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Specifications (4)
Oa-20tt--00,249 1©267 See /V O*1757' Sabre IndustriEs'm Towers and Poles Structural Design Report 100' Monopole RECEIVE Site: Greenburg, OR OCT 3 0 2019 Site Number: PD81 CITY OF TIGARD BUILDING DIVISION Prepared for: VELOCITEL INC VA L1l�e� r-- 7t'rPT Y' b : Sabre Towers & Poles FM 'THE ISSUANCE OF A PEW,'IT BASED ON CONS1 RUC[ION DOCUMENTS AND OTHER Job Number: 18-7030-JJM DATA SHALL NOT E `HEVNT THE CODE OFFICIAL FROM tdEOUIRING THE COIVRECIION June 4, 2018 OF ERRORS. 06SC 1064 Monopole Profile 1 Foundation Design Summary 2 Pole Calculations 3-11 Foundation Calculations S '.t; - - �-� )1,;i -.fig 12-18 Staler q . =.:c: i �,-....� � ,� '•,.i.fir brNI Co c° e and "de ilei x11`.1 . 0 Boit. F SsC itod is x Cc:',,:-,(A-3 I ❑ SpnC, l OITI iris•, fI $10047 Concr 7te Frame s Asir forcing; ,r;r! i Precfr4usong Steel Tendons --)Nzi 0 Structural cX!l wr;i((,;S77i'•„ g l i jh-Strertr.Ph 3Y3iting GT)RAt 1 ❑ stru ti I r R. ,rti u 0 Reinforcr:rt 1: !;:'1..t-s't Co nc, rete4�pRQFs`F f,� pp 4, ? .� 0 inSEStlae eY,r ;..•ia i`118$471+1)' oN � lg 0 Spray Aa .:1;;k:..live Materials '°N'Is QaERT e.' " 0 S _ L vr�4tCfxr`ik t /l sys4E'S' 11' ❑ Special GraC=st r ExCa ation a•tci Filling I 0 smo Ce-Coctfci 3„,,, 8;,, Designed Appurtenance Loading • Elev Description Tx-Line 1.„..,-....;.....,196Sq.L.P.Platform(Monopole Only)-10'w/Handrail .' .. 94.75'i e"z 20" 96 (f2)80010902 t. a 50`,180°,3c0" (24) 15/8" 96 (4)DC6-48-60-18-8C (4)DC/Fiber Trunks 96 (24)B66A RRH 4X49 86 Platform-12'w/Enhanced Support Rail 86 (12)80010992 (24) 1 518" _ - tt ii 86 (4)DC6-48-60-18-80 (4) DC/Fiber Trunks r■ i l�i�i e4.75`t 8"x 20" 86 (24)9442 LTE RRH 76 PlaBorm-12'w/Enhanced Support Rail 76 (12)80010992 y, (24) 1 5/8" iI 76 (4)24)944 4 8-60-1 8-80 (4)DC/Fiber Trunks II 1I11 76 (24)9442 LTE RRH 75 (2)6'Ice Shield 7-'-' y �- 74.75'1 F.x 20" gjt N 60`J805300° 70 (2)Dish Mount(Monopole Only)-Pipe Mount(up to 6'Dish) �:' , 70 (2)6'H.P.Dish (2) 1 5/8" IF / 65 (1)6'IceShield 60 (1)Dish Mount(Monopole Only)-Pipe Mount(up to 6'Dish) 08'1 5"x 12" g 90°,270° 60 (7)6'H.P.Dish (1) 1 5/8" Load Case Reactions Description Axial(kips) Shear(kips) Moment(ft-k) Deflection(ft) Sway(deg) .23s Gusted Wind 49.84 31.43 2490,66 2.81 2.77 35 Gusted Wind 0.9 Dead 37.38 31.44 2471.27 2.78 2.74 [011).(1 58'1 8"s 12"1p n0° 3s Gusted Wind&Ice 90.3 3.4 276.49 0.32 0.32 Service Loads 41.53 7.33 578.44 0.65 0.64 Base Plate Dimensions to Shape Diameter Thickness Bolt Cirde Bolt Qty Bolt Diameter �_ °' o Q Round 61.75" 1.75" 55' 10 2.25" Anchor Bolt Dimensions Length Diameter Hole Diameter Weight Type Finish 84" 2.25" 2.625" 1271 A615-75 Gary Notes 1) Antenna Feed Lines Run Inside Pole 2) All dimensions are above ground level,unless otherwise specified. 