
Section Length
Face Width (in)
Top Lap Length (ft)
Bottom Lap Length (ft.)
Lift Cable size (in)
Top Plate depth (in)
Bottom Plate depth (in)
Plate Thickness (in)
Leg properties:
=3 IM:123 ‘2=.
4 5
6
21 21 21
11.47 13.96 16.68
0 4 4
4 4 O
0.25 0.25 0.25
4 4 4
6 6 6
0.25 0.25 0i25
be size, OD (in) 1.05 1.05 1.315
Wall thickness Un\ 0.113 0.154 0179
Pipe/Tube F.(koU 36 36 36
AUn2> 0.333 0.433 0.839
r (in) 0.334 0.321 0.407
LL (in) 15 15 15
0.9 0.9 0.9
KLLL/r 40.46 42.00 33.20
Co
°^L 126.10 136.10 12610
Diagonal Properties:
Rod size (in)
RodF.
Nu.of[�' Diag.s/section
Di .|mclineong|a
r (in)
KrLr (in)
Ccr
Projected Wind Area:
Leg EPA (sq. ft./ft]
Diag.s EPA (sq. ft./ft.)
Anchor Plates (»u.ft/ft.)
Total Section w/o ice
Section Weight:
Legs (lbs.)
Diag.s (lbs.)
Anchor Plates (Ibs.)
Cables & Pulleys (lbs.)
Total Section Wt.
0.375 0.375 0.4375
36 36 36
32 44 44
25 21 16.5
0.110 0.110 0j50
0.094 0.094 0.109
0.8 0.8 0.8
11.50 13.83 16.02
98.11 118.00 117.21
126.10 126.10 126.10
1.95 1.56 2.14
0.12 0\12 0.15
0.032 0.052 0.071
0.038 0.044 0.053
0.184 0.214 0.270
71.2 92.7 136.7
34.5 57.1 90.0
30.4 37.0 44.3
20.4 28.0 40.6
157 215 312
Phone: (559) 733-2438
Fax: (559) 733-7194
Page 3 of 7
1220 N. Marcin St.
Visalia, CA,•USA 93291
7/.
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Neerza-ezerzacel.
'edf
///
-I' 0 w LJR%
Tower Loading Calculations:
Code: UBC - 97
Design Wind Speed: 70 mph Antenna Area: 12.3 ft2 (Factored Area)
Importance Factor: 1 Antenna Weight: 200 lbs. (max. w/ice)
Ice Loading: 0 in Cable Size: 0.375 (in)
Structure Height: 55 ft. No. of Cables: 1'
100% Design Wind force without ice
Phone: (559) 733-248
Fax: (559) 733-7194
Section Total
Tower Section Projected Mid -Height Cq Ce go Base Shear Shear Moment
Section Length (ft.) Area (ft.2) of Section (lbs.) (lbs.) (ft. - lbs.)
Antenna 1 12.3 56 1 0.9 12.54 139 139 139
Mast & Rot. 1 0.670 55.5 1 0.9 12.54 7.56 146.43 143
4 17 3.132 46.5 3.2 0.87 12.54 119 265 3,644
Lap 4 & 5 4 1.591 36 3.2 0.81 12.54 55 320 4,815
5 13 2.776 27.5 3.2 0.75 12.54 90 410 9,561
Lap 5&6 4 1.933 19 3.2 0.66 12.54 54 464 11,309
6 17 4.587 8.5 3.2 0.62 12.54 121 585 20,221
Notes:
1. Antenna weight includes the weight of the antenna, rotor (if top mounted), and antenna mounting pipe.
2. The projected area includes the mast tube, lifting cable, and feedline cable(s) for each section
TX-455-70mph_ExpB.xls
Page 4 of 7 www.ustower.com
'1220 N. Marcin St.
