511630 - MATTHEWS COUNTY VA Rescue Squad VA Permits.pdf

PDF 432 KB Posted Aug 11, 2023

Attached to: Lease of Countyâs 195â Monopole for Wireless Communication Facilities
Solicitation number: 23976
Issued by: Mathews County, Virginia

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Written by GovTribe AI · Apr 2, 2024

This document is a Structural Design Report for a 195' Monopole Site located at the Rescue Squad in Matthews County, Virginia. The report was prepared by Sabre Industries for Matthews County, Virginia and includes details on the monopole profile, foundation design, and pole and foundation calculations.

The related state and local contract opportunity is for the County of Matthews, Virginia to lease an area of two 195' monopoles for the construction and operation of a new telecommunications facility to support wireless communications activities, pursuant to Virginia Code A15.2-734. The contract will be awarded through a sealed proposal process, but no specific response due date or award date is provided.

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Structural Design Report

195' Monopole

Site: Rescue Squad, VA

Prepared for: MATTHEWS COUNTY, VA by: Sabre Industries

Job Number: 511630

September 6, 2022

Monopole Profile……………………………………………………………………………………….1

Foundation Design Summary……………………………………………………………………………………….2

Pole Calculations……………………………………………………………………………………….3-16

Foundation Calculations……………………………………………………………………………………….17-24

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Information contained herein is the sole property of Sabre Industries, 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 Industries.

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 GET Project No.

K4215205, Date: 3/4/2022

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

(60) #11 vertical rebar w/ #5 ties, (2) within top 5” of pier, then 7” C/C

No.: 511630

Date: 09/06/22

By: REB

Rebar Schedule for Pier

Customer: BROADBAND TELECOM

Site: Rescue Squad, VA

195’ Monopole

The bottom anchor bolt template shall be positioned as closely as possible to the bottom of the anchor bolts.

Grade

ELEVATION VIEW

(73.54 Cu. Yds.)

(1 REQUIRED; NOT TO SCALE)

8'-0"

Dia.

Tel:(416)736-7453 Fax:(416)736-4372 Web:www.guymast.com

Processed under license at:

Sabre Towers and Poles on: 6 sep 2022 at: 13:32:26

195' Monopole / Rescue Squad, VA

* All pole diameters shown on the following pages are across corners.

See profile drawing for widths across flats.

POLE GEOMETRY

ELEV SECTION No. OUTSIDE THICK RESISTANCES SPLICE ...OVERLAP... w/t NAME SIDE DIAM -NESS •*Pn •*Mn TYPE LENGTH RATIO ft in in kip ft-kip ft

194.0

23.35 0.312 1671.9 775.8 A 18 11.9

35.52 0.312 2458.1 1750.9 145.7

35.52 0.312 2458.1 1750.9

A/B 18 SLIP 5.00 1.68

36.17 0.500 4140.6 2972.5 140.7

36.17 0.500 4140.6 2972.5 B 18 11.8

46.74 0.500 5368.2 5012.2 98.7

46.74 0.500 5368.2 5012.2

B/C 18 SLIP 6.50 1.67

47.40 0.500 5444.3 5155.9 92.2

47.40 0.500 5444.3 5155.9 C 18 15.7

57.21 0.500 6297.5 7225.0 53.2

57.21 0.500 6297.5 7225.0

C/D 18 SLIP 8.00 1.67

58.24 0.562 7403.4 8631.1 45.2

58.24 0.562 7403.4 8631.1 D 18 17.2

69.64 0.562 8414.811768.7 0.0

POLE ASSEMBLY

SECTION BASE .............BOLTS AT BASE OF SECTION............ CALC

NAME ELEV NUMBER TYPE DIAM STRENGTH THREADS IN BASE

SHEAR PLANE ELEV

ft in ksi ft

A 140.750 0 A325 0.00 92.0 0 140.750 B 92.250 0 A325 0.00 92.0 0 92.250 C 45.250 0 A325 0.00 92.0 0 45.250 D 0.000 0 A325 0.00 92.0 0 0.000

POLE SECTIONS

SECTION No.of LENGTH OUTSIDE.DIAMETER BEND MAT- FLANGE.ID FLANGE.WELD

NAME SIDES BOT TOP RAD ERIAL BOT TOP ..GROUP.ID..

* * ID BOT TOP

ft in in in

A 18 53.25 36.79 23.35 0.625 1 0 0 0 0 B 18 53.50 48.40 34.90 0.625 2 0 0 0 0 C 18 53.50 59.24 45.74 0.625 3 0 0 0 0 D 18 53.25 69.64 56.21 0.625 4 0 0 0 0

* - Diameter of circumscribed circle

MATERIAL TYPES

TYPE OF TYPE NO OF ORIENT HEIGHT WIDTH .THICKNESS. IRREGULARITY

SHAPE NO ELEM. WEB FLANGE .PROJECTION.

% OF ORIENT

AREA

& deg in in in in deg

PL 1 1 0.0 36.79 0.31 0.312 0.312 0.00 0.0

PL 2 1 0.0 48.40 0.50 0.500 0.500 0.00 0.0

PL 3 1 0.0 59.24 0.50 0.500 0.500 0.00 0.0

PL 4 1 0.0 69.64 0.56 0.562 0.562 0.00 0.0

& - With respect to vertical

MATERIAL PROPERTIES

MATERIAL ELASTIC UNIT .. STRENGTH .. THERMAL

TYPE NO. MODULUS WEIGHT Fu Fy COEFFICIENT ksi pcf ksi ksi /deg

1 29000.0 490.0 80.0 65.0 0.00001170 2 29000.0 490.0 80.0 65.0 0.00001170 3 29000.0 490.0 80.0 65.0 0.00001170 4 29000.0 490.0 80.0 65.0 0.00001170

* Only 5 condition(s) shown in full

* Some concentrated wind loads may have been derived from full-scale wind tunnel testing

LOADING CONDITION A =======================================================

127 mph wind with no ice. Wind Azimuth: 0• (1.2 D + 1.0 Wo)

LOADS ON POLE

LOAD ELEV APPLY..LOAD..AT LOAD ......FORCES...... ......MOMENTS

TYPE RADIUS AZI AZI HORIZ DOWN VERTICAL TORSNAL

ft ft kip kip ft-kip ft-kip

C 194.000 0.00 0.0 0.0 13.0894 4.8000 0.0000 0.0000 C 192.000 0.00 0.0 0.0 0.0000 1.4377 0.0000 0.0000 C 192.000 0.00 0.0 0.0 0.0183 0.0067 0.0000 0.0000 C 185.000 0.00 0.0 0.0 0.0454 0.0168 0.0000 0.0000 C 184.000 0.00 0.0 0.0 0.0000 1.3778 0.0000 0.0000 C 184.000 0.00 0.0 0.0 10.3565 4.8000 0.0000 0.0000 C 175.000 0.00 0.0 0.0 0.0448 0.0168 0.0000 0.0000 C 174.000 0.00 0.0 0.0 0.0000 1.3029 0.0000 0.0000 C 174.000 0.00 0.0 0.0 10.2361 4.8000 0.0000 0.0000 C 165.000 0.00 0.0 0.0 0.0443 0.0168 0.0000 0.0000 C 164.000 0.00 0.0 0.0 0.0000 1.2280 0.0000 0.0000 C 164.000 0.00 0.0 0.0 10.1100 4.8000 0.0000 0.0000 C 155.000 0.00 0.0 0.0 0.0437 0.0168 0.0000 0.0000 C 145.000 0.00 0.0 0.0 0.0431 0.0168 0.0000 0.0000 C 135.000 0.00 0.0 0.0 0.0424 0.0168 0.0000 0.0000 C 125.000 0.00 0.0 0.0 0.0418 0.0168 0.0000 0.0000 C 115.000 0.00 0.0 0.0 0.0410 0.0168 0.0000 0.0000 C 105.000 0.00 0.0 0.0 0.0403 0.0168 0.0000 0.0000 C 95.000 0.00 0.0 0.0 0.0394 0.0168 0.0000 0.0000 C 85.000 0.00 0.0 0.0 0.0385 0.0168 0.0000 0.0000 C 75.000 0.00 0.0 0.0 0.0375 0.0168 0.0000 0.0000 C 65.000 0.00 0.0 0.0 0.0364 0.0168 0.0000 0.0000 C 55.000 0.00 0.0 0.0 0.0351 0.0168 0.0000 0.0000 C 45.000 0.00 0.0 0.0 0.0337 0.0168 0.0000 0.0000 C 35.000 0.00 0.0 0.0 0.0319 0.0168 0.0000 0.0000 C 25.000 0.00 0.0 0.0 0.0298 0.0168 0.0000 0.0000 C 15.000 0.00 0.0 0.0 0.0268 0.0168 0.0000 0.0000

