HomeMy WebLinkAboutAPPROVED, 457182 Permit Package - Sealed and Certified(UPDATED)Structural Design Report
150' Monopole
Site: Ft. Pierce, FL
Site Number: PIFL067
Prepared for: PI TELECOM INFRASTRUCTURE, LLC
by: Sabre Industries TM
Job Number: 457182
October 7, 2021
Monopole Profile……………………………………………………………………………………….1
Foundation Design Summary……………………………………………………………………………………….2
Pole Calculations……………………………………………………………………………………….3-13
Foundation Calculations……………………………………………………………………………………….14-21
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Information contained herein is the sole property of Sabre Towers & Poles, constitutes a trade secret as defined by Iowa Code Ch. 550 and shall not be
reproduced, copied or used in whole or part for any purpose whatsoever without the prior written consent of Sabre Towers & Poles.
7101 Southbridge Drive - P.O. Box 658 - Sioux City, IA 51102-0658 - Phone 712.258.6690 - Fax 712.279.0814
The foundation design is based on the
geotechnical report by ECA Project No.
T1542b, Date: 05/08/19
Concrete shall have a minimum 28-day
compressive strength of 4,500 psi, in
accordance with ACI 318-14.
All rebar to have a minimum of 3” concrete
cover.
All exposed concrete corners to be chamfered
3/4”.
Notes:
See the geotechnical report for drilled pier
installation requirements, if specified.
Rebar to conform to ASTM specification A615
Grade 60.
Pier (76) #11 vertical rebar w/ #5 ties, (2) within top 5”
of pier, then 6” C/C
8'-0" long anchor bolts are required.
No.: 457182
Date: 10/07/21
By: DO
Rebar Schedule for Pier
Customer: PI TELECOM INFRASTRUCTURE, LLC
Site: Ft. Pierce, FL PIFL067
150’ Monopole
The bottom anchor bolt template shall be
positioned as closely as possible to the
bottom of the anchor bolts.
Grade
ELEVATION VIEW
(76.58 Cu. Yds.)
(1 REQUIRED; NOT TO SCALE)32'-6"0'-6"32'-0"9'-0"
Dia.
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SO#:
Site Name:
Date: 10/7/2021
Diameter: 68.770 in (flat to flat)
Thickness: 0.625 in
Yield (Fy): 65 ksi
# of Sides: 18 "0" IF Round
Strength (Fu): 80 ksi
Anchor Rod Results (per 4.9.9)
Moment, Mu: 12935.32 ft-kips Stiffened
Axial, Pu: 87.9 kips Maximum Put: 224.36 Kips AISC LRFD
Shear, Vu: 109.04 kips t*Rnt: 243.75 Kips
Butt Vu: 3.03 Kips
v*Rnv: 149.10 Kips
Tension Interaction Ratio: 0.85
Quantity: 36 (multiple of 4) Maximum Puc: 228.63 Kips
Diameter: 2.25 in c*Rnc: 243.75 Kips
Rod Material: A615 Vu: 3.03 Kips
Strength (Fu): 100 ksi c*Rnvc: 73.13 Kips
Yield (Fy): 75 ksi Compression Interaction Ratio:0.94
BC Diam. (in): 76.25 BC Override: Maximum Interaction Ratio:94.0%
Rod Spacing: 6 in
Base Plate Results
Base Plate (Mu/Z): 43.9 ksi
Width (in): 81 Width Override: Allowable *Fy: 45 ksi (per AISC)
Thickness: 2.5 in Base Plate Interaction Ratio:97.6%
Yield (Fy) 50 ksi Yield Line (in):
Eff. Width: 45.78 in 45.78129855
Corner Clip 23.00 in Max PL Length:
Drain Hole: 2.625 in. diameter 45.78129855
Drain Location: 32 in. center of pole to center of drain hole
Center Hole: 56 in. diameter
Square Base Plate and Anchor Rods per ANSI/TIA 222-H
Reactions
Anchor Rod Data
457182
Ft. Pierce, FL
Pole Data
Plate Data
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1807.3.2.1 (2009 IBC, 2012 IBC, & 2015 IBC)
Moment (ft k)12,935.32
Shear (k) 109.04
Caisson diameter (ft) 9
Caisson height above ground (ft) 0.5
Caisson height below ground (ft) 32
Lateral soil pressure (lb/ft2)450.00
Ground to application of force, h (ft) 119.13
Applied lateral force, P (lb) 109,040
Lateral soil bearing pressure, S1 (lb/ft)4,800.00
Diameter, b (ft) 9
A 5.91
= (2.34P )/(S 1 b )
Minimum depth of embedment, d (ft) 30.80 = 0.5A [ 1 + ( 1 + ( 4.36h / A ) )1/2 ]
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