3) Weights shown are estimates. Final weights may vary. 4) The Monopole was designed for a basic wind speed of 93 mph with 0"of radial ice,and 30 mph with 1"of radial ice,in accordance with ANSI/TIA-222 -G,Structure Class II,Exposure Category B,Topographic Category 1. 5) The tower design meets the requirements for an Ultimate Wind Speed of 120 mph(Risk Category II),in accordance with the 2014 Oregon Structural Specialty Code. 6) Full Height Step Bolts M 10- 7) Tower Rating:88.2% O10'1 11.5"x 31.5-@ 90°,270° 5'111.5"x31.5"@ 180°,360° G.L. m 00 c f 2 2 wd S mOY G z N E $ a _m m m r= o 2 Fs 3 O Sabre Communications Corporation Job ..-... ' 18.70304JM 7101 Southbridge Drive Sabre Industries' P.O.Box 658 Customer VELOCITEL INC Towers and Poles Sioux IA Site Name.Phan:(7City,12)25&868051102.0658 Greenburg,OR PD81 Fax(712)279.0814 Info-matronconunred herein..sae property of sabre Cornmunlcauows Corporation,constitutes a trade Description: 100'Monopole as defined by Iowa Code CI,.500 end shah not be reproduced,copied or used ot whole a e pan for any purpose se whatsoever wnhan me prier w,mon consent or sabre Canmunicaea,s Cnrporation. Date: 6/4/2018 By. REB Page 1 No.: 18-7030-JJM Sabre IndustriES'M Date: 06/04/18 Towers and Poles By: REB Customer: VELOCITEL INC Site: Greenburq, OR PD81 100' Monopole at 93 mph Wind with no ice and 30 mph Wind with 1 in. Ice per ANSI/TIA-222-G. Notes: 1) Concrete shall have a minimum 28-day compressive strength of 4,500 psi, in 6'-0" accordance with ACI 318-11. Grade Dia. 1 2) Rebar to conform to ASTM specification A615 A i �IIIII= ^ Grade 60. Two (2) #5 ties I 3) All rebar to have a minimum of 3"concrete within top 5"of cover. concrete L 4) All exposed concrete corners to be chamfered I 3/4". I .I 5) The foundation design is based on the geotechnical report by Adapt Engineering 0 project no.WA18-21207-GEO, dated:3/27/18 r` N r- 6) See the geotechnical report for drilled pier installation requirements, if specified. 7) The foundation is based on the following factored loads: Moment=2,490.66 k-ft Axial =49.84 k v Shear=31.43 k v ELEVATION VIEW (28.8 Cu.Yds.) (1 REQUIRED;NOT TO SCALE) Rebar Schedule for Pier Pier (18)#10 vertical rebar w/#5 ties,two within top 5"of pier,then 10"C/C 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 Page 2 18-7030-JJM (USA 222-G) - Monopole Spatial Analysis (c)2015 Guymast Inc. Tel:(416)736-7453 Fax:(416)736-4372 Web:www.guymast.com Processed under license at: sabre Towers and Poles on: 4 jun 2018 at: 9:42:22 100' Monopole / Greenburg, oR * 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 