Visalia, CA,•USA 93291
Analysis of Tower Sections
Tower Section:
Shear (Ib):
Moment (ft -Ib):
Panel Height (in):
Lap length (ft):
W2Z11 222221 NiZiZ2M2=1,
•;//'
IEVW/lEOR
4 5 6
265 410 585
3,644 9,561 20,221
15 15 15
4 4 0
Lift Cable Analysis:
No. of Lift Cables 1 1 1
Pulley Frm Force (lbs) 713 1,499
Lift Cable Force (lbs) 357 928
Leg Analysis:
Dia. (in):
Wall Thk. (in):
Compr. load (kips):
Allow FaAL (kips):
Leg F.S.:
1.05 1.05 1.315
0.113 0.154 0.179
4,521 9,800 16,798
8,493 10,996 16,786
0.53 0.89 1.00
Diagonal Analysis:
Rod Size (in): 0.375 0.375 0.4375
Calc'd Load (lbs): 169 254 352
Allow. Load (lbs): 1,946 1,556 2,140
Diagonal F.S.: 0.09 0.16 0.16
Calc'd Load (lbs): 0.125 0.125 0.1875
Weld L (in.): 0.75 0.75 1
Calc'd weld load (#/in): 225 338 352
Allow. weld 'F' (Ib/in): 2,475 2,475 3,712
Diagonal Weld F.S.: 0.09
0.14 0.09
Phone: (559) 733-2438
Fax: (559) 733-7194
Diagonal Analysis - Lap Area (Note: Allowable loads based on reduction in unbraced member length)
Lap Tower Sections
Lap shear (lbs):
Rod Size (in):
Calc'd Load (lbs):
Allow. Load (lbs):
Diagonal F.S.:
Weld size (in):
Weld L (in):
Calc'd weld load (#/in):
Allow. weld 'F' (lb/in):
Diagonal Weld F.S.:
TX-455-70mph_ExpB.xls
4&5 5 & 6
1,176 2,800
0.375 0.375
452 1,063
2,548 2,361
0.18 0.45
0.125 0.125
0.75 0.75
500 1,155
2,475 2,475
0.20 0.47
Page 5 of 7 www.ustower.com
'1220 N. Marcin St.
Visalia, CA,•USA 93291
Tower -to -Anchor Bolt Interface
Base Reactions:
Overturning Moment (ft -lbs)
Base Shear (lbs)
Base Weight (lbs)
Max. Compr. Force (lbs)
Max. Tensile Force (lbs)
Base Leg Tab Plate Analysis:
Plate Width (in)
Plate Height (in)
Plate Thickness (in)
Bolt diameter (in)
No. of Bolts
Ctr of Bolts to leg (in)
Bolt Spacing (in)
Weld Size (in)
Weld Sx (in3)
Weld Area (in2)
Interface Tab Plate Analysis:
Plate Width (in)
Plate Height (in)
Plate Thickness (in)
Bolt eccentricity (in)
Shear eccentricity (in)
Dist. of first bolt to B.P. (in)
20,221
585
883
17,093
16,504
ft. -lbs.
lbs.
lbs.
lbs.
lbs.
j
i.
•moi//off%%//�
/u/wjEfri
Base Leg OD
2.5 Plate Moment (in -lbs)
7 Plate Shear (lbs)
3/8 Plate Stress (psi)
Force per Bolt (lbs)
AIIow. Bolt Shear (Ib)
AIIow. Bolt Brg. (Ib) -
3/4
3
1.25
2
3/16
2.17
1.86
3 1/2
7 3/4
3/8
0.5
4.5
2.5
Combined Stress Ratio Per
Combined Stress Ratio Per
Weld Size (in)
Weld Sx (in3)
Weld Area (in2)
Interface Base Plate Analysis:
Top Plate:
3 1/2
5
3/8
Plate Width (in):
Plate Length (in):
Plate Thickness (in):
0.3125
0.90
1.55
Weld Moment (in -lbs)
Weld Shear (in)
Weld Stress (psi)
Kx
rx_x (in)
L (in)
KxL/rx-x
A (in`)
b/t
Fe' (psi)
AISC eq. (H1-1)
AISC eq. (H1-2)
1.2
0.11
2.50
27.71
1.31
9.33
194,442
1.00
0.84
Combined Stress Ratio:
Bottom Plate:
3 1/2
5
1/2
Stress Ratio:
1.315 in
Phone: (559) 733-2438
Fax: (559) 733-7194
32,604 (Bending about strong axis)
17,093
17,158 Plate Stress Ratio: 0.63
9,945
12,017 Shear Stress Ratio: 0.83
16,200 Brg. Stress Ratio: 0.61
32,604
17,093
17,652
Weld Stress Ratio: 0.63
Shear (lbs) 195
Axial Compression (lbs) 17,093
Moment (in -lbs) 9,424
fa (psi) 13,023
fb (psi) 12,308
Fa (psi) 20,100
Fb (psi) 31,680
<=== Governs - OK
0.75 < 1.00 (OK)
Moment arm (in):
Moment (in -lbs):
Sx (in3):
0.90 < 1.00 (OK)
