HomeMy WebLinkAboutValmont Structural Certification Letter 446
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val ort V E C E � W E
AUG 2 4 2017
STRUCTURES
Southold Town
Planning Board
ovem er ,
Town of Southold
Building&Planning Departments
Town of Southold Annex Building
54375 Route 25
Southold,NY 11971
Ref: Design and failure modes for a 120'AGL Tapered Monopole w/Cell Silo
Quality of Steel and Fabrication of a Monopole Structure
Valmont Project No: 335736-1-1
Site Name:Laurel Stone
Pole Designed with a Theoretical Fall Radius of 60'-0"
Code:ANSIITIA-222-G-2-2009
To Whom it May Concern:
As detailed below,the 120 ft multi-carrier disguised monopole proposed by Elite Towers,LP,at the
captioned site,and as depicted in Construction Drawings prepared by Dewberry Engineers Inc.,revision 4,
dated 10/07/16,will comply with all applicable federal,state,and local structural standards.Valmont,as
manufacturer of the monopole,offers the following in order to assure you of the high quality of all Valmont
products:
Tapered Monopole Design Standards and Failure Modes:
• Communications monopole structures designed by Valmont are sized in accordance with the latest
governing revision of the ANSI/TIA 222 standard unless otherwise requested by our customer. This
standard has been approved by ANSI/ASCE, which has dealt with the design of antenna support
structures for over 40 years. The TIA standard, based on provisions of this nationally known
specification, has a long history of reliability. At its core philosophy is it's first and foremost priority to
safeguard and maintain the health and welfare of the public.
• The TIA standard designates a minimum wind loading for each county in the United States. Valmont
uses the wind loading listed in the TIA standard unless a'greater value is specified by our customer.
Structures are also designed for radial ice at a code specified reduced design wind loading. Code
designated coefficients are used to ensure that the structure will survive the designed wind speed. The
structure can usually survive even a greater wind load than the basic design wind speed because of
these conservative coefficients.
• Design and loading assumptions that are used for the analyses of these structures are very
conservative in nature when compared to other codes,which makes structural failure highly improbable.
• Failure of a steel monopole occurs when a point is reached where the induced stresses exceed the
yield strength of the material. At this point,the deflections induced in the material are no longer
temporary. Hence,a permanent deflection in the monopole would exist.
• The term failure above refers to local buckling at a designated point on the pole. Local buckling does
not cause a free failing pole;rather it relieves the stresses from the pole at this location. Monopoles are
flexible,forgiving structures,which are not generally susceptible to damage by impact loads such as
wind gust or earthquake shocks.
When local buckling occurs,a relatively small portion of the shaft distorts and"kinks"the steel. When
the pole begins to bend the exposure area is reduced and therefore,the force due to wind is decreased
as well. Even though buckling exists,the cross section of the pole is capable of carrying the entire
vertical load. Therefore,wind induced loads could not conceivably bring this type of structure to the
ground due to the excellent ductile properties,design criteria,and failure mode.
• Valmont's communication poles have proven to be very reliable products. Valmont has provided
structures that have performed well during earthquakes in California, hurricanes in the South(including
Hugo,Andrew,Opal and Katrina),and a number of tornadoes. In over 25 years of engineering and
fabricating thousands of monopoles,to our knowledge Valmont has never experienced an in service
failure of a communication pole due to weather induced overloading,even though,as in the cases of
Valmont Microflect,Valmont Industries,Inc.
3575 25W Street Salem,OR 97302-1123 USA
Toll Free:800-547-2151 Fax:503-316-2040 www.valmont.com
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STRUCTURES
Hurricanes Hugo,Andrew and Katrina,the wind speeds exceeded the design wind speed. We use the
latest standards,wind speed information,and sophisticated analytical tools to"ensure that we maintain
our unblemished record for quality.
Valmont Quality of Steel and Manufacturing:
• Monopoles are fabricated from ASTM A572 Grade 65 material with a controlled silicon content of 0.06%
maximum to ensure a uniform galvanized coating. The base material is fabricated from Grade 50
material. All plate material meets a V-Notch toughness requirement of 15 ft-lbs.@-20 degrees
Fahrenheit. By meeting the strict toughness requirement,monopoles are best suited to resist the
cyclictfatigue type loading(i.e.wind induced loading)these structures exhibit.
• Valmont's anchor bolts are fabricated from A615 Grade 75 material. The bolts are typically 2'/,in
diameter,made from#18J bar stock. Anchor bolts come complete with five(5)A194 Grade 2H hex
nuts.
• For the past 40 years,our company has always guaranteed the quality of the steel used in building our
structures. Material Certifications are available on all material at the time of fabrication. Fabrication of
the monopole is performed in accordance with the provisions of the AISC Manual of Steel Construction
and ASCE's Design of Steel Transmission Pole Structures. All welding and inspection is in accordance
with the American Welding Society's Specification 131.1-latest revision. Testing and inspection reports
are available upon request at the time of fabrication.
In addition,the monopole can be designed to theoretically fail at approximately the 60'elevation by
purposely over designing the pole sections below this point.In the unlikely event the pole were to fail at this
point,the significant loading reduction caused by the removal of the tower wind area and weight above
would greatly reduce any chance that the remaining tower would have any structural damage,thereby
providing a theoretical failure radius of approximately 60'-0"for the 120'AGL monopole.We are aware of
Southold Town Code section 280-70G,which generally requires a"fall zone"of an area surrounding the r ar
proposed antenna support structure by two times the height of the structure.However,we submit that the,"
Town allow the smaller fall zone as stated in this letter.