a*Pn a*Mn TYPE LENGTH RATIO ft in in kip ft-kip ft 99.0 27.92 0.250 1569.7 878.7 A 18 17.6 38.43 0.250 1935.3 1498.6 53.2 38.43 0.250 1935.3 1498.6 A/B 18 SLIP 5.50 1.71 39.21 0.438 3938.2 3081.4 47.7 39.21 0.438 3938.2 3081.4 B 18 13.8 50.18 0.438 4899.7 4930.8 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 47.750 0 A325 0.00 92.0 0 47.750 B 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 51.25 39.71 27.92 0.000 1 0 0 0 0 B 18 53.25 50.18 37.93 0.000 2 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 39.71 0.25 0.250 0.250 0.00 0.0 PL 2 1 0.0 50.18 0.44 0.438 0.438 0.00 0.0 & - With respect to vertical Page 3 18-7030-JJM 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 * Only 3 condition(s) shown in full * RRUS/TMAs were assumed to be behind antennas * some concentrated wind loads may have been derived from full-scale wind tunnel testing LOADING CONDITION A 93 mph wind with no ice. Wind Azimuth: O. 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 95.000 0.00 0.0 0.0 0.0000 2.8910 0.0000 0.0000 c 95.000 0.00 0.0 0.0 9.0954 7.4794 0.0000 0.0000 c 85.000 0.00 0.0 0.0 0.0000 2.5867 0.0000 0.0000 c 85.000 0.00 0.0 0.0 6.5362 6.3643 0.0000 0.0000 C 75.000 0.00 0.0 0.0 0.0000 2.2824 0.0000 0.0000 C 75.000 0.00 0.0 0.0 6.3094 6.3643 0.0000 0.0000 C 74.000 0.00 0.0 0.0 0.4044 1.4400 0.0000 0.0000 C 69.000 0.00 0.0 0.0 0.0000 0.1722 0.0000 0.0000 C 64.000 0.00 0.0 0.0 0.1941 0.7200 0.0000 0.0000 c 59.000 0.00 0.0 0.0 0.0000 0.0736 0.0000 0.0000 D 99.000 0.00 180.0 0.0 0.0575 0.0940 0.0000 0.0000 D 83.750 0.00 180.0 0.0 0.0575 0.0940 0.0000 0.0000 D 83.750 0.00 180.0 0.0 0.0611 0.1051 0.0000 0.0000 D 68.500 0.00 180.0 0.0 0.0611 0.1051 0.0000 0.0000 D 68.500 0.00 180.0 0.0 0.0634 0.1162 0.0000 0.0000 D 53.250 0.00 180.0 0.0 0.0634 0.1162 0.0000 0.0000 D 53.250 0.00 180.0 0.0 0.0641 0.3370 0.0000 0.0000 D 47.750 0.00 180.0 0.0 0.0641 0.3370 0.0000 0.0000 D 47.750 0.00 180.0 0.0 0.0631 0.2243 0.0000 0.0000 D 35.813 0.00 180.0 0.0 0.0631 0.2243 0.0000 0.0000 D 35.813 0.00 180.0 0.0 0.0613 0.2395 0.0000 0.0000 D 23.875 0.00 180.0 0.0 0.0613 0.2395 0.0000 0.0000 D 23.875 0.00 180.0 0.0 0.0647 0.2546 0.0000 0.0000 D 11.938 0.00 180.0 0.0 0.0647 0.2546 0.0000 0.0000 D 11.938 0.00 180.0 0.0 0.0685 0.2698 0.0000 0.0000 D 0.000 0.00 180.0 0.0 0.0685 0.2698 0.0000 0.0000 ANTENNA LOADING ANTENNA ATTACHMENT ANTENNA FORCES TYPE ELEV AZI RAD AZI AXIAL SHEAR GRAVITY TORSION ft ft kip kip kip ft-kip HP 59.0 0.0 2.2 0.0 1.13 0.00 0.34 0.00 HP 69.0 270.0 2.1 270.0 -0.10 0.58 0.34 0.55 HP 69.0 90.0 2.1 90.0 -0.10 -0.58 0.34 -0.55 LOADING CONDITION M 93 mph wind with no ice. Wind Azimuth: 0* LOADS ON POLE Page 4 18-7030-77M 