D 194.000 0.00 180.0 0.0 0.0830 0.1002 0.0000 0.0000

D 177.917 0.00 180.0 0.0 0.0830 0.1002 0.0000 0.0000 D 177.917 0.00 180.0 0.0 0.0945 0.1162 0.0000 0.0000 D 161.833 0.00 180.0 0.0 0.0945 0.1162 0.0000 0.0000 D 161.833 0.00 180.0 0.0 0.1053 0.1322 0.0000 0.0000 D 145.750 0.00 180.0 0.0 0.1053 0.1322 0.0000 0.0000 D 145.750 0.00 180.0 0.0 0.1119 0.3667 0.0000 0.0000 D 140.750 0.00 180.0 0.0 0.1119 0.3667 0.0000 0.0000 D 140.750 0.00 180.0 0.0 0.1157 0.2391 0.0000 0.0000 D 126.750 0.00 180.0 0.0 0.1157 0.2391 0.0000 0.0000 D 126.750 0.00 180.0 0.0 0.1236 0.2614 0.0000 0.0000 D 112.750 0.00 180.0 0.0 0.1236 0.2614 0.0000 0.0000 D 112.750 0.00 180.0 0.0 0.1307 0.2837 0.0000 0.0000 D 98.750 0.00 180.0 0.0 0.1307 0.2837 0.0000 0.0000 D 98.750 0.00 180.0 0.0 0.1353 0.5943 0.0000 0.0000 D 92.250 0.00 180.0 0.0 0.1353 0.5943 0.0000 0.0000 D 92.250 0.00 180.0 0.0 0.1363 0.3098 0.0000 0.0000 D 79.250 0.00 180.0 0.0 0.1363 0.3098 0.0000 0.0000 D 79.250 0.00 180.0 0.0 0.1406 0.3306 0.0000 0.0000 D 66.250 0.00 180.0 0.0 0.1406 0.3306 0.0000 0.0000 D 66.250 0.00 180.0 0.0 0.1434 0.3513 0.0000 0.0000 D 53.250 0.00 180.0 0.0 0.1434 0.3513 0.0000 0.0000 D 53.250 0.00 180.0 0.0 0.1444 0.7751 0.0000 0.0000 D 45.250 0.00 180.0 0.0 0.1444 0.7751 0.0000 0.0000 D 45.250 0.00 180.0 0.0 0.1422 0.4244 0.0000 0.0000 D 11.312 0.00 180.0 0.0 0.1313 0.4650 0.0000 0.0000 D 11.312 0.00 180.0 0.0 0.1313 0.4854 0.0000 0.0000 D 0.000 0.00 180.0 0.0 0.1313 0.4854 0.0000 0.0000

LOADING CONDITION M =======================================================

127 mph wind with no ice. Wind Azimuth: 0• (0.9 D + 1.0 Wo)

LOAD ELEV APPLY..LOAD..AT LOAD ......FORCES...... ......MOMENTS

TYPE RADIUS AZI AZI HORIZ DOWN VERTICAL TORSNAL

ft ft kip kip ft-kip ft-kip

C 194.000 0.00 0.0 0.0 13.0894 3.6000 0.0000 0.0000 C 192.000 0.00 0.0 0.0 0.0000 1.0783 0.0000 0.0000 C 192.000 0.00 0.0 0.0 0.0183 0.0050 0.0000 0.0000 C 185.000 0.00 0.0 0.0 0.0454 0.0126 0.0000 0.0000 C 184.000 0.00 0.0 0.0 0.0000 1.0333 0.0000 0.0000 C 184.000 0.00 0.0 0.0 10.3565 3.6000 0.0000 0.0000 C 175.000 0.00 0.0 0.0 0.0448 0.0126 0.0000 0.0000 C 174.000 0.00 0.0 0.0 0.0000 0.9772 0.0000 0.0000 C 174.000 0.00 0.0 0.0 10.2361 3.6000 0.0000 0.0000 C 165.000 0.00 0.0 0.0 0.0443 0.0126 0.0000 0.0000 C 164.000 0.00 0.0 0.0 0.0000 0.9210 0.0000 0.0000 C 164.000 0.00 0.0 0.0 10.1100 3.6000 0.0000 0.0000 C 155.000 0.00 0.0 0.0 0.0437 0.0126 0.0000 0.0000 C 145.000 0.00 0.0 0.0 0.0431 0.0126 0.0000 0.0000 C 135.000 0.00 0.0 0.0 0.0424 0.0126 0.0000 0.0000 C 125.000 0.00 0.0 0.0 0.0418 0.0126 0.0000 0.0000 C 115.000 0.00 0.0 0.0 0.0410 0.0126 0.0000 0.0000 C 105.000 0.00 0.0 0.0 0.0403 0.0126 0.0000 0.0000 C 95.000 0.00 0.0 0.0 0.0394 0.0126 0.0000 0.0000 C 85.000 0.00 0.0 0.0 0.0385 0.0126 0.0000 0.0000 C 75.000 0.00 0.0 0.0 0.0375 0.0126 0.0000 0.0000 C 65.000 0.00 0.0 0.0 0.0364 0.0126 0.0000 0.0000 C 55.000 0.00 0.0 0.0 0.0351 0.0126 0.0000 0.0000 C 45.000 0.00 0.0 0.0 0.0337 0.0126 0.0000 0.0000 C 35.000 0.00 0.0 0.0 0.0319 0.0126 0.0000 0.0000 C 25.000 0.00 0.0 0.0 0.0298 0.0126 0.0000 0.0000 C 15.000 0.00 0.0 0.0 0.0268 0.0126 0.0000 0.0000

D 194.000 0.00 180.0 0.0 0.0830 0.0751 0.0000 0.0000 D 177.917 0.00 180.0 0.0 0.0830 0.0751 0.0000 0.0000 D 177.917 0.00 180.0 0.0 0.0945 0.0872 0.0000 0.0000 D 161.833 0.00 180.0 0.0 0.0945 0.0872 0.0000 0.0000 D 161.833 0.00 180.0 0.0 0.1053 0.0992 0.0000 0.0000 D 145.750 0.00 180.0 0.0 0.1053 0.0992 0.0000 0.0000 D 145.750 0.00 180.0 0.0 0.1119 0.2750 0.0000 0.0000 D 140.750 0.00 180.0 0.0 0.1119 0.2750 0.0000 0.0000 D 140.750 0.00 180.0 0.0 0.1157 0.1793 0.0000 0.0000 D 126.750 0.00 180.0 0.0 0.1157 0.1793 0.0000 0.0000

D 126.750 0.00 180.0 0.0 0.1236 0.1960 0.0000 0.0000 D 112.750 0.00 180.0 0.0 0.1236 0.1960 0.0000 0.0000 D 112.750 0.00 180.0 0.0 0.1307 0.2127 0.0000 0.0000 D 98.750 0.00 180.0 0.0 0.1307 0.2127 0.0000 0.0000 D 98.750 0.00 180.0 0.0 0.1353 0.4457 0.0000 0.0000 D 92.250 0.00 180.0 0.0 0.1353 0.4457 0.0000 0.0000 D 92.250 0.00 180.0 0.0 0.1363 0.2324 0.0000 0.0000 D 79.250 0.00 180.0 0.0 0.1363 0.2324 0.0000 0.0000 D 79.250 0.00 180.0 0.0 0.1406 0.2479 0.0000 0.0000 D 66.250 0.00 180.0 0.0 0.1406 0.2479 0.0000 0.0000 D 66.250 0.00 180.0 0.0 0.1434 0.2635 0.0000 0.0000 D 53.250 0.00 180.0 0.0 0.1434 0.2635 0.0000 0.0000 D 53.250 0.00 180.0 0.0 0.1444 0.5814 0.0000 0.0000 D 45.250 0.00 180.0 0.0 0.1444 0.5814 0.0000 0.0000 D 45.250 0.00 180.0 0.0 0.1422 0.3183 0.0000 0.0000 D 11.312 0.00 180.0 0.0 0.1313 0.3488 0.0000 0.0000 D 11.312 0.00 180.0 0.0 0.1313 0.3640 0.0000 0.0000 D 0.000 0.00 180.0 0.0 0.1313 0.3640 0.0000 0.0000

LOADING CONDITION Y =======================================================

40 mph wind with 1 ice. Wind Azimuth: 0• (1.2 D + 1.0 Di + 1.0 Wi)