Monopole Coordinates: 40"68'43.29"N
72"32'48.81"W
I hope these comments address any issues that you might encounter relative to the anticipated performance
of monopole structures and quality of steel fabrication. If you have additional questions or comments,I may
be reached at(503)589-6626.
Sincerely, OF NE�y
� aM gc�'o9
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COa 9 � t
Nathan Ross,EIT yy
Associate Engineer
NOV a 3 zols
Valmont Microflect,Valmont Industries,Inc.
3575 250'Street Salem,OR 97302-1123 USA
Toll Free:800-547-2151 Fax:503-316-2040 www.valmont.com
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AUG 2017
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Southold Town
Planning Board
STRUCTURES
VALMONT MICROFLECT
3575 25th St.SE
Salem, OR 97302
PHONE: 1-800-547-2151-
ENGINEER: Nathan Ross
Reviewed by:
COMMUNICATION POLE-
DESIGN CALCULATIONS
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ELITE TOWERS NOV 0 3 2016
VALMONT ORDER# 335736
SITE NAME: LAUREL STONE, NY
POLE HEIGHT: 59FT (120 FT AGL)
Page 1
val on, t ;V,
STRUCTURES
11/3/16
ENGINEERING DATA
for
ELITE TOWERS
LAUREL STONE,NY
VALMONT QUOTATION 335736
1) STRUCTURE DESIGN CONFORMS TO EIAITIA-222-G INCLUDING:
120.0 MPH WIND(3 SECOND GUST,50 YR.RETURN PERIOD)
50.0 MPH ICE WIND(50 YR.RETURN PERIOD)
DESIGN ICE THICKNESS=0.75 INCHES
EXPOSURE CATEGORY C
STRUCTURE CLASSIFICATION III
TOPOGRAPHIC CATEGORY 1
60.0 MPH BASIC WIND SPEED WITH NO ICE FOR TWIST AND SWAY
2) FEEDLINES ARE ASSUMED TO BE PLACED INTERIOR TO THE POLE.
3) ALL MICROWAVE ASSUMED TO BE 6 GHz UNLESS OTHERWISE NOTED.
4) TOTAL POLE HEIGHT IS 60 FT AGL
5) 60 FT CELL SILO TO 120 FT AGL
6) ELEVATIONS ARE MEASURED FROM TOP OF BASE PLATE(APPROX 1 FT AGL)
7) POLE IS DESIGNED WITH A THEORETICAL 60 FT FALL ZONE
8) POLE TO BE PAINTED WHITE
9) LOADING AS FOLLOWS:
59.0'POLE
1 -36"DIA X 60'CELL SILO @ 59.0
1 -OMNI MOUNT @ 59.0
1-SD314-HF2P2SNM @ 59.0
STRUCTURE ANCHORAGE INFORMATION ,
POLE HEIGHT(FT): 59 NUMBER OF A.B.'s: 10
BOLTCIRCLE(IN): 50.50 DIA.OFA.B.'s(IN): 1.75
BASE VERTICAL(K): 25.15 LENGTH OF A.B:s(IN): 66.00
BASE SHEAR(K): 19.21 PROJECTION LENGTH(IN): 8.75
BASE MOMENT(FT-K): 1302 TEMPLATE OD(IN): 54.00
Valmont;- Structures. Enaineerinct Form#3098(12/05)
Page 2
val ont- ;V*
STRUCTURES
BY DATE
CHKD.BY DATE SHEET NO.
-11/3/16
ENGINEERING,DATA
for
ELITE TOWERS
LAUREL STONE, NY
VALMONT QUOTATION 335736
EIA/TIA-222-G
BASIC WIND: 120.0 MPH DESIGN ICE THICKNESS: 0.751N.