TX-455-70mph_ExpB.xls Sheet 6 of 7
1.25
10,683
0.328
www.ustower.com
•
41220 N. Marcin St.
Visalia, CA, -USA 93291
Anchor Bolt Design: Anchor Bolt Embedment:
Material: A36 Steel
Anchor Dia. (in): 1
Rod Area (in2): 0.785
Fy (psi): 36000
Allow. Tension (lbs): 22,619
Phone: (559) 733-2438
Fax: (559) 733-7194
Anchor Embedment (in): 22
Conc. fc(psi): 2500
Pullout Capacity (lbs): 258,490 (OK)
USE: 1 in x 27 in long
Calc'd Tension (lbs): 16,504 (OK) A36 Anchor Bolts (or equivalent)
Foundation Design:
Ref. UBC -97 Section 1806 - Nonconstrained condition (1806.8.2.1)
Moment: 20,221 ft. - lbs.
Shear: 585 lbs.
Allowable Lateral Soil Brg. (psf/ft): 266.67
Ftg. Width: 5 ft. (square) S1 (ft): 533.34
Ftg. Depth: 6.0 ft. h (ft): 35.1
Ftg. Proj.: 6 in. above grade A: 0.51
Minimum Depth Required by UBC:
Lo = 4.7 ft. minimum USE: 5 ft. square x 6 ft. deep Footing
Reinforcement Design:
Factored Moment: 34,873 ft. - lbs. Fy(reinforcement): 60 ksi
Bar Size: 9 fc (concrete): 2.5 ksi
AS/bar: 0.99 in2
No. of Vert. Bars: 8 Min. Temp/Shrink. As req'd: 6.48 in2
d: 40.75 As provided : 7.95 in2
Nominal Moment: 181,232 ft. - lbs. (OK)
L
Anchor Bolts
Vertical
Bars
#4 Ties
12" c -c
USE: 8 - No. 9 A615 Gr. 60 vertical bars
with 36" square ties at 12" c -c spacing
Note: Ref. Foundation drawing for complete details for installing footing.
TX -455-70m ph_ExpB.xls
Page 7 of 7 www.ustower.com
vertical bars
0 8 - #4 ties
2 @ Top
Center of Footing
Center of Tower
5'
5'
Plan View
No Scale
Ire•••••'•
0 8 - #9
vertical bars
0 8 - #4 ties
2 @ top
5' Sqr.
6" AB Proj.
Elevation View
No Scale
8" Max.
VIONNWio,
Undisturbed
Soil
A
6'
•
Foundation has been designed to
accommodate the following loads:
Overturning Moment = 22.0 ft.- kips
Base Shear = 0.77 kips
Structure Weight = 0.90 kips
Concrete volume is estimated at 6.0 yds.
24 1/16
22 9/16"
--oc 21 3/16"
Anchor Bolt Detail
No Scale
Hex Nut
Base Plate
3 - 1" x 27"
Anchor Bolts
Anchor Bott
Strike threads after tightening
Hex nut to avoid loosening
Grout beneath
base plate after
tower is installed
6" AB Proj.
2" Nom.
Leveling Nut
Grouting Detail
Extreme care should be taken to
assure that all leveling nuts are
level with respect to each other
prior to installation of tower
Note: If leveling nuts used, grout not required,
and reduce AB projection to 4".
Reinforcement Material List
Sym
Type
Bar
Size
Bar
Spacing
Dimensions
Qty
Weight
(lbs.)
a
b
c
10db
(j)
A
#9
See Plan
6' - 0"
--
-
---
8
163 lbs.
(2)
B
#4 '
12"
3' - 0"
3' - 0"
2"
5"
8
69 lbs.
Type A
Total Steel Weight for Complete Foundation Installation
232 lbs.
A
Ft% size was 3W sq. z 6W
p.
21 Dec 00
REV. NO.
DESCRIPTION OF REVISION
BY
ClikD BY
DATE
UNLESS OTHERWISE SPECIFIED:
ALL DIMENSIONS IN INCHES.
TOLERANCES:
+1-1116" ON ALL FRACTIONAL DIMENSIONS
+1-1/2 DEG. ON ALL ANGLE DIMENSIONS
• , •
US TOWER CORPORATION
1220 MARCIN STREET
VISALIA CALIFORNIA93291
PHONE 559-733-2438
FAX 559-733-7194
SCALE
None
APPROVED
REV. NO. A
DATE
CHKD. BY
Us
DATE
26 Sep 00
DRAWING TITLE
Installation of Pier Footing
TX -455 Crank -Up Tower
DRAWN. BY
AM
DATE
26 Sep 00
DRAWING NO.
