HomeMy WebLinkAboutCBPR-8-11-12051 Engineers Design Comments.tif t
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PO Box 66
Unionville Center, OH 43077
June 28, 2011
American Tower
Attn: Julia Schnell
Re: Proposed 175 -ft Monopole (Fut. 195 -ft)
{ Located in Catawba Co., NC: Site #274746 - City of Hickory
DaVinci Job # 11235 -1405 / TAPP TP -9803
Dear Ms. Schnell:
We understand that there may be some concern on the part of local building officials regarding the potential
for failure of the proposed communication monopole. Communication structures are designed in
accordance with the Telecommunications Industry Association TIA/EIA- 222 -F, "Structural Standards for
Steel Antenna Towers and Antenna Supporting Structures ".
We have designed this monopole to withstand a basic wind speed of 75 mph as recommended by TIA/EIA-
222-F for Catawba County. The design also conforms to the requirements of the 2003 International
Building Code.
This monopole has been intentionally designed to accommodate a theoretical fall radius. The upper 101' of
the pole has been designed to meet the wind loads of the design, however, the lower portion of the pole has
been designed with a minimum 14% extra capacity. Assuming the pole has been fabricated according to
our design and well maintained, in the event of a failure due to extreme wind and a comparable
appurtenance antenna loads (winds in excess of the design wind load), it would yield at the 94' elevation,
resulting in a maximum 101 fall radius. Please note, prior to extension, the pole is not subject to collapse
as a result of natural structural loads (wind, seismic, etc.).
DaVinci Engineering has designed the structure with all of the applicable factors as required by the code.
Communication poles are safe structures with a long history of reliable operation.
We hope this review of the monopole design has given you a greater degree of comfort regarding the
design capacity inherent in pole structures. If you have any additional questions please call me at 614 -937-
4922.
Sincerely,
DAVINCI ENGINEERING, INC.
` ���rrurur rq
SEAL
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Michael F. Plahovinsak, P.E. • ��'
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"7141%inj CriatiVit� into Jetatity"
www.davinci- enOneerine com
PO Box 1966 PO Box 66,110 W. Main St. 1
Santa Maria, CA 93456 Unionville Center, OH 43077
(805)922-5221 (614)9374922
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va,Vtfi� DESIGN SPECIFICATIONS:
�+�c9ivi 1viC. DESIGNED ACCORDING TOJIA /EIA -222 -F 1996
PO Box 66, Unionville Center, OH 43077 COMPLIES WITH:2009 NORTH CAROLINA BUILDING CODE
%A PH: 614 - 937 - 4922 / FX: 614 - 413 - 2887
a Wind Speed Load Cases: (According to the TIA /EIA -222 -F 1996)
's 5� LOAD CASE 1: 75 MPH DESIGN WIND SPEED
! U ransG,1m������ LOAD CASE 2: 65 MPH WIND SPEED + 1/2"
Power Pr ADIAL ICE
I ® I guy Inc. Ine. [A"
"a rw i.e. LOAD CASE 3: 50 MPH OPERATIONAL WIND SPEED
- $ " pt° '' Tex 770N Pole Steel Specifications:
PH: 281-444 -8277 FX: 281- 444 -7270 POLE SHAFT SHAPE: 18 -Sided Tapered Pol on
ti POLE SHAFT TAPER: 0.20513 inches ft.
POLE SHAFT STEEL: ASTM A572 GR. 65 (F = 65 KSI)
_ BASE PLATE STEEL: M A
195'_0" TOP POLE ti s Y� K I
3 - �'uf�iJ' 3/16' PLATE x 20.00' LONG ANCHOR RODS: 2 1/4 0 2.25 in. A615 GR. 75 X 7'
-0 LONG
1 (EST Wr = 966 LBS.)
g ry Monopole Base Reactions: (Base Reactions For Foundation Design)
(2) 1.25" X 35 "0 (50 KSQ MOMENT: 5200 ft-kips
_ W/ (12) 3/4 "0 A325 BOLTS SHEAR: 36.0 kips
{
ON A 31" B.C. (I.D. = 24 ") AXIAL: 55.0 kips
i
_ Pole Shaft Sections Dimensions:
SECTION WALL THK. SPLICE LENGT TOP DIA BOT. DIA.