WIND&ICE: 50.0 MPH EXPOSURE CATEGORY: C
TWIST&SWAY: 60.0 MPH STRUCTURE CLASS.: III
Ss: N/A TOPOGRAPHIC CATEGORY: 1
Sl: N/A
DATA W.O.ICE DATA W/ICE
QTY DESCRIPTION HEIGHT EPA WT EPA WT
1 36"DIA X 60'CELL SILO @ 59.0' 108.00 12000 150.00 18000
1 OMNI MOUNT @ 59.0' 5.00 250 10.00 500
1 SD314-HF2P2SNM @ 59.0' 3.47 21 9.93 167
Valmont - Structures--Enaineerinc>I- Form#3068(12/05)
BY VALMONT INDUSTRIES FOR: ELITE TOWERS 120' POLE, SITE: LAUREL STONE, NY 335736 DATE 11/03/2016 '
Fuse 1.13.0.0
*** SUMMARY
Design Code: TIA-222-G Addendum 2
---------------------------------------------------- DESIGN SUMMARY ----------------------------------------------------
Height Above Base Plate (ft) 59.00 Ground Line Diameter (in) 44.00Q Pole Shaft Weight (lbs) 7840
Top Diameter (in) 35.999
Pole Taper (in/ft) 0.14408 Shape: 18 Sides
Connections Between Sections /First/
Height Above Ground (ft) 30.00
Type Slip Joint
Overlap Length (in) 74
Maximum Axial Force (lbs) 28563
Section Characteristics /First/ /Second/
Base Diameter (in) 44.000 41.066
Top Diameter (in) 39.678 35.999
Thickness (in) 0.31250 0.25000
Length (ft) 30.000 35.167
Weight (lbs) 4205 3635
Yield Strength (ksi) 65.00 65.00
------------------------------------------- ANALYSIS SUMMARY -------------------------------------------
Pt. of Governing Governing Pole
Fixity Level Sec.l Level Sec.2 Top
Governing Load Case WIND WIND WIND WIND
Height (ft) 0.00 0.00 30.00 59.00
Resultant Moment (in-kips) 15620 15620 9404 4858
Shear Force (lbs) 19235 19235 15242 10837
Axial Force (lbs) 24261 24261 18120 14394
Effective Yield Strength (ksi) 74.27 74.27 70.14 73.61
Combined Interaction Value 0.51 0.51 0.49 0.30
Total Deflection (in) 0.00 0.00 3.17 11.90
Note: Diameters are outside, measured across the flats
Forces and moments are reported in the local element coordinate system
BY VALMONT INDUSTRIES FOR: ELITE TOWERS 120' POLE, SITE: LAUREL STONE, NY 335736 DATE 11/03/2016
Fuse 1.13.0.0
*** POLE SHAFT POINT OF FIXITY REACTIONS ***
Loading Moments Moments Moments Moments ' Shear Shear Shear Notes
Case About About Resultant Vertical In In Resultant
Identifier X-Axis Y-Axis (X & Y) Torsional Force X-Direction Y-Direction (X & Y)
(in-kips) (in-kips) (in-kips) ' (in-kips) (lbs) (lbs) (lbs) (lbs)
WIND 11965 -10040 15620 0 24284 12345 14712 19205
ICE + WIND 1830 -1535 2389 0 37474 2000 2383 3111
T+S 1449 -1215 1891 0 20113 1501 1789 2335
Note: Positive vertical force is downward.
Reactions are considered in the global coordinate system.
BY VALMONT INDUSTRIES FOR: ELITE TOWERS 120' POLE, SITE: LAUREL STONE, NY 335736 DATE 11/03/2016
Fuse 1.13.0.0
*** INPUT LOADS ***
Design Code TIA-222-G Addendum 2
Loading Case WIND
Orientation of System
Basic Wind Velocity is 120.00 mph Ice Thickness 0.00 +******* +X-Axis
Wind Orientation is 50.0 Degrees Clockwise From +X Axis * * (Transverse)
Structure Weight Overload Factor is 1.200
Exposure C, Gust Factor 1.10
Structure Category 3, Topographic Category 1, Crest Height 0.00 ft (Longitudinal) * * (Vertical)
Orientations are Measured Clockwise From +X Axis +Y-Axis * * +Z-Axis
Positive Y Axis is 90 Degrees Clockwise From +X Axis
Foundation Rotation of 0.00 Degrees
Elevation of structure base above surrounding terrain = 1.00 ft
Load Mounting Load Load Orientation
Number Height Height Eccentricity in XY Plane Force-X Force-Y Force-Z EPA
(ft) (ft) (ft) (Degrees) (lbs) (lbs) (lbs) (ft^2)
1 59.00 94.23 0.00 50.00 6164 7346 14400 108.00 1-36" DIA X 6
2 59.00 121.00 0.00 50.00 301 358 300 5.00 1-OMNI MOUNT
3 59.00 124.00 0.00 50.00 210 250 25 3.47 1-SD314-HF2P2
S
BY VALMONT INDUSTRIES FOR: ELITE TOWERS 120' POLE, SITE: LAUREL STONE, NY 335736 DATE 11/03/2016
Fuse 1.13.0.0