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 95.000 0.00 0.0 0.0 0.0000 2.1683 0.0000 0.0000 C 95.000 0.00 0.0 0.0 9.0954 5.6095 0.0000 0.0000 C 85.000 0.00 0.0 0.0 0.0000 1.9400 0.0000 0.0000 C 85.000 0.00 0.0 0.0 6.5362 4.7732 0.0000 0.0000 C 75.000 0.00 0.0 0.0 0.0000 1.7118 0.0000 0.0000 c 75.000 0.00 0.0 0.0 6.3094 4.7732 0.0000 0.0000 c 74.000 0.00 0.0 0.0 0.4044 1.0800 0.0000 0.0000 c 69.000 0.00 0.0 0.0 0.0000 0.1292 0.0000 0.0000 C 64.000 0.00 0.0 0.0 0.1941 0.5400 0.0000 0.0000 C 59.000 0.00 0.0 0.0 0.0000 0.0552 0.0000 0.0000 D 99.000 0.00 180.0 0.0 0.0577 0.0705 0.0000 0.0000 D 53.250 0.00 180.0 0.0 0.0636 0.0872 0.0000 0.0000 D 53.250 0.00 180.0 0.0 0.0641 0.2527 0.0000 0.0000 D 47.750 0.00 180.0 0.0 0.0641 0.2527 0.0000 0.0000 D 47.750 0.00 180.0 0.0 0.0631 0.1682 0.0000 0.0000 D 35.813 0.00 180.0 0.0 0.0631 0.1682 0.0000 0.0000 D 35.813 0.00 180.0 0.0 0.0613 0.1796 0.0000 0.0000 D 23.875 0.00 180.0 0.0 0.0613 0.1796 0.0000 0.0000 D 23.875 0.00 180.0 0.0 0.0647 0.1910 0.0000 0.0000 D 11.938 0.00 180.0 0.0 0.0647 0.1910 0.0000 0.0000 D 11.938 0.00 180.0 0.0 0.0685 0.2024 0.0000 0.0000 D 0.000 0.00 180.0 0.0 0.0685 0.2024 0.0000 0.0000 ANTENNA LOADING ANTENNA ATTACHMENT ANTENNA FORCES TYPE ELEV AZI RAD AZI AXIAL SHEAR GRAVITY TORSION ft ft kip kip kip ft-kip HP 59.0 0.0 2.2 0.0 1.13 0.00 0.25 0.00 HP 69.0 270.0 2.1 270.0 -0.10 0.58 0.25 0.55 HP 69.0 90.0 2.1 90.0 -0.10 -0.58 0.25 -0.55 LOADING CONDITION Y 30 mph wind with 1 ice. wind Azimuth: 00 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 95.000 0.00 0.0 0.0 0.0000 2.8910 0.0000 0.0000 C 95.000 0.00 0.0 0.0 0.9821 18.9815 0.0000 0.0000 C 85.000 0.00 0.0 0.0 0.0000 2.5867 0.0000 0.0000 C 85.000 0.00 0.0 0.0 0.6816 13.8030 0.0000 0.0000 C 75.000 0.00 0.0 0.0 0.0000 2.2824 0.0000 0.0000 C 75.000 0.00 0.0 0.0 0.6549 13.7116 0.0000 0.0000 C 74.000 0.00 0.0 0.0 0.0453 2.3084 0.0000 0.0000 C 69.000 0.00 0.0 0.0 0.0000 0.1722 0.0000 0.0000 C 64.000 0.00 0.0 0.0 0.0216 1.1481 0.0000 0.0000 C 59.000 0.00 0.0 0.0 0.0000 0.0736 0.0000 0.0000 D 99.000 0.00 180.0 0.0 0.0079 0.1804 0.0000 0.0000 D 83.750 0.00 180.0 0.0 0.0079 0.1804 0.0000 0.0000 D 83.750 0.00 180.0 0.0 0.0083 0.1992 0.0000 0.0000 D 68.500 0.00 180.0 0.0 0.0083 0.1992 0.0000 0.0000 D 68.500 0.00 180.0 0.0 0.0085 0.2172 0.0000 0.0000 D 53.250 0.00 180.0 0.0 0.0085 0.2172 0.0000 0.0000 D 53.250 0.00 180.0 0.0 0.0085 0.4421 0.0000 0.0000 D 47.750 0.00 180.0 0.0 0.0085 0.4421 0.0000 0.0000 D 47.750 0.00 180.0 0.0 0.0083 0.3312 0.0000 0.0000 D 35.813 0.00 180.0 0.0 0.0083 0.3312 0.0000 0.0000 D 35.813 0.00 180.0 0.0 0.0080 0.3504 0.0000 0.0000 D 0.000 0.00 180.0 0.0 0.0088 0.3765 0.0000 0.0000 _ ANTENNA LOADING Page 5 18-7030-3 3M ANTENNA