LENGTH FT INCHES FT INCHES INCHES
E1.2 20.00 0.1875 0.00 22.000 26.103
1/4" PLATE x 50.00' LONG ° 50.00 0.2500 5.00 26.103 36.359
(EST WT = 4182 LBS.) m 42.00 0.3125 6.00 34.833 43.449
51.00 0.4375 7.25 41.593 52.054
50.25 0.4375 0.00 49.692 1 60.000
SPLICE LENGTH 75 MPH WIND SPEED 50 MPH
10X) ELEVATION DEFLECTION ROTATION WIND SPEED
DEFLECTION ROTATION
t �s' -o• 195' -0" 1 161.2" 1 7.9' 1 72.0" 3.5'
- r Appurtenance List:
lev. FT) E ui ment Description:
5/16" PLATE x 42.00' LONG TOP LIGHTNING ROD OPTIONAL
(EST WT - 5504 LBS.) 195.0 (12) PANEL ANTENNAS (105 FT2 / 1800 LBS)
195.0 T -ARM MOUNTS
185.0 (12) PANEL ANTENNAS (105 FT2 / 1800 LBS)
SPLICE LENGTH = 185.0 T -ARM MOUNTS
6' -0' (t 1076) 175 0 (12) PANEL ANTENNAS (105 FT2 / 1800 LBS)
as' -n• 175.0 T -ARM MOUNTS
165.0 (12) PANEL ANTENNAS (105 FT2 / 1800 LBS)
165.0 T -ARM MOUNTS
7/16" PLATE x 51.00' LONG
(EST WT = 11178 LBS.)
SPLICE LENGTH =
-1 7' -3' (t 10%)
43' -0"
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oFESSj 1,
7/16' ti.
7/16' PLATE x 50.25' LONG
(EST Wr = 12918 LBS.) - SEAL =
032804 r
BASE PLATE: 0
2 1/2' THICK PLATE X 73.50' (ROUND) C O`
W /(20) 2 1/4" ANCHORS ON A 67.50' BOLT CIRCLE.
MIN. 8' -0' EMBEDMENT INTO CONCRETE.
AM A `
„� ��'1..t8.d
OCopyright 2011 bv DoMnei En ineen Inc. All Ri ht Reserved
POLE: 175 -FT POLE g FT DATE:6728/11
OWNER: AMERICAN T I
SITE NAME: CITY OF SITE :274746 POLE ELEVATION LOCATION: CATAWBA CLIENT: TAPP SCALE: NT5 DESIGN : TP -9803 R� REV. DATE:
NOTES: ANTENNA COAX INSIDE POLE SHAFT REV. COMMENT: STEP BOLTS TO FULL HEIGHT LAT NG: 35'46 31 POLE DESIGNED FOR MAX 101' FALL RADIUS
DAVINCI JOB #: 1 1 23 PAGE OF 1
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RISA Tower Job Page
175 -ft Pole (Fut. 195 -ft) - DaVinci #11235 -1405 1 of 5
Da Vinci Engineering, Inc. Project
Date
P.O. Box 66 274746, City of Hickory 09:24:36 06/28/11
Unionville Center.OH43077 Client
Phone: 614- 937 -4922 Designed by
Far TAPP (TP -9803)
Mike P
:a
Tower In ut Data
i There is a pole section.
This tower is designed using the TIA/EIA -222 -F standard.
The following design criteria apply:
Tower is located in Catawba County, North Carolina.
Basic wind speed of 75 mph.
Nominal ice thickness of 0.5000 in.
Ice density of 56 pcf.
A wind speed of 65 mph is used in combination with ice.
Temperature drop of 50 °F.
Deflections calculated using a wind speed of 50 mph.