*** INPUT LOADS ***
Design Code TIA-222-G Addendum 2
Loading Case ICE + WIND
Orientation of System
Basic Wind Velocity is 50.00 mph Ice Thickness 0.75 +******* +X-Axis
Wind Orientation is 50.0 Degrees Clockwise From +X Axis * * (Transverse)
Structure Weight Overload Factor is 1.200
Exposure C, Gust 'Factor 1.10
Structure Category 3, Topographic Category 1, Crest Height 0.00 ft (Longitudinal) * * (Vertical)
Orientations are Measured Clockwise From +X Axis +Y-Axis * * +Z-Axis
Positive Y Axis is 90 Degrees Clockwise From +X Axis
Foundation Rotation of 0.00 Degrees
Elevation of structure base above surrounding terrain = 1.00 ft
Load Mounting Load Load Orientation
Number Height Height Eccentricity in XY Plane Force-X Force-Y Force-Z EPA
(ft) (ft) (ft) (Degrees) (lbs) (lbs) (lbs) (ft^2)
1 59.00 94.23 0.00 50.00 808 963 ' 21600 150.00 1-36" DIA X 6
2 59.00 121.00 0.00 50.00 57 68 600 10.00 1-OMNI MOUNT
3 59.00 124.00 0.00 50.00, 57 67 200 9.93 1-SD314-HF2P2
BY VALMONT INDUSTRIES FOR: ELITE TOWERS 120' POLE, SITE: LAUREL STONE, NY 335736 DATE 11/03/2016
Fuse 1.13.0.0
*** INPUT LOADS
Design Code TIA-222-G Addendum 2
Loading Case T+S
Orientation of System
Basic Wind Velocity is 60.00 mph Ice Thickness 0.00 +******* +X-Axis
Wind Orientation is 50.0 Degrees Clockwise From +X Axis * * (Transverse)
Structure Weight Overload Factor is 1.000
Exposure C, Gust Factor 1.10
Structure Category 3, Topographic Category 1, Crest Height 0.00 ft (Longitudinal) * * (Vertical)
Orientations are Measured Clockwise From +X Axis +Y-Axis * * +Z-Axis
Positive Y Axis is 90 Degrees Clockwise From +X Axis
Foundation Rotation of 0.00 Degrees
Elevation of structure base above surrounding terrain = 1.00 ft
Load Mounting Load Load Orientation
Number Height Height Eccentricity in XY Plane Force-X Force-Y Force-Z EPA
(ft) (ft) (ft) (Degrees) (lbs) (lbs) (lbs) (ft-2)
1 59.00 94.23 0.00 50.00 749 893 12000 108.00 1-36" DIA X 6
2 59.00 121.00 0.00 50.00 37 44 250 5.00 1-OMNI MOUNT
3 59.00 124.00 0.00 50.00 25 30 21 3.47 1-SD314-HF2P2
BY VALMONT INDUSTRIES FOR: ELITE TOWERS 120' POLE, SITE: LAUREL STONE, NY 335736 DATE 11/03/2016
Fuse 1.13.0.0
*** Properties ***
Distance Diameter
From Across Wall D/t W/t Moments of
Connection Base Flats Thickness Across Across Inertia Area
Locations (ft) (in) (in) Flats Flats (in^4) (in^2)
Top of Sect 2 59.00 35.999 0.2500 144.00 23.63 4579 28.37
54.00 36.720 0.2500 146.88 24.14 4861 28.94
49.00 37.440 0.2500 149.76 24.64 5155 29.51
44.00 38.161 0.2500 152.64 25.15 5460 30.08
39.00 38.881 0.2500 155.52 25.66 5777 30.65
34.00 39.601 0.2500 158.41 26.17 6107 31.22
30.00 40.178 0.2500 160.71 26.57 6379 31.68
Top of Sect 1 30.00 39.678 0.3125 126.97 20.62 7641 39.04
29.00 39.822 0.3125 127.43 20.71 7726 39.19
26.42 40.194 0.3125 128.62 20.92 7946 39.56
Base of Sect 2 23.83 40.566 0.3125 129.81 21.13 8171 39.93
19.00 41.263 0.3125 132.04 21.52 8602 40.62
14.00 41.983 0.3125 134.35 21.93 9064 41.33
9.00 42:703 0.3125 136.65 22.33 9542 42.04
4.00 43.424 0.3125 138.96 22.74 10037 42.76
Pt of Fixity 0.00 44.000 0.3125 140.80 23.06 10445 43.33
BY VALMONT INDUSTRIES FOR: ELITE TOWERS 120' POLE, SITE: LAUREL STONE, NY 335736 DATE 11/03/2016
Fuse 1.13.0.0
Forces and Moments for Pole in the Local Element Coordinate System
Loading Case WIND
Dist. From Resultant Shear Shear Resultant
Base Mx My Mx & My Torsion X-Dir. Y-Dir. Shear Axial
(ft) (in-kips) (in-kips) (in-kips) (in-kips) (lbs) (lbs) (lbs) (lbs)
59.00 3722 -3123 4858 0 6966 8302 10837 14394
54.00 4238 -3556 5533 0 7460 8891 11606 15006
49.00 4790 -4020 6253 0 7951 9476 12370 15634
44.00 5377 -4512 7019 0 8438 10057 13128 16277
39.00 5999 -5034 7831 0 8920 10630 13876 16936
34.00 6655 -5584 8687 0 9397 11199 14619 17606