ATTACHMENT ANTENNA FORCES TYPE ELEV AZI RAD AZI AXIAL SHEAR GRAVITY TORSION ft ft kip kip kip ft-kip HP 59.0 0.0 2.2 0.0 0.08 0.00 1.27 0.00 HP 69.0 270.0 2.1 270.0 -0.01 0.04 1.29 0.04 HP 69.0 90.0 2.1 90.0 -0.01 -0.04 1.29 -0.04 (USA 222-G) - Monopole Spatial Analysis (c)2015 Guymast Inc. Tel :(416)736-7453 Fax:(416)736-4372 Web:www.guymast.com Processed under license at: sabre Towers and Poles on: 4 jun 2018 at: 9:42:22 100' Monopole / Greenburg, OR MAXIMUM POLE DEFORMATIONS CALCULATED(w.r.t. wind direction) MAST DEFLECTIONS (ft) ROTATIONS (deg) ELEV HORIZONTAL DOWN TILT TWIST ft ALONG ACROSS ALONG ACROSS 99.0 2.81D 0.05F 0.11D 2.77D 0.04F 0.00D 83.7 2.08D 0.04F 0.07D 2.70D 0.04F 0.00D 68.5 1.403 0.03F 0.04D 2.37J 0.04E 0.00D 53.2 0.843 0.02R 0.02D 1.76J 0.03F 0.000 47.7 0.683 0.01R 0.01D 1.613 0.03R 0.00D 35.8 0.393 0.01R 0.01D 1.233 0.02R 0.00D 23.9 0.173 0.00R 0.00D 0.833 0.02R 0.00D 11.9 0.043 0.00R 0.00AC 0.41J O.O1R 0.00D 0.0 0.00A O.00A 0.00A 0.00A O.00A 0.00A MAXIMUM ANTENNA AND REFLECTOR ROTATIONS ELEV ANT ANT . . BEAM DEFLECTIONS (deg) AZI TYPE ROLL YAW PITCH TOTAL ft deg 69.0 90.0 HP -2.350 A 0.003 D -2.382 3 2.382 3 69.0 270.0 HP 2.350 A 0.003 D 2.382 3 2.382 3 59.0 0.0 HP -1.992 3 0.032 B 1.964 A 1.964 A 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 99.0 0.00 P 0.00 3 0.00 R -0.01 0 0.00 K 0.00 X Page 6 18-7030-JJM 41.01 Ac 16.53 X 0.00 R -123.56 D 0.10 H -0.08 F 83.7 41.01 AD 16.53 V 0.00 Q -123.57 D 0.10 H -0.08 F 65.10 AD 26.29 V -0.96 N -443.63 3 -0.86 F -1.05 F 68.5 ` 65.10 Y 26.29 P -0.97 N -443.63 3 -0.86 F -1.05 F 70.90 Y 28.00 D -0.67 H -875.83 D 14.19 B 1.81 D 53.2 70.90 AB 28.00 3 0.68 R -875.84 0 14.19 B 1.81 D 73.33 AB 28.36 7 0.68 R -1036.65 3 -17.64 F 1.80 D 47.7 73.33 AB 28.36 P 0.67 R -1036.62 J -17.63 F 1.80 D 77.29 AB 29.11 P 0.67 R -1391.01 J -25.79 F 1.80 D 35.8 77.29 Y 29.11 P 0.67 R -1391.01 J -25.79 F 1.80 D 81.52 Y 29.84 P 0.67 R -1751.77 J -33.94 R 1.79 D 23.9 81.52 Z 29.84 P 0.67 R -1751.77 3 -33.94 R 1.79 D 85.86 Z 30.62 P 0.67 R -2118.31 J -42.01 R 1.79 D 11.9 85.86 AJ 30.62 P 0.67 R -2118.31 J -42.01 R 1.79 D 90.30 AJ 31.44 P 0.67 R -2490.66 J -50.02 R -1.79 7 base reaction 90.30 AJ -31.44 P -0.67 R 2490.66 J 50.02 R 1.79 7 COMPLIANCE WITH 4.8.2 & 4.5.4 ELEV AXIAL BENDING SHEAR + TOTAL SATISFIED D/t(w/t) MAX TORSIONAL ALLOWED ft 99.00 0.00P 0.000 0.007 0.000 YES 17.63A 45.2 0.02AC 0.11D 0.02X 0.130 YES 20.07A 45.2 83.75 0.02AD 0.11D 0.02V 0.130 YES 20.07A 45.2 0.04AD 0.353 0.03V 0.367 YES 22.50A 45.2 68.50 0.04Y 0.357 0.03P 0.367 YES 22.50A 45.2 0.04Y 0.58D 0.03D 0.60D YES 24.94A 45.2 53.25 0.02AB 0.300 0.017 0.31D YES 13.50A 45.2 0.02AB 0.333 0.013 0.347 YES 14.00A 45.2 47.75 0.02AB 0.343 0.O1P 