LOAD ELEV APPLY..LOAD..AT LOAD ......FORCES...... ......MOMENTS

TYPE RADIUS AZI AZI HORIZ DOWN VERTICAL TORSNAL

ft ft kip kip ft-kip ft-kip

C 194.000 0.00 0.0 0.0 2.0118 10.2943 0.0000 0.0000 C 192.000 0.00 0.0 0.0 0.0000 1.4377 0.0000 0.0000 C 192.000 0.00 0.0 0.0 0.0116 0.0187 0.0000 0.0000 C 185.000 0.00 0.0 0.0 0.0288 0.0288 0.0000 0.0000 C 184.000 0.00 0.0 0.0 0.0000 1.3778 0.0000 0.0000 C 184.000 0.00 0.0 0.0 1.5890 10.2654 0.0000 0.0000 C 175.000 0.00 0.0 0.0 0.0283 0.0288 0.0000 0.0000 C 174.000 0.00 0.0 0.0 0.0000 1.3029 0.0000 0.0000 C 174.000 0.00 0.0 0.0 1.5674 10.2351 0.0000 0.0000 C 165.000 0.00 0.0 0.0 0.0278 0.0288 0.0000 0.0000 C 164.000 0.00 0.0 0.0 0.0000 1.2280 0.0000 0.0000 C 164.000 0.00 0.0 0.0 1.5449 10.2032 0.0000 0.0000 C 155.000 0.00 0.0 0.0 0.0273 0.0288 0.0000 0.0000 C 145.000 0.00 0.0 0.0 0.0268 0.0288 0.0000 0.0000 C 135.000 0.00 0.0 0.0 0.0262 0.0288 0.0000 0.0000 C 125.000 0.00 0.0 0.0 0.0256 0.0288 0.0000 0.0000 C 115.000 0.00 0.0 0.0 0.0250 0.0288 0.0000 0.0000 C 105.000 0.00 0.0 0.0 0.0243 0.0288 0.0000 0.0000 C 95.000 0.00 0.0 0.0 0.0236 0.0288 0.0000 0.0000 C 85.000 0.00 0.0 0.0 0.0229 0.0288 0.0000 0.0000 C 75.000 0.00 0.0 0.0 0.0220 0.0288 0.0000 0.0000 C 65.000 0.00 0.0 0.0 0.0211 0.0288 0.0000 0.0000 C 55.000 0.00 0.0 0.0 0.0201 0.0288 0.0000 0.0000 C 45.000 0.00 0.0 0.0 0.0190 0.0288 0.0000 0.0000 C 35.000 0.00 0.0 0.0 0.0176 0.0288 0.0000 0.0000 C 25.000 0.00 0.0 0.0 0.0160 0.0288 0.0000 0.0000 C 15.000 0.00 0.0 0.0 0.0138 0.0288 0.0000 0.0000

D 194.000 0.00 180.0 0.0 0.0159 0.1449 0.0000 0.0000 D 177.917 0.00 180.0 0.0 0.0159 0.1449 0.0000 0.0000 D 177.917 0.00 180.0 0.0 0.0179 0.1672 0.0000 0.0000 D 161.833 0.00 180.0 0.0 0.0179 0.1672 0.0000 0.0000 D 161.833 0.00 180.0 0.0 0.0197 0.1894 0.0000 0.0000 D 145.750 0.00 180.0 0.0 0.0197 0.1894 0.0000 0.0000 D 145.750 0.00 180.0 0.0 0.0208 0.4278 0.0000 0.0000 D 140.750 0.00 180.0 0.0 0.0208 0.4278 0.0000 0.0000 D 140.750 0.00 180.0 0.0 0.0214 0.3026 0.0000 0.0000 D 126.750 0.00 180.0 0.0 0.0214 0.3026 0.0000 0.0000 D 126.750 0.00 180.0 0.0 0.0228 0.3298 0.0000 0.0000 D 112.750 0.00 180.0 0.0 0.0228 0.3298 0.0000 0.0000 D 112.750 0.00 180.0 0.0 0.0239 0.3568 0.0000 0.0000 D 98.750 0.00 180.0 0.0 0.0239 0.3568 0.0000 0.0000 D 98.750 0.00 180.0 0.0 0.0247 0.6707 0.0000 0.0000 D 92.250 0.00 180.0 0.0 0.0247 0.6707 0.0000 0.0000 D 92.250 0.00 180.0 0.0 0.0248 0.3877 0.0000 0.0000 D 79.250 0.00 180.0 0.0 0.0248 0.3877 0.0000 0.0000 D 79.250 0.00 180.0 0.0 0.0255 0.4121 0.0000 0.0000

D 66.250 0.00 180.0 0.0 0.0255 0.4121 0.0000 0.0000 D 66.250 0.00 180.0 0.0 0.0259 0.4361 0.0000 0.0000 D 53.250 0.00 180.0 0.0 0.0259 0.4361 0.0000 0.0000 D 53.250 0.00 180.0 0.0 0.0260 0.8622 0.0000 0.0000 D 45.250 0.00 180.0 0.0 0.0260 0.8622 0.0000 0.0000 D 45.250 0.00 180.0 0.0 0.0256 0.5119 0.0000 0.0000 D 11.312 0.00 180.0 0.0 0.0235 0.5532 0.0000 0.0000 D 11.312 0.00 180.0 0.0 0.0234 0.5682 0.0000 0.0000 D 0.000 0.00 180.0 0.0 0.0234 0.5682 0.0000 0.0000

LOADING CONDITION AK =======================================================

Seismic - Azimuth: 0• (1.2 D + 1.0 Ev + 1.0 Eh)

LOAD ELEV APPLY..LOAD..AT LOAD ......FORCES...... ......MOMENTS

TYPE RADIUS AZI AZI HORIZ DOWN VERTICAL TORSNAL

ft ft kip kip ft-kip ft-kip

C 194.000 0.00 0.0 0.0 0.3063 4.8856 0.0000 0.0000 C 192.000 0.00 0.0 0.0 0.0004 0.0068 0.0000 0.0000 C 192.000 0.00 0.0 0.0 0.0899 1.4633 0.0000 0.0000 C 185.000 0.00 0.0 0.0 0.0010 0.0171 0.0000 0.0000 C 184.000 0.00 0.0 0.0 0.0791 1.4024 0.0000 0.0000 C 184.000 0.00 0.0 0.0 0.2756 4.8856 0.0000 0.0000 C 175.000 0.00 0.0 0.0 0.0009 0.0171 0.0000 0.0000 C 174.000 0.00 0.0 0.0 0.0669 1.3262 0.0000 0.0000 C 174.000 0.00 0.0 0.0 0.2464 4.8856 0.0000 0.0000 C 167.380 0.00 0.0 0.0 0.2995 6.4156 0.0000 0.0000 C 165.000 0.00 0.0 0.0 0.0008 0.0171 0.0000 0.0000 C 164.000 0.00 0.0 0.0 0.0560 1.2500 0.0000 0.0000 C 164.000 0.00 0.0 0.0 0.2189 4.8856 0.0000 0.0000 C 155.000 0.00 0.0 0.0 0.0007 0.0171 0.0000 0.0000 C 145.000 0.00 0.0 0.0 0.0006 0.0171 0.0000 0.0000 C 135.000 0.00 0.0 0.0 0.0005 0.0171 0.0000 0.0000 C 125.000 0.00 0.0 0.0 0.0004 0.0171 0.0000 0.0000 C 119.000 0.00 0.0 0.0 0.3365 14.2643 0.0000 0.0000 C 115.000 0.00 0.0 0.0 0.0004 0.0171 0.0000 0.0000 C 105.000 0.00 0.0 0.0 0.0003 0.0171 0.0000 0.0000 C 95.000 0.00 0.0 0.0 0.0003 0.0171 0.0000 0.0000 C 85.000 0.00 0.0 0.0 0.0002 0.0171 0.0000 0.0000 C 75.000 0.00 0.0 0.0 0.0002 0.0171 0.0000 0.0000 C 72.000 0.00 0.0 0.0 0.1556 18.0155 0.0000 0.0000 C 65.000 0.00 0.0 0.0 0.0001 0.0171 0.0000 0.0000 C 55.000 0.00 0.0 0.0 0.0001 0.0171 0.0000 0.0000 C 45.000 0.00 0.0 0.0 0.0001 0.0171 0.0000 0.0000 C 35.000 0.00 0.0 0.0 0.0000 0.0171 0.0000 0.0000 C 26.620 0.00 0.0 0.0 0.0286 24.2001 0.0000 0.0000 C 25.000 0.00 0.0 0.0 0.0000 0.0171 0.0000 0.0000 C 15.000 0.00 0.0 0.0 0.0000 0.0171 0.0000 0.0000

D 194.000 0.00 180.0 180.0 0.0000 0.0000 0.0000 0.0000 D 0.000 0.00 180.0 180.0 0.0000 0.0000 0.0000 0.0000

LOADING CONDITION AL =======================================================

Seismic - Azimuth: 0• (0.9 D - 1.0 Ev + 1.0 Eh)

LOAD ELEV APPLY..LOAD..AT LOAD ......FORCES...... ......MOMENTS

TYPE RADIUS AZI AZI HORIZ DOWN VERTICAL TORSNAL

ft ft kip kip ft-kip ft-kip

C 194.000 0.00 0.0 0.0 0.3063 3.5144 0.0000 0.0000 C 192.000 0.00 0.0 0.0 0.0004 0.0049 0.0000 0.0000 C 192.000 0.00 0.0 0.0 0.0899 1.0527 0.0000 0.0000 C 185.000 0.00 0.0 0.0 0.0010 0.0123 0.0000 0.0000 C 184.000 0.00 0.0 0.0 0.0791 1.0088 0.0000 0.0000 C 184.000 0.00 0.0 0.0 0.2756 3.5144 0.0000 0.0000