30.00 7204 -6045 9404 0 9797 11676 15242 18120
30.00 7204 -6045 9404 0 9780 11656 15216 18142
29.00 7344 -6163 9587 0 9870 11763 15356 18445
26.42 7714 -6473 10070 0 10113 12052 15732 19219
23.83 8092 -6790 10564 0 10343 12326 16090 20010
19.00 8823 -7403 11517 0 10763 12827 16745 20851
14.00 9609 - -8063 12543 0 11179 13323 17391 21737
9.00 10424 -8747 13608 0 11584 13805 18022 22641
4.00 11269 -9456 14710 0 11997 14297 18664 23558
0.00 11965 -10040 15620 0 12364 14735 19235 24261
BY VALMONT INDUSTRIES FOR: ELITE TOWERS 120' POLE, SITE: LAUREL STONE, NY 335736 DATE 11/03/2016
Fuse 1.13.0.0
Deflections and Stresses for Pole
Loading Case WIND *** Deflections and Stresses ***
Distance Defl. Axial Flexural Shear Torsion Combined Effective
From Defl. Defl. Resultant Defl. Interaction Interaction Interaction Interaction Stress Yield
Base X-Dir Y-Dir X & Y Z-Dir Rotation Term Term Term Term Interaction Strength
(ft) (in) (in) (in) (in) (deg.) (ksi)
59.00 7.6 9.1 11.9 0.1 1.85 0.01 0.29 0.03 0.00 0.30 73.61
54.00 6.4 7.7 10.0 0.1 1.72 0.01 0.32 0.03 0.00 0.33 73.01
49.00 5.3 6.4 8.3 0.1 1.58 0.01 0.35 0.03 0.00 0.36 72.42
44.00 4.3 5.1 6.7 0.1 1.43 0.01 0.39 0.03 0.00 0.40 71.82
39.00 3.4 4.1 5.3 0.0 1.28 0.01 0.42 0.03 0.00 0.43 71.22
34.00 2.6 3.1 4.0 0.0 1.11 0.01 0.45 0.03 0.00 0.46 70.62
30.00 2.0 2.4 3.2 0.0 0.98 0.01 0.48 0.03 0.00 0.49 70.14
30.00 2.0 2.4 3.2 0.0 0.98 0.01 0.36 0.03 0.00 0.36 77.14
29.00 1.9 2.3 3.0 0.0 0.95 0.01 0.36 0.03 0.00 0.37 77.05
26.42 1.6 1.9 2.5 0.0 0.87 0.01 0.37 0.03 0.00 0.38 76.80
23.83 1.3 1.6 2.0 0.0 0.79 0.01 0.39 0.03 0.00 0.39 76.55
19.00 0.8 1.0 1.3 0.0 0.64 0.01 0.41 0.03 0.00 0.42 76.09
14.00 0.5 0.5 0.7 0.0 0.48 0.01 0.43 0.03 0.00 0.44 75.61
9.00 0.2 0.2 0.3 0.0 0.31 0.01, 0.46 0.03 0.00 0.47 75.13
4.00 0.0 0.0 0.1 0.0 0.14 0.01 0.48 0.03 0.00 0.49 74.66
0.00 0.0 0.0 0.0 0.0 0.00 0.01 0.50 0.03 0.00 0.51 74.27
BY VALMONT INDUSTRIES FOR: ELITE TOWERS 120' POLE, SITE: LAUREL STONE, NY 335736 DATE 11/03/2016
Fuse 1.13.0.0
Forces and Moments for Pole in the Local Element Coordinate System
Loading Case ICE + WIND
Dist. From Resultant Shear Shear Resultant
Base Mx My Mx & My Torsion X-Dir. Y-Dir. Shear Axial
(ft) (in-kips) (in-kips) (in-kips) (in-kips) (lbs) (lbs) (lbs) (lbs)
59.00 546 -458 713 0 988 1178 1537 22393
54.00 620 -520 809 0 1084 1291 1686 23420
49.00 701 -588 915 0 1178 1404 1833 24463
44.00 789 -662 1030 0 1271 1515 1978 25522
39.00 883 -741 1153 0 1363 1624 2120 26596
34.00 984 -826 1285 0 1453 1732 2261 27684
30.00 1070 -898 1396 0 1530 1824 2380 28563
30.00 1070 -898 1396 0 1526 1819 2374 28564 /
29.00 1092 -916 1425 0 1543 1839 2400 29017
26.42 1150 -965 1501 0 1569 1893 2471 30192
23.83 1209 -1015 1578 0 1631 1944 2538 31375
19.00 1325 -1112 1730 0 1710 2038 2660 32605
14.00 1450 -1217 1893 0 1787 2129 2779 33889
9.00 1581 -1327 2064 0 1861 2218 2895 35179
4.00 1717 -1441 2242 0 1936 2307 3012 36467
0.00 1830 -1535 2389 0 2004 2389 3118 37473
BY VALMONT INDUSTRIES FOR: ELITE TOWERS 120' POLE, SITE: LAUREL STONE, NY 335736 DATE 11/03/2016
Fuse 1.13.0.0
Deflections and Stresses for Pole
Loading Case ICE + WIND *** Deflections and Stresses ***
Distance Defl. Axial Flexural Shear Torsion Combined Effective
From Defl. Defl. Resultant Defl. Interaction Interaction Interaction Interaction Stress Yield
Base X-Dir Y-Dir X & Y Z-Dir Rotation Term Term Term Term Interaction Strength
(ft) (in) (in) (in) (in) (deg.) (ksi)
59.00 1.1 1.4 1.8 0.0 0.28 0.01 0.04 0.00 0.00 0.06 73.61
54.00 1.0 1.2 1.5 0.0 0.26 0.01 0.05 0.00 0.00 0.06 73.01
49.00 0.8 1.0 1.2 0.0 0.24 0.01 0.05 0.00 0.00 0.07 72.42
44.00 0.7 0.8 1.0 0.0 0.21 0.01 0.06 0.00 0.00 0.07 71.82