A non - linear (P- delta) analysis was used.
Pressures are calculated at each section.
Stress ratio used in pole design is 1.333.
Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered.
Tapered Pole Section Geomet
Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade
Length Length of Diameter Diameter Thickness Radius
.R J? Sides in in in in
LI 195.00-175.00 20.00 0.00 18 -- 22 - 00 - 10 -- 2 - 11 - 01 - 0 -- 0 1 0.7500 A572 -65
L2 175.00- 125.00 50.00 5,00 (65 ksi)
18 26.1000 36.3600 0.2500 1.0000 A572 -65
L3 125.00 -88.00 42.00 6.00 18 34.8340 43.4500 0.3125 1.2500 A572 -65
L4 88.0043.00 51.00 7.25 18 41.5941 52.0500 0.4375 1.7500 A572 -65
L5 43.00 -0.00 50.25 18 49.6886 60.0000 0.4375 1.7500 A572 -65
(65 ksi)
Ta ered Pole Pro erties
Section Tip Dia Area I r C I/C J /U
W w/t
in in,? in in in in in i
LI 22.3394 12.9812 780.3007 7.7434 11.1760 69.8193 1561.6281 6.4918 3.5420 18.891
26.5026 15.4212 1308.1983 9.1989 13.2588 98.6664 2618.1180 7.7121 4.2636 22.739
L2 26.5026 20.5120 1731.6736 9.1768 13.2588 130.6056 3465.6257 10.2579 4.1536 16.614
36.9209 28.6533 4720.2701 12.8190 18.4709 255.5520 9446.7512 14.3294 5.9594 23.837
L3 36.4129 34.2410 5155.4119 12.2551 17.6957 291.3374 10317.6074 17.1238 5.5808 17.859
44.1203 42.7870 10059.1043 15.3138 22.0726 455.7281 20131.4446 21.3976 7.0972 22.711
L4 43.4849 57.1511 12230.4451 14.6106 21.1298 578.8238 24476.9833 28.5810 6.5506 14.973
52.8530 71.6704 24120.5451 18.3224 26.4414 912.2265 48272.8286 35.8420 8.3908 19.179
L5 51.9658 68.3913 20959.0201 17.4842 25.2418 830.3291 41945.6187 34.2022 7.9752 18.229
60.9256 82.7100 37071.5875 21.1447 30.4800 1216.2594 74191.9547 41.3628 9.7900 22.377
} RISATower Job Page
175 -ft Pole (Fut. 195 -ft) - DaVinci #11235 -1405 2 of 5
Da Vinci Engineering, Inc. Project Date
P.O. Box 66 274746, City of Hickory 09:24:36 06/28/11
Unionville Center, OH 43077 Client
Phone: 614 - 937 -4922 TAPP (TP -9803) Designed by
FAX Mike P
'i
Feed Line /Linear Appurtenances - Entered As Area
3
Description Face Allow Component Placement Total
C,A,a Wei ht
i or Shield Type Number g
Leg JT It'(I! Pl
1 5/8" C No Inside Pole 195.0 0.0 18 No Ice 0.0
0.92
f
1 518" C No Inside Pole 185.0 - 0.0 18 o Ice 0.92
! 0.92
15/8" C No Inside Pole 175.0 - 0.0 18 o Ice 0.00 0 92
0.92
1 5/8" C No Inside Pole 165.0 - 0.0 18 o Ice 0.00 0 92
0.92
1/2" Ice 0.00 0
Discrete Tower Loads
Description Face Offset Offsets: Azimuth Placement
C
or T C444 CAA Weight
YPe Hor_ Adjustment Front Side
Leg Lateral
Vert
ft 0 ft ft, f , K
ft
(12) Panel w/ mounting (105 C None 0.000 195.0 No Ice 105.0
112 / 18 105.0 1.80
(12) Panel 0 1nti 1/2" Ice 125.0 125.0 2.34
1 mounting (105 C None 0.000 185.0 No Ice 105.0 105.00 1.80
R2 / 180 Ins)
(12) Panel 1/2" Ice 125.0 125.0 2.34
1 mounting (105 C None 0.000 175.0 No Ice 105.0 105.00 1.80
ft2 / 180 Ibs) 1/2" Ice 125.0 125.0 2.34
(12) Panel w/ mounting (105 C None 0.000 165.0 No Ice 105.0 105.00 1 80
112 / I80 lbs)
1/2" Ice 125.0 125.0 2.34
Load Combinations
Comb. Description
No.