A-200058
, t.
FOUNDATION NOTES - GENERAL
1. US Tower Corporation highly recommends the customer obtain a Professonal, licensed, and insured
Contractor for installing this tower foundation
2. The contractor is responsible for checking the area for underground facilities prior to excavating any
soil material.
3. U.S. Tower Corporation or their Engineers accept no responsibility for field inspection during
construction nor for the method of construction. This foundation may be inadequate if the ground water
table rises into, and influences the strength of the surrounding soil.
4. Contractor shall use and provide deformed reinforcing bars conforming to ASTM A615 Gr. 60 (60,000
psi min. yield). Contractor shall use steel wire to tie reinforcing bars together. No welding shall be
permitted on A615 reinforcing bars. If welding is preferred to hold the reinforcment cage together,
ASTM A706 Gr. 60 deformed reinforcing bars shall be used.
5. Contractor is responsible for correct placement of anchor bolts. Anchor bolts must be plumb and
shall be held with the projection as indicated (proj. tol. ± 1/2" max.).
6. Contractor shall use and provide concrete with a minimum compressive strength of 3,000 psi @ 28
days. Maximum concrete slump shall not exceed 6". Contractor to reference ACI "Building Code
Requirements for Reinforced Concrete", ACI 318 latest edition for detailed concrete requirements.
7. Contractor shall place concrete against unconditioned soil to the depth indicated, and shall form
above grade portion of foundation. Footing shall be a continous pour such that cold joints will not
develop. The contractor is responsible for verifying adequate concrete coverage around reinforcement
cage to avoid the potential for rebar corrosion.
8. The top of the footing shall be troweled level and smooth. Broom brushed surface texture permitted
where preferred.
9. Actual footing dimensions may be slightly larger due to excavation methods and soil conditions.
Rebar Bending & Lap
Splice Requirements
AG 318-89
Ppplicab e only to ASTM P615 Gr. 60 Rebar
& 3000 psi Concrete strength
Rebar
Wt./ft.
Std.
Stirrup
Vert. &
Top
Size
Bend
Bend
Bottom
Horiz.
(lbs/ft)
Diam.
Diam.
Horiz.
Lap
Lap
Splice
Splice
#4
0.67
3"
.. 2"
1' - 10"
2' - 5"
#5
1.04
33/4"
2 1/2"
2'-3"
3'-0"
#6
1.50
4 1/2"
4 1/2"
2' - 8"
3' - 6"
#7
2.04
5 1/4"
5 1/4"
3' - 2"
4' - 2"
#8
2.67
6"
6"
3' - 7"
4' - 8"
#9
3.40
9 1/2"
—
4' -1"
5' -4"
#10
4.30
10 3/4"
—
6' - 1"
7' - 10"
#11
5.31
12"
—
7' - 5"
9' - 8"
For 2,500 psi concrete increase lap lengths by 10%
For 2,000 psi concrete increase lap lengths by 25%
THIS DOCUMENT CONTAINS PROPRIETARY
INFORMATION, AND SHALL NOT BE Uri 7
OR REPRODUCED OR ITS CONTENTS
DISCLOSED, IN WHOLE OR IN PART,
WITHOUT THE PRIOR WRITTEN CONSENT
OF US TOWER CORPORATION.
B
Added note 9.
AM
11 Nov 00
A
Added weldable rebar spec.
AM
25 Sep 00
REV. NO.
DESCRIPTION OF REVISION
UNLESS OTHERWISE SPECIFIED:
ALL DIMENSIONS IN INCHES.
TOLERANCES:
+1.1/16" ON ALL FRACTIONAL DIMENSIONS
+/-1/2 DEG. ON ALL ANGLE DIMENSIONS
US TOWER CORPORATION
1220 MARCIN STREET
VISALIA CAUFORNIA93291
PHONE 559-733-2438
FAX 559-733-7194
BY
CHID BY
SCALE
None
DATE
REV. NO. B
APPROVED
DATE
CHID. BY
US
DRAWING TITLE
General Notes for
Crank -Up Towers
DRAWN. BY
AM
DATE
5 Oct 99
DATE
2 Oct 99
DRAWING NO.
A.991009