39.00 0.5 0.6 0.8 0.0 0.19 0.01 0.06 0.00 0.00 0.08 71.22
34.00 0.4 0.5 0.6 0.0 0.17 0.01 0.07 0.00 0.00 0.08 70.62
30.00 0.3 0.4 0.5 0.0 0.15 0.02 0.07 0.01 0.00 0.09 70.14
30.00 0.3 0.4 0.5 0.0 0.15 0.01 0.05 0.00 0.00 0.06 77.14
29.00 0.3 0.3 0.4 0.0 0.14 0.01 0.05 0.00 0.00 0.07 77.05
26.42 0.2 0.3 0.4 0.0 0.13 0.01 0.06 0.00 0.00 0.07 76.80
23.83 0.2 0.2 0.3 0.0 0.12 0.01 0.06 0.00 0.00 0.07 76.55
19.00 0.1 0.2 0.2 0.0 0.10 0.01 0.06 0.00 0.00 0.07 76.09
14.00 0.1 0.1 0.1 0.0 0.07 0.01 0.07 0.00 0.00 0.08 75.61
9.00 0.0 0.0 0.0 0.0 0.05 0.01 0.07 0.00 0.00 0.08 75.13
4.00 0.0 0.0 0.0 0.0 0.02 0.01 0.07 0.00 0.00 0.09 74.66
0.00 0.0 0.0 0.0 0.0 0.00 0.01 0.08 0.00 0.00 0.09 74.27
BY VALMONT INDUSTRIES FOR: ELITE TOWERS 120' POLE, SITE: LAUREL STONE, NY 335736 DATE 11/03/2016
Fuse 1.13.0.0
Forces and Moments for Pole in the Local Element Coordinate System
Loading Case T+S
Dist. From Resultant Shear Shear Resultant
Base Mx My Mx & My Torsion X-Dir. Y-Dir. Shear Axial
(ft) (in-kips) (in-kips) (in-kips) (in-kips) (lbs) (lbs) (lbs) (lbs)
59.00 449 -377 587 0 841 1002 1309 12266
54.00 512 -429 668 0 901 1074 1402 12754
49.00 579 -485 755 0 961 `1146 1496 13252
44.00 649 -545 848 0 1021 1217 1588 13759
39.00 725 -608 946 0 1080 1287 1680 14276
34.00 804 -675 1050 0 1138 1357 1771 14803
30.00 871 -731 1137 0 1187 1414 1846 15231
30.00 871 -731 1137 0 1185 1412 1844 15232
29.00 888 -745 1159 0 1196 1426 1861 154'73
26.42 932 -782 1217 0 1226 1461 1907 16100
23.83 978 -821 1277 0 1254 1495 1951 16733
19.00 1067 -695 1393 0 1306 1556 2032 17396
14.00 1162 -975 1517 0 1357 1618 2112 18094
9.00 1261 -1058 1646 0 1407 1677 2189 1BB04
4.00 1364 -1144 1780 0 1458 1738 2269 19527
0.00 1449 -1215 1891 0 1503 1791 2338 20112
J
BY VALMONT INDUSTRIES FOR: ELITE TOWERS 120' POLE, SITE: LAUREL STONE, NY 335736 DATE 11/03/2016
Fuse 1.13.0.0
Deflections and Stresses for Pole `
Loading Case T+S *** Deflections and Stresses ***
Distance Defl. Axial Flexural Shear Torsion Combined Effective
From Defl. Defl. Resultant Defl. Interaction Interaction Interaction Interaction Stress Yield
Base X-Dir Y-Dir X & Y Z-Dir Rotation Term Term Term Term Interaction Strength
(ft) (in) (in) (in) (in) (deg.) (ksi)
59.00 0.9 1.1 1.4 0.0 0.22 0.01 0.04 0.00 0.00 0.04 73.61
54.00 0.8 0.9 1.2 0.0 0.21 0.01 0.04 0.00 0.00 0.05 73.01
49.00 0.6 0.8 1.0 0.0 0.19 0.01 0.04 0.00 0.00 0.05 72.42
44.00 0.5 0.6 0.8 0.0 0.17 0.01 0.05 0.00 0.00 0.05 71.82
39.00 0.4 0.5 0.6 0.0 0.15 0.01 0.05 0.00 0.00 0.06 71.22
34.00 0.3 0.4 0.5 0.0 0.13 0.01 0.05 0.00 0.00 0.06 70.62
30.00 0.2 0.3 0.4 0.0 0.12 0.01 0.06 0.00 0.00 0.07 70.14
30.00 0.2 0.3 0.4 0.0 0.12 0.01 0.04 0.00 0.00 0.05 77.14
29.00 0.2 0.3 0.4 0.0 0.11 0.01 0.04 0.00 0.00 0.05 77.05
26.42 0.2 0.2 0.3 0.0 0.11 0.01 0.05 0.00 0.00 0.05 76.80
23.83 0.2 0.2 0.2 0.0 0.10 0.01 0.05 0.00 0.00 0.05 76.55
19.00 0.1 0.1 0.2 0.0 0.08 0.01 0.05 0.00 0.00 0.06 76.09
14.00 0.1 0.1 0.1 0.0 0.06 0.01 0.05 0.00 0.00 0.06 75.61
9.00 0.0 0.0 0.0 0.0 0.04 0.01 0.06 0.00 0.00 0.06 75.13
4.00 0.0 0.0 0.0 0.0 0.02 0.01 0.06 0.00 0.00 0.07 74.66
0.00 0.0 0.0 0.0 0.0 0.00 0.01 0.06 0.00 0.00 0.07 74.27
MINIMUM DEFLECTION RATIO // DEFLECTION LIMIT / DEFLECTION // IS
BY VALMONT INDUSTRIES FOR: ELITE TOWERS 120' POLE, SITE: LAUREL STONE, NY 335736 DATE 11/03/2016
Fuse 1.13.0.0
r
NUMBER SHIPPED PROJECTION GALVANIZED THREAD
OF BOLTS DIAMETER LENGTH WEIGHT AS LENGTH LENGTH SIZE
(IN.) (IN.) (KIPS) (IN.) (IN.)
10 1.750 66.00 0.63 BOLTS, TEMPLATES 8.75 66.00 5-UNC-2A
STEEL STEEL MAXIMUM BOLT MAXIMUM BOLT FACTORED NOMINAL STRESS INTERACTION CONFIGURATION OF
SPEC. SPECIF. FORCE SHEAR FORCE TENS. STRENGTH AREA VALUE BOTTOM END
VALMONT (KIPS) (KIPS) (KIPS) (SQ. IN.)