0.357 YES 13.80A 45.2 0.02AB 0.393 0.O1P 0.407 YES 14.88A 45.2 35.81 0.02Y 0.393 0.O1P 0.403 YES 14.88A 45.2 0.02Y 0.447 0.O1P 0.457 YES 15.97A 45.2 23.87 0.02Z 0.447 0.O1P 0.45J YES 15.97A 45.2 0.02Z 0.473 O.O1P 0.483 YES 17.06A 45.2 11.94 0.02AJ 0.47J 0.01P 0.483 YES 17.06A 45.2 0.02AJ 0.517 0.O1P 0.52J YES 18.15A 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 Page 7 • 18-7030-J JM ALONG ACROSS ALONG ACROSS kip kip kip ft-kip ft-kip ft-kip ` 90.30 31.44 0.67 -2490.66 -50.02 -1.79 AJ P R J R 3 (USA 222-G) - Monopole Spatial Analysis (c)2015 Guymast Inc. Tel Fax:(416)736-4372 Web:www.guymast.com Processed under license at: Sabre Towers and Poles on: 4 jun 2018 at: 9:42:30 100' Monopole / Greenburg, OR ******************************************************************************* ************************** Service Load Condition *************************** *************************************-****************************************** * Only 1 condition(s) shown in full * RRUs/TMAs were assumed to be behind antennas * 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* 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 95.000 0.00 0.0 0.0 0.0000 2.4092 0.0000 0.0000 C 95.000 0.00 0.0 0.0 2.1216 6.2328 0.0000 0.0000 C 85.000 0.00 0.0 0.0 0.0000 2.1556 0.0000 0.0000 c 85.000 0.00 0.0 0.0 1.5261 5.3036 0.0000 0.0000 C 75.000 0.00 0.0 0.0 0.0000 1.9020 0.0000 0.0000 C 75.000 0.00 0.0 0.0 1.4735 5.3036 0.0000 0.0000 C 74.000 0.00 0.0 0.0 0.0941 1.2000 0.0000 0.0000 C 69.000 0.00 0.0 0.0 0.0000 0.1435 0.0000 0.0000 C 64.000 0.00 0.0 0.0 0.0452 0.6000 0.0000 0.0000 C 59.000 0.00 0.0 0.0 0.0000 0.0614 0.0000 0.0000 D 99.000 0.00 180.0 0.0 0.0134 0.0783 0.0000 0.0000 D 53.250 0.00 180.0 0.0 0.0148 0.0968 0.0000 0.0000 D 53.250 0.00 180.0 0.0 0.0149 0.2808 0.0000 0.0000 D 47.750 0.00 180.0 0.0 0.0149 0.2808 0.0000 0.0000 D 47.750 0.00 180.0 0.0 0.0147 0.1869 0.0000 0.0000 D 35.813 0.00 180.0 0.0 0.0147 0.1869 0.0000 0.0000 D 35.813 0.00 180.0 0.0 0.0143 0.1996 0.0000 0.0000 O 23.875 0.00 180.0 0.0 0.0143 0.1996 0.0000 0.0000 D 23.875 0.00 180.0 0.0 0.0150 0.2122 0.0000 0.0000 O 11.938 0.00 180.0 0.0 0.0150 0.2122 0.0000 0.0000 D 11.938 0.00 180.0 0.0 0.0159 0.2248 0.0000 0.0000 D 0.000 0.00 180.0 0.0 0.0159 0.2248 0.0000 0.0000 ANTENNA LOADING ANTENNA ATTACHMENT ANTENNA FORCES TYPE ELEV AZI RAD AZI AXIAL SHEAR GRAVITY TORSION ft ft kip kip kip ft-kip HP 59.0 0.0 2.2 0.0 0.26 0.00 0.28 0.00 Page 8 18-7030-33M HP 69.0 270.0 2.1 270.0 -0.02 0.14 0.28 0.13 HP 69.0 90.0 2.1 90.0 -0.02 -0.14 0.28 -0.13 MAXIMUM POLE DEFORMATIONS CALCULATED(w.r.t. wind direction) MAST DEFLECTIONS (ft) ROTATIONS (deg) ELEV HORIZONTAL DOWN TILT TWIST ft ALONG ACROSS ALONG