C 175.000 0.00 0.0 0.0 0.0009 0.0123 0.0000 0.0000 C 174.000 0.00 0.0 0.0 0.0669 0.9540 0.0000 0.0000 C 174.000 0.00 0.0 0.0 0.2464 3.5144 0.0000 0.0000 C 167.380 0.00 0.0 0.0 0.2995 4.6150 0.0000 0.0000 C 165.000 0.00 0.0 0.0 0.0008 0.0123 0.0000 0.0000 C 164.000 0.00 0.0 0.0 0.0560 0.8992 0.0000 0.0000 C 164.000 0.00 0.0 0.0 0.2189 3.5144 0.0000 0.0000 C 155.000 0.00 0.0 0.0 0.0007 0.0123 0.0000 0.0000 C 145.000 0.00 0.0 0.0 0.0006 0.0123 0.0000 0.0000 C 135.000 0.00 0.0 0.0 0.0005 0.0123 0.0000 0.0000 C 125.000 0.00 0.0 0.0 0.0004 0.0123 0.0000 0.0000 C 119.000 0.00 0.0 0.0 0.3365 10.2609 0.0000 0.0000 C 115.000 0.00 0.0 0.0 0.0004 0.0123 0.0000 0.0000 C 105.000 0.00 0.0 0.0 0.0003 0.0123 0.0000 0.0000 C 95.000 0.00 0.0 0.0 0.0003 0.0123 0.0000 0.0000 C 85.000 0.00 0.0 0.0 0.0002 0.0123 0.0000 0.0000 C 75.000 0.00 0.0 0.0 0.0002 0.0123 0.0000 0.0000 C 72.000 0.00 0.0 0.0 0.1556 12.9593 0.0000 0.0000 C 65.000 0.00 0.0 0.0 0.0001 0.0123 0.0000 0.0000 C 55.000 0.00 0.0 0.0 0.0001 0.0123 0.0000 0.0000 C 45.000 0.00 0.0 0.0 0.0001 0.0123 0.0000 0.0000 C 35.000 0.00 0.0 0.0 0.0000 0.0123 0.0000 0.0000 C 26.620 0.00 0.0 0.0 0.0286 17.4081 0.0000 0.0000 C 25.000 0.00 0.0 0.0 0.0000 0.0123 0.0000 0.0000 C 15.000 0.00 0.0 0.0 0.0000 0.0123 0.0000 0.0000

D 194.000 0.00 180.0 180.0 0.0000 0.0000 0.0000 0.0000 D 0.000 0.00 180.0 180.0 0.0000 0.0000 0.0000 0.0000

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Sabre Towers and Poles on: 6 sep 2022 at: 13:32:26

MAXIMUM POLE DEFORMATIONS CALCULATED(w.r.t. wind direction)

MAST .......DEFLECTIONS (ft)......... .........ROTATIONS (deg)

ELEV ..... HORIZONTAL ...... DOWN ........ TILT .......... TWIST

ft ALONG ACROSS ALONG ACROSS

194.0 18.11K 0.05F 2.40K 10.94K 0.02F 0.00U

177.9 15.17K 0.04F 1.84K 10.66K 0.02F 0.00U

161.8 12.38K 0.04F 1.35K 9.81K 0.02F 0.00K

145.7 9.87K 0.03F 0.94K 8.48K 0.02F 0.00K

140.7 9.16K 0.03F 0.84K 8.18K 0.02F 0.00K

126.7 7.30K 0.02F 0.59K 7.25K 0.02F 0.00K

112.7 5.67K 0.02F 0.40K 6.32K 0.02F 0.00K

98.7 4.25K 0.01F 0.26K 5.40K 0.02F 0.00K

92.2 3.67K 0.01F 0.20K 4.98K 0.02F 0.00K

79.2 2.64K 0.01F 0.12K 4.13K 0.01F 0.00K

66.2 1.80K 0.01F 0.07K 3.31K 0.01F 0.00K

53.2 1.14K 0.00F 0.03K 2.54K 0.01F 0.00K

45.2 0.81K 0.00F 0.02K 2.14K 0.01F 0.00K

33.9 0.45K 0.00F 0.01K 1.56K 0.01F 0.00K

22.6 0.20K 0.00Q 0.00K 1.01K 0.00F 0.00K

11.3 0.05K 0.00Q 0.00B 0.49K 0.00Q 0.00K

0.0 0.00A 0.00A 0.00A 0.00A 0.00A 0.00A

MAXIMUM POLE FORCES CALCULATED(w.r.t. to wind direction)