S23 A615 103.57 1.92 152.00 1.90 0.71 THREADED WITH HEAVY HEX HEAD NUT
NOTE: BOLT INTERACTION VALUE WAS CALCULATED BY DIVIDING SHEAR FORCE BY FACTOR RELATED TO DETAIL TYPE d] IN EIA-G SPECS.
*** BOLT COORDINATES (IN.) ***
BOLT NO. X-COORD Y-COORD * BOLT NO. X-COORD Y-COORD
1 25.250 0.000 * 2 20.428 14.842
3 7.803 24.014
MAX. BOLT CIRCLE = 50.50 IN. TEMPLATE DIAMETER = 54.00 IN.
*** BASE PLATE CHARACTERISTICS GOVERNED BY LOADING CASE WIND ***
BASE PLATE BASE PLATE ACTUAL RAW MATERIAL, POLE DIAM.
DIAMETER THICKNESS WEIGHT WEIGHT (MAJOR DIAM.)
(IN.) (IN.) (KIPS) (KIPS) (IN.)
55.72 1.75 0.86 1.52 44.00
EFFECTIVE PLASTIC MOMENT IN PLASTIC FACTORED
PLATE WIDTH SECTION MOD. BASE PLATE MOMENT RESISTING MOM.
(IN.) (CII. IN.) (IN. -K) (IN. -K) (IN. -K)
13.82 10.58 336.60 529.16 476.25
STEEL STEEL EFFECTIVE STRESS
SPECIF. SPECIF. YIELD STRESS RATIO
VALMONT OTHER (KSI)
S56 A572 50 0.71
** LOADS AT POLE BASE IN THE GLOBAL COORDINATE SYSTEM ************************** LOADING CASES *************************
LOADING CASE IDENTIFICATION WIND ICE + WIND T+S ]MAX CRITERION- LOAD CASE
MOMENT ABT. X-AXIS (IN-KIP) 11965 1829 1446 ]MOMENT ABT. X WIND
MOMENT ABT. Y-AXIS (IN-KIP) -10040 -1535 -1215 ]MOMENT ABT. Y WIND
SHEAR FORCE (LB.) 19205 3111 2335 ]RES. MOMENT WIND
VERTICAL FORCE (LB.) 24284 37473 20112 ]SHEAR FORCE WIND
]BOLT FORCE WIND
]BOLT TENSION WIND
Quote/Order No.: 'M,f'pIn
673 ENGR
�ik t r,•3.,
Total Regpola height=`.e a �12,Q R Date* 11/312016 36.0
Height of pole=i ^t l'ill.It —120 it
Silo pipe change ft
Diameter
fl
Diameter of cellsllo= ;ni#1s,¢+8;In
Height ofcellslla- 66it
Flag dimensions=220Rfi+f fix `-`=ft
3-sec gust windsmph
#of Top Whip Antennas ;i ryQjD default 0
#of Ail tennas=,5 '8 default#ofCaniers'3 80 it
#of Callers i 60 R
Paint Type `", default Gray
Weight- 12.0D k
Togo= default
Exposure= x I .'S OK defaulOK t2
SWCt Class= ,
Windarea of silo-CAA - 108.0 f, 60 it
Height of omni- 10.011 i
Windarea of omnl-CAAA= as fl' includes mount
Windpressure per EIA-G= 583 psf
Force from top part of silo- 6.71 k
Force from entire silo= 1007 k
Force from omnl- 0.79 k
d,du-PLs/3EI- 51.5 In
Moment at pipe change= 2855 0 In-k -2212 fl-k
Moment at base of silo= 4858 0 In-k -404.8 ft-k
Silo upper support pipe:
Silo support pipe- 12.75"OD x 0.500"Wall Thickness
Supportplpeweightperfoot- 65.48 lbsM
Z. 75.07 in'
fe=M/Z= 3531 4, h 1�1�9.60ks1,OK
Pipe to pipe weld size= 7PII8jin
Z,. 11064 In'
Weld stress= 24.00,3WWeo.76'0.W70ksf,OK
Bolts for vine to Pipe 0anne:
holtdlameter-�,�,t In
area of boll= 1.325 Int
- number of belts= silo silo e e•
Flange bolt circle=r d 4 d in I 3.125 In
Max boll force= 88.6 k
Max bolt strase= f18.8j;rl,;*y'—MRat=0.76.105ksI,OK 8I
Silo pipe to pipe Range: +
Moment In silofange- 2765580892in-k
Fb- 60 ksl
trequlred= 1751n
t= Wier iIR75;tn re"d,OK
Halts for base Range:
bolt diameter=. 'tel In
area of bolt= 1.325 Inz
number of dusters- 8
bolts per cluster=&" 1 �4n1
Flange bolt cirde= 301n
Max cluster force= 1080 k
Max bolt force= 54.0 k s o floncie,
Max bolt stress- 40.7 A4,1a ,h78ft5ka1=0.76.105ka1,OK 7.5 In
Silo base 0anae: 8 In
Moment In silo Range= 809,8695682 In-k _
Fy= 60 ksl
1,uhd= 300 In
l=r,7, fli.Ta4'd,OK
Silo tower support Pipe: No,of Spokes=6
Silo support pipe= 14"OD x ,0.750"Wall Thickness _
Support pipe weight per foot= 106.23lbslft
Z= 131.01 Ino
1= 922.08 in'
fe=M2= fFsl
37p 9
� .50ksI,OK
tapered note Rance:
Pipe to Range weld size= � ?5 In 3 In
Z-ld= 174 28 in
Weld stress= 27 9 rZ:97F5k91?0.76'0.6.70ksl,OK O 8 In
Tapered Pole 0anne:
Moment in pole Range= 323 8878273 In-k
Fy= 50 kat
Mgww= 190 In tapered Pole weld.