I Dead Only
2 Dead +Wind 0 deg - No Ice
3 Dead +Wind 90 deg - No Ice
4 Dead +Wind 180 deg - No Ice
5 Dead +lce+Temp
6 Dead +Wind 0 deg +Ice+Temp
7 Dead +Wind 90 deg +lce+Temp
8 Dead +Wind 180 deg +lce+Temp
9 Dead +Wind 0 deg - Service
10 Dead +Wind 90 deg - Service
I I Dead +Wind 180 d - Service
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k RISA Tower J ob Page
175 -ft Pole (Fut. 195 -ft) - DaVinci #11235 -1405 3 of 5
DaHnci Engineering, Inc. Project Date
P.O. Box 66 274746, City of Hickory 09:24:36 06/28/11
Unionville Center, OH 43077 Client
Phone: 614- 937 -4922 TAPP (TP -9803) Designed by
FAX Mike P
Maximum Member Forces
Section Elevation Component Condition Gov. Force tilafor Axis Minor Axis
No. jt Type Load Moment Moment
Comb. K ki -
L 1 195 - 175 Pole Max Tension 9 0.00 00 - ktP _�1__-
-0.00
Max. Compression 5 -6.45 0.00 0.00
Max. Mx 3 -3.76 - 144.75 0,00
Max. My 2 -3.76 0.00 144.75
Max. Vy 3 10.05 - 144.75 0.00
Max. Vx 2 -10.05 0.00 144.75
L2 175-125 Pole Max Tension 1 0.00 0,00
0.00
Max. Compression 5 -18.53 0.00 0.00
Max. Mx 3 -13.21 - 1010.74 0.00
Max. My 2 -13.21 0.00 1010.74
Max. Vy 3 21.77 - 1010.74 0.00
Max. Vx 2 -21.77 0.00 1010.74
L3 125-88 Pole Max Tension 1 0.00 0.00
0.00
Max. Compression 5 -26.89 0.00 0.00
Max. Mx 3 -21.27 - 1841.88 0.00
Max. My 2 -21.27 0.00 1841.88
Max. Vy 3 24.34 - 1841.88 0.00
Max. Vx 2 -24.34 0.00 1841.88
L4 88-43 Pole Max Tension 1 0.00 0.00 0.00
Max. Compression 5 -41.34 0.00 0
Max. Mx 3 -35.06 - 2976.71 0.00
Max. My 2 -35.06 0.00 2976.71
Max. Vy 3 27.41 - 2976.71 0.00
Max. Vx 2 -27.41 0.00 2976.71
L5 43-0 Pole Max Tension 1 0.00 0.00
0.00
Max. Compression 5 -61.05 0.00 0.00
Max. Mx 3 -53.85 - 4424.60 0.00
Max. My 2 -53.85 0.00 4424.60
Max. Vy 3 30.07 - 4424.60 0.00
Max. Vx 2 -30.07 0.00 4424.60
Maximum Tower Deflections - Service Wind
Section Elevation Hor:. Gov. Tilt Twist
No. Deflection Load
n in Comb
L I 195-175 72.021 I 0 3.5297 0
L2 175- 125 57.428 10 3.3948 0,0000
L3 130-88 29.585 10 2.3727 0.0000
L4 94-43 14.752 10 1.5111 0.0000
L5 50.25-0 4.198 10 0.7651 0
Critical Deflections and Radius of Curvature - Service Wind
Elevation Appurtenance Gov. Deflection Tilt Twist
Radius of
Load
Comb in o Curvature
195.00 02) Panel w/ mounting (105 ft2 / 10 72.021 3.5297 00p0
,0
1800 Ibs) 15728
185.00 02) Panel w/ mounting (105 ft2 / 10 64.648 3.4817 0.0000 7863 l
1800 lbs)
175.00 0 2) Panel w/ mounting (105 ft2 / 10 57.428 3.3948 0.0000