MAST TOTAL SHEAR.w.r.t.WIND.DIR MOMENT.w.r.t.WIND.DIR TORSION

ELEV AXIAL ALONG ACROSS ALONG ACROSS

ft kip kip kip ft-kip ft-kip ft-kip

194.0

10.29 AI 13.09 P 0.00 F -0.02 F 0.01 F 0.00 F

25.75 AI 24.83 P 0.00 F -301.71 C -0.04 R 0.10 T

177.9

25.75 Z 24.83 T 0.01 I -301.72 C 0.06 T 0.10 T

51.47 Z 46.76 T 0.01 I -899.49 E -0.19 I 0.30 T

161.8

51.47 Y 46.77 Q 0.02 I -899.53 E -0.20 R 0.30 T

54.54 Y 48.49 Q 0.02 I -1718.85 E -0.55 I 0.56 T

145.7

54.54 Z 48.64 T 0.24 C -1719.01 D 0.56 H 0.55 T

56.71 Z 49.24 T 0.24 C -1980.34 E -0.84 R 0.63 T

140.7

56.71 AG 49.32 N 0.26 N -1980.27 K -1.06 C 0.63 T

60.98 AG 50.97 N 0.26 N -2731.47 K -3.98 F 0.79 U

126.7

60.98 AG 51.10 N 0.23 F -2731.44 K -3.91 F 0.77 U

65.65 AG 52.90 N 0.23 F -3507.95 K -7.12 F 1.10 K

112.7

65.65 AG 52.90 N 0.20 F -3507.87 K -7.12 F 1.10 K

70.67 AG 54.76 N 0.20 F -4309.86 K -9.91 F 1.43 K

98.7

70.67 AG 54.70 N 0.23 N -4309.55 K -9.95 F 1.42 K

75.06 AG 55.61 N 0.23 N -4690.78 K -11.31 F 1.58 K

92.2

75.06 AG 55.61 N 0.28 F -4690.78 K -11.24 F 1.58 K

80.13 AG 57.41 N 0.28 F -5469.03 K -14.87 F 1.79 K

79.2

80.13 Z 57.41 N -0.32 Q -5468.97 K -14.89 F 1.79 K

85.51 Z 59.27 N -0.32 Q -6267.56 K -18.84 F 2.04 K

66.2

85.51 Z 59.26 N -0.31 Q -6267.50 K -18.84 F 2.04 K

91.24 Z 61.20 N -0.31 Q -7085.11 K -22.87 F 2.25 K

53.2

91.24 Z 61.21 N -0.32 Q -7085.18 K -22.82 F 2.25 K

98.14 Z 62.36 N -0.32 Q -7598.62 K -25.00 F 2.36 K

45.2

98.14 Z 62.38 N -0.33 Q -7598.74 K -24.96 F 2.36 K

104.06 Z 64.03 N -0.33 Q -8336.83 K -27.72 F 2.49 K

33.9

104.06 Z 64.03 N -0.33 Q -8336.82 K -27.70 F 2.49 K

110.12 Z 65.60 N -0.33 Q -9087.01 K -30.30 F 2.58 K

22.6

110.12 Z 65.61 N -0.34 Q -9086.97 K -30.30 F 2.58 K

116.33 Z 67.14 N -0.34 Q -9848.06 K -33.00 F 2.63 K

11.3

116.33 Z 67.15 N -0.34 Q -9848.06 K -33.01 F 2.63 K

122.75 Z 68.63 N -0.34 Q -10618.74 K 36.62 Q 2.65 K

base reaction 122.75 Z -68.63 N 0.34 Q 10618.74 K -36.62 Q -2.65 K

COMPLIANCE WITH 4.8.2 & 4.5.4

ELEV AXIAL BENDING SHEAR + TOTAL SATISFIED D/t(w/t) MAX

TORSIONAL ALLOWED

194.00

0.01AI 0.00F 0.02P 0.01AG YES 11.92A 45.2

0.01AI 0.28C 0.03P 0.29C YES 14.18A 45.2

177.92

0.01Z 0.28C 0.03T 0.29C YES 14.18A 45.2

0.02Z 0.64E 0.04T 0.65E YES 16.43A 45.2

161.83

0.02Y 0.64E 0.04Q 0.65E YES 16.43A 45.2

0.02Y 0.98E 0.04Q 1.00E YES 18.69A 45.2

145.75

0.01Z 0.60D 0.02T 0.61D YES 11.55A 45.2

0.01Z 0.64E 0.02T 0.65E YES 11.98A 45.2

140.75

0.01AG 0.67K 0.02N 0.67K YES 11.76A 45.2

0.01AG 0.76K 0.02N 0.77K YES 12.99A 45.2

126.75

0.01AG 0.76K 0.02N 0.77K YES 12.99A 45.2

0.01AG 0.82K 0.02N 0.83K YES 14.22A 45.2

112.75

0.01AG 0.82K 0.02N 0.83K YES 14.22A 45.2

0.01AG 0.86K 0.02N 0.87K YES 15.44A 45.2

98.75

0.01AG 0.86K 0.02N 0.87K YES 15.44A 45.2

0.01AG 0.87K 0.02N 0.88K YES 16.01A 45.2

92.25

0.01AG 0.91K 0.02N 0.92K YES 15.66A 45.2

0.01AG 0.94K 0.02N 0.95K YES 16.80A 45.2

79.25

0.01Z 0.94K 0.02N 0.95K YES 16.80A 45.2

0.01Z 0.96K 0.02K 0.97K YES 17.94A 45.2

66.25

0.01Z 0.96K 0.02N 0.97K YES 17.94A 45.2

0.01Z 0.98K 0.02K 0.99K YES 19.08A 45.2

53.25

0.01Z 0.85K 0.02K 0.86K YES 16.92A 45.2

0.01Z 0.85K 0.02K 0.86K YES 17.54A 45.2

45.25

0.01Z 0.88K 0.02K 0.89K YES 17.23A 45.2

0.01Z 0.89K 0.02K 0.90K YES 18.11A 45.2

33.94

0.01Z 0.89K 0.02K 0.90K YES 18.11A 45.2

0.01Z 0.89K 0.02K 0.90K YES 18.99A 45.2

22.62

0.01Z 0.89K 0.02K 0.90K YES 18.99A 45.2

0.01Z 0.90K 0.02K 0.91K YES 19.87A 45.2

11.31

0.01Z 0.90K 0.02K 0.91K YES 19.87A 45.2

0.01Z 0.90K 0.02K 0.91K YES 20.76A 45.2

0.00

MAXIMUM LOADS ONTO FOUNDATION(w.r.t. wind direction)

DOWN SHEAR.w.r.t.WIND.DIR MOMENT.w.r.t.WIND.DIR TORSION

ALONG ACROSS ALONG ACROSS

kip kip kip ft-kip ft-kip ft-kip

122.75 68.63 -0.34 -10618.74 36.62 2.65 Z N Q K Q K

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Processed under license at:

Sabre Towers and Poles on: 6 sep 2022 at: 13:32:39

************************** Service Load Condition ***************************

* Only 1 condition(s) shown in full

* Some concentrated wind loads may have been derived from full-scale wind tunnel testing

LOADING CONDITION A =======================================================

60 mph wind with no ice. Wind Azimuth: 0• (1.0 D + 1.0 Wo)

LOAD ELEV APPLY..LOAD..AT LOAD ......FORCES...... ......MOMENTS

TYPE RADIUS AZI AZI HORIZ DOWN VERTICAL TORSNAL

ft ft kip kip ft-kip ft-kip

C 194.000 0.00 0.0 0.0 2.6140 4.0000 0.0000 0.0000 C 192.000 0.00 0.0 0.0 0.0000 1.1981 0.0000 0.0000 C 192.000 0.00 0.0 0.0 0.0037 0.0056 0.0000 0.0000 C 185.000 0.00 0.0 0.0 0.0091 0.0140 0.0000 0.0000 C 184.000 0.00 0.0 0.0 0.0000 1.1482 0.0000 0.0000 C 184.000 0.00 0.0 0.0 2.0683 4.0000 0.0000 0.0000 C 175.000 0.00 0.0 0.0 0.0090 0.0140 0.0000 0.0000 C 174.000 0.00 0.0 0.0 0.0000 1.0858 0.0000 0.0000 C 174.000 0.00 0.0 0.0 2.0442 4.0000 0.0000 0.0000 C 165.000 0.00 0.0 0.0 0.0088 0.0140 0.0000 0.0000 C 164.000 0.00 0.0 0.0 0.0000 1.0234 0.0000 0.0000 C 164.000 0.00 0.0 0.0 2.0190 4.0000 0.0000 0.0000 C 155.000 0.00 0.0 0.0 0.0087 0.0140 0.0000 0.0000 C 145.000 0.00 0.0 0.0 0.0086 0.0140 0.0000 0.0000 C 135.000 0.00 0.0 0.0 0.0085 0.0140 0.0000 0.0000 C 125.000 0.00 0.0 0.0 0.0083 0.0140 0.0000 0.0000 C 115.000 0.00 0.0 0.0 0.0082 0.0140 0.0000 0.0000 C 105.000 0.00 0.0 0.0 0.0080 0.0140 0.0000 0.0000 C 95.000 0.00 0.0 0.0 0.0079 0.0140 0.0000 0.0000 C 85.000 0.00 0.0 0.0 0.0077 0.0140 0.0000 0.0000 C 75.000 0.00 0.0 0.0 0.0075 0.0140 0.0000 0.0000 C 65.000 0.00 0.0 0.0 0.0073 0.0140 0.0000 0.0000 C 55.000 0.00 0.0 0.0 0.0070 0.0140 0.0000 0.0000 C 45.000 0.00 0.0 0.0 0.0067 0.0140 0.0000 0.0000 C 35.000 0.00 0.0 0.0 0.0064 0.0140 0.0000 0.0000 C 25.000 0.00 0.0 0.0 0.0059 0.0140 0.0000 0.0000 C 15.000 0.00 0.0 0.0 0.0053 0.0140 0.0000 0.0000

D 194.000 0.00 180.0 0.0 0.0166 0.0835 0.0000 0.0000 D 177.917 0.00 180.0 0.0 0.0166 0.0835 0.0000 0.0000 D 177.917 0.00 180.0 0.0 0.0189 0.0968 0.0000 0.0000 D 161.833 0.00 180.0 0.0 0.0189 0.0968 0.0000 0.0000 D 161.833 0.00 180.0 0.0 0.0210 0.1102 0.0000 0.0000 D 145.750 0.00 180.0 0.0 0.0210 0.1102 0.0000 0.0000

D 145.750 0.00 180.0 0.0 0.0224 0.3056 0.0000 0.0000 D 140.750 0.00 180.0 0.0 0.0224 0.3056 0.0000 0.0000 D 140.750 0.00 180.0 0.0 0.0231 0.1993 0.0000 0.0000 D 126.750 0.00 180.0 0.0 0.0231 0.1993 0.0000 0.0000 D 126.750 0.00 180.0 0.0 0.0247 0.2178 0.0000 0.0000 D 112.750 0.00 180.0 0.0 0.0247 0.2178 0.0000 0.0000 D 112.750 0.00 180.0 0.0 0.0261 0.2364 0.0000 0.0000 D 98.750 0.00 180.0 0.0 0.0261 0.2364 0.0000 0.0000 D 98.750 0.00 180.0 0.0 0.0270 0.4952 0.0000 0.0000 D 92.250 0.00 180.0 0.0 0.0270 0.4952 0.0000 0.0000 D 92.250 0.00 180.0 0.0 0.0272 0.2582 0.0000 0.0000 D 79.250 0.00 180.0 0.0 0.0272 0.2582 0.0000 0.0000 D 79.250 0.00 180.0 0.0 0.0281 0.2755 0.0000 0.0000 D 66.250 0.00 180.0 0.0 0.0281 0.2755 0.0000 0.0000 D 66.250 0.00 180.0 0.0 0.0286 0.2928 0.0000 0.0000 D 53.250 0.00 180.0 0.0 0.0286 0.2928 0.0000 0.0000 D 53.250 0.00 180.0 0.0 0.0288 0.6460 0.0000 0.0000 D 45.250 0.00 180.0 0.0 0.0288 0.6460 0.0000 0.0000 D 45.250 0.00 180.0 0.0 0.0284 0.3537 0.0000 0.0000 D 11.312 0.00 180.0 0.0 0.0262 0.3875 0.0000 0.0000 D 11.312 0.00 180.0 0.0 0.0262 0.4045 0.0000 0.0000 D 0.000 0.00 180.0 0.0 0.0262 0.4045 0.0000 0.0000

MAXIMUM POLE DEFORMATIONS CALCULATED(w.r.t. wind direction)

MAST .......DEFLECTIONS (ft)......... .........ROTATIONS (deg)

ELEV ..... HORIZONTAL ...... DOWN ........ TILT .......... TWIST

ft ALONG ACROSS ALONG ACROSS

194.0 3.72H 0.01K 0.10H 2.22H 0.00K 0.00I

177.9 3.10H 0.01K 0.08H 2.16H 0.00K 0.00I

161.8 2.52H 0.00K 0.06H 1.98H 0.00K 0.00I

145.7 2.00H 0.00K 0.04H 1.71H 0.00K 0.00I

140.7 1.85H 0.00K 0.04H 1.65H 0.00K 0.00I

126.7 1.48H 0.00K 0.03H 1.46H 0.00K 0.00I

112.7 1.14H 0.00K 0.02H 1.27H 0.00K 0.00I

98.7 0.86H 0.00K 0.01H 1.08H 0.00K 0.00I

92.2 0.74H 0.00K 0.01H 1.00H 0.00K 0.00I

79.2 0.53H 0.00K 0.01H 0.83H 0.00K 0.00I

66.2 0.36H 0.00K 0.00H 0.66H 0.00K 0.00I

53.2 0.23H 0.00K 0.00H 0.51H 0.00K 0.00I

45.2 0.16H 0.00K 0.00H 0.43H 0.00K 0.00I

33.9 0.09H 0.00K 0.00H 0.31H 0.00K 0.00I

22.6 0.04H 0.00K 0.00H 0.20H 0.00K 0.00I

11.3 0.01H 0.00K 0.00I 0.10H 0.00K 0.00I

0.0 0.00A 0.00A 0.00A 0.00A 0.00A 0.00A

MAXIMUM POLE FORCES CALCULATED(w.r.t. to wind direction)