req'd,OK B I
Flange to pole weld slze- 36 In0 �f 0 5 1n
Total weld- 99 In x+,75 in
Z„•u= 202.49 In' 2.5 In
Weld stress= 24 0X31?6 sj*11.75'0.8.70ks1 OK
ITEM NO. FEATURES UNIT WEIGHT
ID READ WEIGHT(LBS) (LBS)
1 1 SECTION A VALMONT 5-22 0.313" THK (A572 GR65) 4,205 4,205
2 1 SECTION B VALMONT S-22 0.250" THK (A572 GR65) 3,635 3,635
3 1 BOTTOM CAGE PLATE 105 105
4 10 1.75" ANCHOR BOLT, LENGTH=5.50' A615 GR75 96 956
[NOMINAL] 5 1' BASE PLATE VALMONT S-56 1.750" THK (A572 GR50) 864 864
1191- 0.00" 1 TOP CAGE PLATE (REMOVE BEFORE SETTING POLE) 136 136
3 GROUNDING LUG 2 6
GALVANIZING 201 201
6 3 HAND HOLE STD (9" x 24") 48 144
7 3 HAND HOLE STD (9" x 24") 48 144
8 3 HAND HOLE STD (6" x 12") 22 66
1 POLE CAP 61 61
I
109'- 0.00"
12.75"0 X
0.500"
WALL MAST HOLE COORDS
(INCHES) 25.25"
I I TYP 412.13" HOLE
X-COORD Y-COORD Y (10 REOD)
25.25 0.00
20.43 14.64
991- 0.00" 7.80 24.01
II
9'68 +
TYP X 33.00"
I I 0,0
56.58"
TYP
II
891- 0.00" (6) 36"0 X 10'
CANISTERS
NOTES:
1. BASE PLATE THICKNESS = 1.750"
2. BASE PLATE ALLOWABLE STRESS (KSI) = 50
3. ANGLES ARE MEASURED CLOCKWISE FROM 0 DEGREES
4. MAXIMUM BOLT CIRCLE DIAMETER = 50.50"
5 MAXIMUM CAGE TEMPLATE DIAMETER = 56.50"
II BASE PLATE ANCHORAGE CHARACTERISTICS
79'- 0.00" NOTES:
1. FACTORED REACTIONS FOR FOUNDATION DESIGN._
MOMENT = 15,620 IN-KIPS
SHEAR = 19,205 #
VERTICAL = 25,144 #
14"0 X 2. GALVANIZED PER ASTM A-123.
0.750" 3. DESIGN CRITERIA: ANSI/TIA 222-0 ADDENDUM 2
WALL MAST 4. THIS STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING LOADING:
EXPOSURE CATEGORY = C
STRUCTURE CLASSIFICATION = 3
TOPOGRAPHY CATEGORY = 1
69'- 0 00" WIND LOAD CASES ARE BASED ON 3 SECOND GUST AND 100 YEAR WIND RETURN PERIOD
A. CASE 1: WIND = 120 MPH WIND SPEED
B. CASE 2: WIND = 50 MPH ICE AND WIND SPEED
DESIGN ICE THICKNESS = 0.75 INCH
C. CASE 3: WIND = 60 MPH WIND SPEED
D. EQUIPMENT
MTG CENTROID WITHOUT ICE WITH ICE
HT. HT. EPA WT EPA WT
----------DESCRIPTION---------- -(FT)- (FT) (FT**2) (LBS) (FT**2) (LBS)
- ------ ------- ----- ------- -----
1-36" DIA X 60' CELL SILO 59.00 94.23 108.00 12000 15000 18000
1-OMNI MOUNT 59.00 121.00 5.00 250 10.00 500
591- 0.00" 1-SD314-HF2P2SNM 59.00 124.00 3.47 21 9.93 167
581- 0.00" 5 FEEDLINES ARE PLACED INTERIOR TO POLE SHAFT (UNLESS NOTED OTHERWISE) .
6. TOTAL POLE HEIGHT IS 60 FT AGL
e 7. 60 FT CELL SILO TO 120 FT AGL
8. ELEVATIONS ARE MEASURED FROM TOP OF BASE PLATE (APPROX 1 FT AGL)
9. POLE IS DESIGNED WITH A THEORETICAL 60 FT FALL ZONE
10. POLE TO BE PAINTED WHITE
2
DESIGN LAP SPLICE = 74.00"
of NE�,S,
IAM
Co ;e y�
7'- 0.00" AUG 2 4 2017
04
7 Q �.
3'- 0.00" Southold Town RDF NOV 3 2016
65 Planning Board
o'- 0.00"
(TOP OF BASE PLATE) 4
3
1 11/3/16 NAR ANTENNA MODEL REVISED
HEVSECTION INFORMATION ID DATE B DESCRIPTION
IT�35
BASE OD TOP DD THK MATL ORDER PROJECT FILE IO SCALE DATE ENGR
335736 335736 335736 NONE 09/16/16 NAR1 valino 7t
44.00" 39.68" 0.313" A572 65 KSI DESCRIPTION
41.07" 36.00" 0.250" A572 65KSI ELITE TOWERS 120' POLE, SITE: LAUREL STONE, NY 335736