4029
a
RISA Tower Job Page
175 -ft Pole (Fut. 195 -ft) - DaVinci #11235 -1405 4 of 5
Da Vinci Engineering, I Project Date
P.O. Box 66 274746, City of Hickory 09:24:36 06/28/11
Unionville Center, OH43077 Client
Phone: 614- 937 -4922 TAPP (TP -9803) Designed by
FAX Mike P
u
a
i Elevation Appurtenance Gov. Deflection Tilt
Twist Radius of
Load
i Comb ip Curvature
o
1800 Ibs)
165.00 02) Panel w/ mounting (105 ft2 / 10 50.500 3.2399
1800 lbs) 0 0 � 3256
Maximum Tower Deflections -Desi n Wind
Section Elevation Horz. Gov. Tilt
No. Deflection Load Twist
✓ in Comb o o
L I 195 175 161.207 3 7.9052 0.0000
L2 175- 125 128.604 3 7.6040 0.0000
L3 130-88 66.332 3 5.3191 0.0000
L4 94-43 33.098 3 3.3899
L5 50.25-0 0.0000
9.424 3 1.7174 0.0000
Critical Deflections and Radius of Curvature - Design Wind
Elevation Appurtenance Gov. Deflection Tilt
Twist Radius of
Load
n Comb i o o Curvature
19500 (12) Panel w/ mounting (105 ft2 / 3 161.207 7.9052 0.0000 J?
1800lbs) 7259
185.00 (12) Panel w/ mounting (105 ft2 / 3 144.736 7.7981 0.0000
1800lbs) 3628
175.00 02) Panel w/ mounting (105 112 / 3 128.604 7.6040 0.000b
1800lbs) 1856
165.00 0 2) Panel w/ mounting (105 ft2 / 3 113.119 7.2579 0.0000
18001bs) 1494
Pole Design Data
Section Elevation Size L L. Kl /r F A
No. Actual Allow. Ratio
/ P Po P
./ ./ ksi in' K K P
L I 195-175(l) TP26.1 x22x0.1875 20.00 0.00 0.0 39.000 15.4 212 - 3.76 601.43 0.006
L2 175-125(2) TP36.36x26. I x0.25 50.00 0.00 0.0 39.000 27.8392 13.21 1085.73 0.012
L3 125-88(3) TP43.4504.8340.3125 42.00 0.00 0.0 39.000 41.5662 21.27 1621.08 0.013
L4 88-43(4) TP52.OSx41.5941x0A375 51.00 0.00 0.0 39.000 69.6064 -35.06 2714.65 0.013
L5 43-0(5) TP60x49.6886x0.4375 50.25 0.00 0.0 39.000 80.7753 -51.82 3150.24 0.016
s
Pole Bendin Desi n Data
Section Elevation
Size Actual Actual Allow. Ratio Actual Actual Allow. Ratio
No. Actual
fb. Fb. fb. Mr jbr Fbr f b,
kip-ft ksi ksl Fr. kip-ft ksi ksi F
L I 195-175(l) TP26.1 x22x0.1875 144.75 17.605 39.000 0.451 0.00 0.000 39.000 0.000
L2 175-125(2) TP36.36x26. I x0.25 1010.74 50.288 39.000 1.289 0.00 0.000
L3 125-88(3) TP43.45x34.834x0.3125 39 0 0 �
1841.88 51.401 39.000 1.318 0.00 0.000 39.000 0.000
LA 88-43(4) TP52.05x41.5941 x0.4375 2976.71 41.525 39.000 1.065 0.00 0.000 39.000 0.000
L5 43-0(5) TP60x49.6886x0.4375 4221.78 43.680 39.000 1.120 0.00 0.000 39.000 0.000
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RISA Tower Job Page