MAST TOTAL SHEAR.w.r.t.WIND.DIR MOMENT.w.r.t.WIND.DIR TORSION

ELEV AXIAL ALONG ACROSS ALONG ACROSS

ft kip kip kip ft-kip ft-kip ft-kip

194.0

4.00 K 2.61 B 0.00 K 0.00 B 0.00 B 0.00 H

11.71 K 4.96 B 0.00 K -61.53 F 0.00 E 0.00 I

177.9

11.71 K 4.96 H 0.00 K -61.53 H 0.00 H 0.00 I

23.40 K 9.35 H 0.00 K -182.97 H -0.02 E 0.00 I

161.8

23.40 L 9.35 H 0.00 K -182.97 H 0.02 I 0.00 I

25.19 L 9.70 H 0.00 K -348.59 H 0.05 K 0.01 I

145.7

25.19 L 9.74 C -0.02 I -348.62 H 0.06 K 0.01 I

26.73 L 9.86 C -0.02 I -401.15 H 0.08 I 0.01 B

140.7

26.73 B 9.83 B 0.03 K -401.25 H -0.08 E 0.01 I

29.54 B 10.16 B 0.03 K -551.70 H -0.49 K 0.02 I

126.7

29.54 I 10.16 H 0.02 K -551.72 H -0.49 K 0.02 I

32.61 I 10.53 H 0.02 K -706.81 H -0.83 K 0.02 I

112.7

32.61 L 10.53 H 0.03 K -706.82 H -0.83 K 0.02 I

35.93 L 10.90 H 0.03 K -866.57 H -1.23 K 0.03 I

98.7

35.94 I 10.90 B 0.03 K -866.58 H -1.22 K 0.03 I

39.17 I 11.09 B 0.03 K -942.42 H -1.41 K 0.03 I

92.2

39.17 I 11.08 H 0.03 K -942.42 H -1.45 K 0.03 I

42.54 I 11.44 H 0.03 K -1097.25 H -1.82 K 0.04 I

79.2

42.54 I 11.45 H 0.04 K -1097.25 H -1.82 K 0.04 I

46.13 I 11.82 H 0.04 K -1255.98 H -2.37 K 0.04 I

66.2

46.13 B 11.82 H 0.04 K -1255.98 H -2.37 K 0.04 I

49.97 B 12.21 H 0.04 K -1418.58 H -2.91 K 0.04 I

53.2

49.97 B 12.22 H 0.04 K -1418.56 H -2.91 K 0.04 I

55.13 B 12.45 H 0.04 K -1520.63 H -3.24 K 0.04 I

45.2

55.13 B 12.45 H 0.04 K -1520.65 H -3.24 K 0.04 I

59.23 B 12.78 H 0.04 K -1667.48 H -3.66 K 0.05 I

33.9

59.23 B 12.78 H 0.04 K -1667.48 H -3.67 K 0.05 I

63.43 B 13.10 H 0.04 K -1816.96 H -4.12 K 0.05 I

22.6

63.43 B 13.09 H 0.04 K -1816.97 H -4.12 K 0.05 I

67.77 B 13.40 H 0.04 K -1968.76 H -4.59 K 0.05 I

11.3

67.77 B 13.40 H 0.04 K -1968.76 H -4.59 K 0.05 I

72.34 B 13.70 H 0.04 K -2122.69 H -5.05 K 0.05 I

base reaction 72.34 B -13.70 H -0.04 K 2122.69 H 5.05 K -0.05 I

COMPLIANCE WITH 4.8.2 & 4.5.4

ELEV AXIAL BENDING SHEAR + TOTAL SATISFIED D/t(w/t) MAX

TORSIONAL ALLOWED

194.00

0.00K 0.00B 0.00B 0.00K YES 11.92A 45.2

0.01K 0.06F 0.01B 0.06F YES 14.18A 45.2

177.92

0.01K 0.06H 0.01H 0.06F YES 14.18A 45.2

0.01K 0.13H 0.01H 0.14H YES 16.43A 45.2

161.83

0.01L 0.13H 0.01H 0.14H YES 16.43A 45.2

0.01L 0.20H 0.01H 0.21H YES 18.69A 45.2

145.75

0.01L 0.12H 0.00C 0.13H YES 11.55A 45.2

0.01L 0.13H 0.00C 0.14H YES 11.98A 45.2

140.75

0.01B 0.14H 0.00B 0.14H YES 11.76A 45.2

0.01B 0.15H 0.00B 0.16H YES 12.99A 45.2

126.75

0.01I 0.15H 0.00H 0.16H YES 12.99A 45.2

0.01I 0.17H 0.00H 0.17H YES 14.22A 45.2

112.75

0.01L 0.17H 0.00H 0.17H YES 14.22A 45.2

0.01L 0.17H 0.00H 0.18H YES 15.44A 45.2

98.75

0.01I 0.17H 0.00B 0.18H YES 15.44A 45.2

0.01I 0.18H 0.00B 0.18H YES 16.01A 45.2

92.25

0.01I 0.18H 0.00H 0.19H YES 15.66A 45.2

0.01I 0.19H 0.00H 0.20H YES 16.80A 45.2

79.25

0.01I 0.19H 0.00H 0.20H YES 16.80A 45.2

0.01I 0.19H 0.00H 0.20H YES 17.94A 45.2

66.25

0.01B 0.19H 0.00H 0.20H YES 17.94A 45.2

0.01B 0.20H 0.00H 0.20H YES 19.08A 45.2

53.25

0.01B 0.17H 0.00H 0.18H YES 16.92A 45.2

0.01B 0.17H 0.00H 0.18H YES 17.54A 45.2

45.25

0.01B 0.18H 0.00H 0.18H YES 17.23A 45.2

0.01B 0.18H 0.00H 0.19H YES 18.11A 45.2

33.94

0.01B 0.18H 0.00H 0.19H YES 18.11A 45.2

0.01B 0.18H 0.00H 0.19H YES 18.99A 45.2

22.62

0.01B 0.18H 0.00H 0.19H YES 18.99A 45.2

0.01B 0.18H 0.00H 0.19H YES 19.87A 45.2

11.31

0.01B 0.18H 0.00H 0.19H YES 19.87A 45.2

0.01B 0.18H 0.00H 0.19H YES 20.76A 45.2

0.00

MAXIMUM LOADS ONTO FOUNDATION(w.r.t. wind direction)

DOWN SHEAR.w.r.t.WIND.DIR MOMENT.w.r.t.WIND.DIR TORSION

ALONG ACROSS ALONG ACROSS

kip kip kip ft-kip ft-kip ft-kip

72.34 13.70 0.04 -2122.69 -5.05 0.05 B H K H K I

A n te n n a L o a d

R is k C a te g o ry

L in e D e a d lo a d

R .5

S te p B o lt s /S a fe ty C lim b L o a d

S S

S te p B o lt s /S a fe ty C lim b L o a d

A n te n n a L o a d

S it e C la s s

D d e fa u lt

L in e D e a d lo a d

T L s e c

S te p B o lt s /S a fe ty C lim b L o a d

F a

A n te n n a L o a d

F v

L in e D e a d lo a d

S M

S .1

S tr u c tu re

S e c ti o n

S M

S te p B o lt s /S a fe ty C lim b L o a d

S D

S .1

A n te n n a L o a d

S D

L in e D e a d lo a d

T s

S te p B o lt s /S a fe ty C lim b L o a d

I e .2

S te p B o lt s /S a fe ty C lim b L o a d

C S

S te p B o lt s /S a fe ty C lim b L o a d

E k s i)

S tr u c tu re

S e c ti o n

I to p in

S te p B o lt s /S a fe ty C lim b L o a d

I b o t ( in

S te p B o lt s /S a fe ty C lim b L o a d

I a vg in

S te p B o lt s /S a fe ty C lim b L o a d

.0 g in /s

S te p B o lt s /S a fe ty C lim b L o a d

W t ( k ip s

S te p B o lt s /S a fe ty C lim b L o a d

W u k ip s

S tr u c tu re

S e c ti o n

W L k ip s

S te p B o lt s /S a fe ty C lim b L o a d

L p in

S te p B o lt s /S a fe ty C lim b L o a d

.0 f 1

H e rt z

S te p B o lt s /S a fe ty C lim b L o a d

T s e c

S te p B o lt s /S a fe ty C lim b L o a d

.0 k e

S tr u c tu re

S e c ti o n

V s k ip s

S te p B o lt s /S a fe ty C lim b L o a d

S e is m ic

D e s ig n C a te g o ry

A S te p B o lt s /S a fe ty C lim b L o a d

E V k ip s

E V

(k ip s

V s

D e s c ri p ti o n h i ( ft w i ( k ip s

W u k ip s w ih ik e

F s z o r h s

A N

S I/ T

-2

-H

P a ra m e te rs

V e rt ic a l D is tr ib u ti o n o f S e is m ic

F o rc e s

S e is m ic

L o a d

E ff e c ts

E q u iv a le n t

L a te ra l F o rc e P ro c e d u re

P a g e

SO#:

Site Name:

Date: 9/6/2022

Diameter: 68.580 in (flat to flat)

Thickness: 0.5625 in

Yield (Fy): 65 ksi

# of Sides: 18 "0" IF Round

Strength (Fu): 80 ksi

Anchor Rod Results (per 4.9.9)

Moment, Mu: 10618.74 ft-kips Rigid

Axial, Pu: 86.61 kips Maximum Put: 195.34 Kips AISC LRFD

Shear, Vu: 68.52 kips �t*Rnt: 243.75 Kips

Other Vu: 2.02 Kips

�v*Rnv: 149.10 Kips

Tension Interaction Ratio: 0.64

Quantity: 34 Maximum Puc: 199.80 Kips

Diameter: 2.25 in �c*Rnc: 268.39 Kips

Rod Material: A615 Vu: 2.02 Kips

Strength (Fu): 100 ksi �c*Rnvc: 120.77 Kips

Yield (Fy): 75 ksi Compression Interaction Ratio: 0.74

BC Diam. (in): 76 BC Override: Maximum Interaction Ratio: 74.5% ��

Base Plate Results

Diameter (in): 81.75 Dia. Override: Rigid

Thickness: 2.75 in Base Plate (Mu/Z): 38.3 ksi AISC LRFD

Yield (Fy): 50 ksi Allowable �*Fy: 45.0 ksi (per AISC)

Eff Width/Rod: 6.40 in Base Plate Interaction Ratio: 85.1% ��

Drain Hole: 2.625 in. diameter

Drain Location: 32 in. center of pole to center of drain hole

Center Hole: 56 in. diameter

Reactions

511630

Rescue Squad, VA

Round Base Plate and Anchor Rods, per ANSI/TIA 222-H

Pole Data

Anchor Rod Data

Plate Data

LPile for Windows, Version 2019-11.009

This copy of LPile is being used by:

Sabre Sioux City, IA

Serial Number of Security Device: 160777296

This copy of LPile is licensed for exclusive use by:

Sabre Communications Corporation

Use of this program by any entity other than Sabre Communications Corporation is a violation of the software license agreement.

Files Used for Analysis

Path to file locations:

\Program Files (x86)\Ensoft\Lpile2019\files\

Name of input data file:

511630.lp11d

Name of output report file:

511630.lp11o

Name of plot output file:

511630.lp11p

Name of runtime message file:

511630.lp11r

Date and Time of Analysis

Date: September 6, 2022 Time: 13:32:34

Problem Title

Site : Rescue Squad, VA

Tower : 195' Monopole

Prepared for : BROADBAND TELECOM

Job Number : 511630

Engineer : REB

Program Options and Settings

Computational Options:

- Conventional Analysis Engineering Units Used for Data Input and Computations:

- US Customary System Units (pounds, feet, inches)

Analysis Control Options:

- Maximum number of iterations allowed = 999

- Deflection tolerance for convergence = 1.0000E-05 in

- Maximum allowable deflection = 100.0000 in

- Number of pile increments = 100

Loading Type and Number of Cycles of Loading:

- Static loading specified

- Use of p-y modification factors for p-y curves not selected

- Analysis uses layering correction (Method of Georgiadis)

- No distributed lateral loads are entered

- Loading by lateral soil movements acting on pile not selected

- Input of shear resistance at the pile tip not selected

- Input of moment resistance at the pile tip not selected

- Input of side resistance moment along pile not selected

- Computation of pile-head foundation stiffness matrix not selected

- Push-over analysis of pile not selected

- Buckling analysis of pile not selected

Output Options:

- Output files use decimal points to denote decimal symbols.

- Report only summary tables of pile-head deflection, maximum bending moment, and maximum shear force in output report file.

- No p-y curves to be computed and reported for user-specified depths

- Print using wide report formats

Pile Structural Properties and Geometry

Number of pile sections defined = 1 Total length of pile = 39.500 ft Depth of ground surface below top of pile = 0.5000 ft

Pile diameters used for p-y curve computations are defined using 2 points.

p-y curves are computed using pile diameter values interpolated with depth over the length of the pile. A summary of values of pile diameter vs. depth follows.

Depth Below Pile Point Pile Head Diameter No. feet inches 1 0.000 96.0000 2 39.500 96.0000

Input Structural Properties for Pile Sections:

Pile Section No. 1:

Section 1 is a round drilled shaft, bored pile, or CIDH pile Length of section = 39.500000 ft Shaft Diameter = 96.000000 in Shear capacity of section = 0.0000 lbs

Ground Slope and Pile Batter Angles

Ground Slope Angle = 0.000 degrees = 0.000 radians

Pile Batter Angle = 0.000 degrees = 0.000 radians

Soil and Rock Layering Information

The soil profile is modelled using 5 layers

Layer 1 is soft clay, p-y criteria by Matlock, 1970

Distance from top of pile to top of layer = 0.500000 ft Distance from top of pile to bottom of layer = 0.900000 ft Effective unit weight at top of layer = 110.000000 pcf Effective unit weight at bottom of layer = 110.000000 pcf Undrained cohesion at top of layer = 14.400000 psf Undrained cohesion at bottom of layer = 14.400000 psf Epsilon-50 at top of layer = 0.100000 Epsilon-50 at bottom of layer = 0.100000

Layer 2 is soft clay, p-y criteria by Matlock, 1970

Distance from top of pile to top of layer = 0.900000 ft Distance from top of pile to bottom of layer = 2.500000 ft Effective unit weight at top of layer = 110.000000 pcf Effective unit weight at bottom of layer = 110.000000 pcf Undrained cohesion at top of layer = 200.000000 psf Undrained cohesion at bottom of layer = 200.000000 psf Epsilon-50 at top of layer = 0.100000 Epsilon-50 at bottom of layer = 0.100000

Layer 3 is sand, p-y criteria by Reese et al., 1974

Distance from top of pile to top of layer = 2.500000 ft Distance from top of pile to bottom of layer = 13.000000 ft Effective unit weight at top of layer = 62.600000 pcf Effective unit weight at bottom of layer = 62.600000 pcf Friction angle at top of layer = 30.000000 deg.

Friction angle at bottom of layer = 30.000000 deg.

Subgrade k at top of layer = 60.000000 pci Subgrade k at bottom of layer = 60.000000 pci

Layer 4 is soft clay, p-y criteria by Matlock, 1970

Distance from top of pile to top of layer = 13.000000 ft Distance from top of pile to bottom of layer = 22.000000 ft Effective unit weight at top of layer = 52.600000 pcf Effective unit weight at bottom of layer = 52.600000 pcf Undrained cohesion at top of layer = 200.000000 psf Undrained cohesion at bottom of layer = 200.000000 psf Epsilon-50 at top of layer = 0.100000 Epsilon-50 at bottom of layer = 0.100000

Layer 5 is sand, p-y criteria by Reese et al., 1974

Distance from top of pile to top of layer = 22.000000 ft Distance from top of pile to bottom of layer = 50.500000 ft Effective unit weight at top of layer = 62.600000 pcf Effective unit weight at bottom of layer = 62.600000 pcf Friction angle at top of layer = 30.000000 deg.

Friction angle at bottom of layer = 30.000000 deg.

Subgrade k at top of layer = 60.000000 pci Subgrade k at bottom of layer = 60.000000 pci

(Depth of the lowest soil layer extends 11.000 ft below the pile tip)

Summary of Input Soil Properties

Layer Soil Type Layer Effective Cohesion Angle of E50

Num. Name Depth Unit Wt. Friction or kpy

(p-y Curve Type) ft pcf psf deg. krm pci

1 Soft 0.5000 110.0000 14.4000 -- 0.10000 --

Clay 0.9000 110.0000 14.4000 -- 0.10000 --

2 Soft 0.9000 110.0000 200.0000 -- 0.10000 --

Clay 2.5000 110.0000 200.0000 -- 0.10000 --

3 Sand 2.5000 62.6000 -- 30.0000 -- 60.0000

(Reese, et al.) 13.0000 62.6000 -- 30.0000 -- 60.0000

4 Soft 13.0000 52.6000 200.0000 -- 0.10000 --

Clay 22.0000 52.6000 200.0000 -- 0.10000 --

5 Sand 22.0000 62.6000 -- 30.0000 -- 60.0000

(Reese, et al.) 50.5000 62.6000 -- 30.0000 -- 60.0000

Static Loading Type

Static loading criteria were used when computing p-y curves for all analyses.

Pile-head Loading and Pile-head Fixity Conditions

Number of loads specified = 2

Load Load Condition Condition Axial Thrust Compute Top y Run Analysis No. Type 1 2 Force, lbs vs. Pile Length 1 1 V = 91533. lbs M = 170021600. in-lbs 115653. No Yes 2 1 V = 13720. lbs M = 25510800. in-lbs 72340. No Yes

V = shear force applied normal to pile axis M = bending moment applied to pile head y = lateral deflection normal to pile axis S = pile slope relative to original pile batter angle R = rotational stiffness applied to pile head Values of top y vs. pile lengths can be computed only for load types with specified shear loading (Load Types 1, 2, and 3).