175 -ft Pole (Fut. 195 -ft) - DaVinci #11235 -1405 5 of 5
Da Vinci Engineering, inc. Project
Date
P.O. Box 66 274746, City of Hickory 09:24:36 06/28/11
Uniorrv;lle Center, OH 43077 Client
Phone: 614- 937 -4922 Designed by
FAX.- TAPP (TP -9803)
Mike P
0
E
Pole Shear Design Data
Section Elevation Si ks; Actual Actual Allow. Ratio Actual Actual A1Jow. Ratio
No. f F re Ac
ft f T fw F. f. F
L I 195 - 175 (1) TP26.1 x22x0. 1 875 10.05 ksi 0.652 26.000 0.050 0.00 0.000 26 - 0()00.0 kip Il kit ksi F00
L2 175-125(2) TP36.36x26.Ix0.25 21.77 0.782 26,000 0.060 0.00 0.000 26.000 0.000
L3 125-88(3) TP 24.34 0.586 26.000 0.045 0.00 0.000 26.000 0.000
L4 88-43(4) TP52.05x41.5941 x0.4375 27.41 0.394 26.000 0.030 0.00 0.000 26.000 0.000
L5 43-0(5) TP60x49.6886x0.4375 29.85 0.370 26.000 0.028 0.00 0.000 26.000 0.000
Pole Interaction Design Data
Section EJevation Ratio Ratio Ratio Ratio
No. Ratio Comb. AJlow.
P f x fey f Criteria
Fw Stress Stress
P° Fe: Fe,, F F Ratio Ratio
L 1 195 - 175 (1) 0.006 0.451 0.000 0.050 0.000 0.458 1.333
✓ HI -3 +VT
L2 175-125(2) 0.012 1.289 0.000 0.060 0.000 1.303 1.333
H1 -3 +VT
L3 125-88(3) 0.013 1.318 0.000 0.045 0.000 1,332 1.333
✓ H1 -3 +VT
L4 88-43(4) 0.013 1.065 0.000 0.030 0.000 1.078 1.333
HI -3 +VT 10
L5 43-0(5) 0.016 1.120 0.000 0.028 0.000 1.137 1.333
H 1 -3 +VT
V
Section Capacity Table
Section Elevation
No. ft CO TyPe ent Sire Critical P SF•P % Pass j
Element K K Capacity Fail
LI 195 - 175 Pole TP26. I x22x0.1875 1 -3.76 801.70 34.4 Pass
L2 175 -125 Pole TP36.36x26.Ix0.25 2 125 - 88 Pole 1
L3 -13.21 1447.28 97.7 Pass
TP43.45x34.834x0.3125 3 -21.27 2160.90 99.9 pass
L4 88-43 Pole TP52.05x41.5941 x0.4375 4
LS 43-0 p 35.06 3618.63 80.9 Pass
TP 5 -51.82 4199.27 85.3 pass x
Summary
Pole (L3) 99.9 pass
RATING = 99.9 Pass }
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Flange Plate Analysis - According to TIA /EIA -222 -F 1996
x
Base Reactions
Plate Geometry Bolt Geometry
Moment 4425 ft -kips B.C. 67.5 in
Pole Dia. 60
Shear
30 kips Fy 50 ksi Bolt Dia. 2.25
Axial 54 kips Diameter 73.5 in No. Bolts 20
Thickness 2.5 in Bolt Grade <#181
Bolts
Bolt Moment of Inertia 11390.63 in
Max Bolt Tension 157.3 kips
Max Bolt Compression 160.0 kips BOLTS 82.6%
Combined Force 161.1 kips
Allowable Bolt Capacity 195.0 kips
Bending in Plate
Plate Moment 422.8 in -kip
Bend Plane 9.4 in
Plate Capacity 490.8 in -kip PLATE 86.2%]
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