Thrust force is assumed to be acting axially for all pile batter angles.

Computations of Nominal Moment Capacity and Nonlinear Bending Stiffness

Axial thrust force values were determined from pile-head loading conditions

Number of Pile Sections Analyzed = 1

Pile Section No. 1:

Dimensions and Properties of Drilled Shaft (Bored Pile):

Length of Section = 39.500000 ft Shaft Diameter = 96.000000 in Concrete Cover Thickness (to edge of long. rebar) = 3.625000 in Number of Reinforcing Bars = 60 bars Yield Stress of Reinforcing Bars = 60000. psi Modulus of Elasticity of Reinforcing Bars = 29000000. psi Gross Area of Shaft = 7238. sq. in.

Total Area of Reinforcing Steel = 93.687005 sq. in.

Area Ratio of Steel Reinforcement = 1.29 percent Edge-to-Edge Bar Spacing = 3.161022 in Maximum Concrete Aggregate Size = 0.750000 in

Ratio of Bar Spacing to Aggregate Size = 4.21 Offset of Center of Rebar Cage from Center of Pile = 0.0000 in

Axial Structural Capacities:

Nom. Axial Structural Capacity = 0.85 Fc Ac + Fy As = 32949.095 kips Tensile Load for Cracking of Concrete = -3458.756 kips Nominal Axial Tensile Capacity = -5621.220 kips

Reinforcing Bar Dimensions and Positions Used in Computations:

Bar Bar Diam. Bar Area X Y Number inches sq. in. inches inches 1 1.410000 1.561450 43.670000 0.00000 2 1.410000 1.561450 43.430771 4.564758 3 1.410000 1.561450 42.715706 9.079504 4 1.410000 1.561450 41.532638 13.494772 5 1.410000 1.561450 39.894530 17.762189 6 1.410000 1.561450 37.819329 21.835000 7 1.410000 1.561450 35.329772 25.668582 8 1.410000 1.561450 32.453135 29.220934 9 1.410000 1.561450 29.220934 32.453135 10 1.410000 1.561450 25.668582 35.329772 11 1.410000 1.561450 21.835000 37.819329 12 1.410000 1.561450 17.762189 39.894530 13 1.410000 1.561450 13.494772 41.532638 14 1.410000 1.561450 9.079504 42.715706 15 1.410000 1.561450 4.564758 43.430771 16 1.410000 1.561450 0.00000 43.670000 17 1.410000 1.561450 -4.564758 43.430771 18 1.410000 1.561450 -9.079504 42.715706 19 1.410000 1.561450 -13.494772 41.532638 20 1.410000 1.561450 -17.762189 39.894530 21 1.410000 1.561450 -21.835000 37.819329 22 1.410000 1.561450 -25.668582 35.329772 23 1.410000 1.561450 -29.220934 32.453135 24 1.410000 1.561450 -32.453135 29.220934 25 1.410000 1.561450 -35.329772 25.668582 26 1.410000 1.561450 -37.819329 21.835000 27 1.410000 1.561450 -39.894530 17.762189 28 1.410000 1.561450 -41.532638 13.494772 29 1.410000 1.561450 -42.715706 9.079504 30 1.410000 1.561450 -43.430771 4.564758 31 1.410000 1.561450 -43.670000 0.00000 32 1.410000 1.561450 -43.430771 -4.564758 33 1.410000 1.561450 -42.715706 -9.079504 34 1.410000 1.561450 -41.532638 -13.494772 35 1.410000 1.561450 -39.894530 -17.762189 36 1.410000 1.561450 -37.819329 -21.835000 37 1.410000 1.561450 -35.329772 -25.668582 38 1.410000 1.561450 -32.453135 -29.220934 39 1.410000 1.561450 -29.220934 -32.453135 40 1.410000 1.561450 -25.668582 -35.329772 41 1.410000 1.561450 -21.835000 -37.819329 42 1.410000 1.561450 -17.762189 -39.894530 43 1.410000 1.561450 -13.494772 -41.532638 44 1.410000 1.561450 -9.079504 -42.715706 45 1.410000 1.561450 -4.564758 -43.430771 46 1.410000 1.561450 0.00000 -43.670000 47 1.410000 1.561450 4.564758 -43.430771 48 1.410000 1.561450 9.079504 -42.715706 49 1.410000 1.561450 13.494772 -41.532638 50 1.410000 1.561450 17.762189 -39.894530 51 1.410000 1.561450 21.835000 -37.819329 52 1.410000 1.561450 25.668582 -35.329772 53 1.410000 1.561450 29.220934 -32.453135 54 1.410000 1.561450 32.453135 -29.220934 55 1.410000 1.561450 35.329772 -25.668582 56 1.410000 1.561450 37.819329 -21.835000 57 1.410000 1.561450 39.894530 -17.762189 58 1.410000 1.561450 41.532638 -13.494772 59 1.410000 1.561450 42.715706 -9.079504 60 1.410000 1.561450 43.430771 -4.564758

NOTE: The positions of the above rebars were computed by LPile

Minimum spacing between any two bars not equal to zero = 3.161 inches between bars 1 and 60.

Ratio of bar spacing to maximum aggregate size = 4.21

Concrete Properties:

Compressive Strength of Concrete = 4500. psi Modulus of Elasticity of Concrete = 3823676. psi Modulus of Rupture of Concrete = -503.115295 psi Compression Strain at Peak Stress = 0.002001 Tensile Strain at Fracture of Concrete = -0.0001152 Maximum Coarse Aggregate Size = 0.750000 in

Number of Axial Thrust Force Values Determined from Pile-head Loadings = 2

Number Axial Thrust Force kips 1 72.340 2 115.653

Summary of Results for Nominal Moment Capacity for Section 1

Moment values interpolated at maximum compressive strain = 0.003 or maximum developed moment if pile fails at smaller strains.

Load Axial Thrust Nominal Mom. Cap. Max. Comp.

No. kips in-kip Strain 1 72.340 219911.172 0.00300000 2 115.653 221258.178 0.00300000

Note that the values of moment capacity in the table above are not factored by a strength reduction factor (phi-factor).

In ACI 318, the value of the strength reduction factor depends on whether the transverse reinforcing steel bars are tied hoops (0.65) or spirals (0.75).

The above values should be multiplied by the appropriate strength reduction factor to compute ultimate moment capacity according to ACI 318, or the value required by the design standard being followed.

The following table presents factored moment capacities and corresponding bending stiffnesses computed for common resistance factor values used for reinforced concrete sections.

Axial Resist. Nominal Nominal Ult. (Fac) Ult. (Fac) Bend. Stiff.

Load Factor Ax. Thrust Moment Cap Ax. Thrust Moment Cap at Ult Mom No. kips in-kips kips in-kips kip-in^2 1 0.65 72.340000 219911. 47.021000 142942. 4.9348E+09 2 0.65 115.653333 221258. 75.174667 143818. 4.9676E+09

1 0.75 72.340000 219911. 54.255000 164933. 4.7718E+09 2 0.75 115.653333 221258. 86.740000 165944. 4.8052E+09

1 0.90 72.340000 219911. 65.106000 197920. 3.2597E+09 2 0.90 115.653333 221258. 104.088000 199132. 3.2888E+09

Layering Correction Equivalent Depths of Soil & Rock Layers

Top of Equivalent Layer Top Depth Same Layer Layer is F0 F1 Layer Below Below Type As Rock or Integral Integral No. Pile Head Grnd Surf Layer is Below for Layer for Layer ft ft Above Rock Layer lbs lbs 1 0.5000 0.00 N.A. No 0.00 212.2103 2 0.9000 0.04399 Yes No 212.2103 8991.

3 2.5000 1.6137 No No 9204. 407874.

4 13.0000 33.8014 No No 417078. 129600.

5 22.0000 15.1678 No No 546678. N.A.

Notes: The F0 integral of Layer n+1 equals the sum of the F0 and F1 integrals for Layer n. Layering correction equivalent depths are computed only for soil types with both shallow-depth and deep-depth expressions for peak lateral load transfer. These soil types are soft and stiff clays, non-liquefied sands, and cemented c-phi soil.

Summary of Pile-head Responses for Conventional Analyses

Definitions of Pile-head Loading Conditions:

Load Type 1: Load 1 = Shear, V, lbs, and Load 2 = Moment, M, in-lbs Load Type 2: Load 1 = Shear, V, lbs, and Load 2 = Slope, S, radians Load Type 3: Load 1 = Shear, V, lbs, and Load 2 = Rot. Stiffness, R, in-lbs/rad.

Load Type 4: Load 1 = Top Deflection, y, inches, and Load 2 = Moment, M, in-lbs Load Type 5: Load 1 = Top Deflection, y, inches, and Load 2 = Slope, S, radians

Load Load Load Axial Pile-head Pile-head Max Shear M

This is the start of the file's text. The full file is on GovTribe.

File details come from the government source that posted it. Updated Apr 2, 2024.