ACROSS 99.0 0.65D -0.018 O.O1D 0.64D -O.O1B 0.00D 83.7 0.48D -0.018 0.01D 0.63D -0.018 0.00D 68.5 0.327 -0.018 0.00D 0.553 -0.018 0.007 53.2 0.207 0.00L 0.007 0.41J -0.018 0.007 47.7 0.167 0.00L 0.003 0.377 -0.018 0.007 35.8 0.097 0.00F 0.007 0.297 0.01L 0.007 23.9 0.047 0.00F 0.007 0.197 0.00F 0.007 11.9 0.017 O.00F 0.00D 0.107 0.00F 0.007 0.0 0.00A 0.00A 0.00A 0.00A 0.00A 0.00A MAXIMUM ANTENNA AND REFLECTOR ROTATIONS ELEV ANT ANT .... BEAM DEFLECTIONS (deg) AZI TYPE ROLL YAW PITCH TOTAL ft deg 69.0 90.0 HP 0.545 G 0.001 7 0.553 D 0.553 D 69.0 270.0 HP -0.545 G 0.001 7 -0.553 D 0.553 D 59.0 0.0 HP -0.462 7 0.002 C 0.455 A 0.455 A 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 99.0 0.00 G 0.00 D 0.00 E 0.00 G 0.00 E 0.00 E 17.34 G 3.86 K 0.00 E -28.64 D 0.02 B 0.00 B 83.7 17.34 G 3.86 E 0.00 K -28.64 D -0.02 F 0.00 B 27.79 G 6.13 D -0.23 B -102.81 D 0.19 B 0.19 B 68.5 27.79 K 6.13 D -0.23 B -102.81 D 0.19 B 0.19 B 30.16 K 6.53 D 0.16 F -202.99 D 3.52 B -0.42 7 53.2 30.16 K 6.53 7 -0.16 H -202.99 D 3.53 B -0.42 7 31.70 K 6.61 7 -0.16 H -240.30 3 4.32 8 -0.42 7 47.7 31.70 D 6.62 3 -0.16 H -240.30 3 4.32 B -0.42 J 33.94 D 6.79 7 -0.16 H -322.57 7 6.08 B -0.42 7 35.8 33.94 D 6.79 J 0.16 F -322.57 3 6.08 B -0.42 3 36.32 D 6.96 7 0.16 F -406.40 3 7.81 B -0.42 7 Page 9 18-7030-33M 23.9 36.32 D 6.96 J 0.16 F -406.40 3 7.81 B -0.42 J 38.85 D 7.14 3 0.16 F -491.68 J -9.58 F -0.42 3 11.9 38.85 D 7.14 3 0.16 F -491.68 3 -9.58 F -0.42 3 41.53 D 7.33 J 0.16 F -578.44 ] -11.46 F -0.42 3 base reaction 41.53 D -7.33 3 -0.16 F 578.44 J 11.46 F 0.42 3 COMPLIANCE WITH 4.8.2 & 4.5.4 ELEV AXIAL BENDING SHEAR + TOTAL SATISFIED D/t(w/t) MAX TORSIONAL ALLOWED ft 99.00 0.000 0.000 0.00D 0.000 YES 17.63A 45.2 0.O1G 0.03D 0.00F 0.04D YES 20.07A 45.2 83.75 0.01G 0.03D 0.00E 0.04D YES 20.07A 45.2 0.02G 0.08D 0.01D 0.10D YES 22.50A 45.2 68.50 0.02K 0.08D 0.01D 0.10D YEs 22.50A 45.2 0.02K 0.140 0.010 0.150 YES 24.94A 45.2 53.25 0.01K 0.07D 0.007 0.08D YES 13.50A 45.2 0.01K 0.08J 0.00] 0.08J YES 14.00A 45.2 47.75 0.O1D 0.08] 0.007 0.09J YES 13.80A 45.2 0.01D 0.09] 0.007 0.107 YES 14.88A 45.2 35.81 0.01D 0.093 0.003 0.107 YES 14.88A 45.2 0.01D 0.103 0.00] 0.11] YES 15.97A 45.2 23.87 0.010 0.107 0.007 0.113 YES 15.97A 45.2 0.010 0.117 0.007 0.123 YEs 17.06A 45.2 11.94 0.010 0.113 0.00J 0.123 YES 17.06A 45.2 0.010 0.12] 0.00] 0.137 YES 18.15A 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 41.53 7.33 0.16 -578.44 -11.46 -0.42 D J F J F 3 Page 10 Sabre Industries- SO#: 18-7030-JJM Towers and Poles Site Name: Greenburg, OR Date: 6/4/2018 Round Base Plate and Anchor Rods, per ANSI/TIA 222-G Pole Data Diameter: 49.410 in (flat to flat) Thickness: 0.4375 in Yield (Fy): 65 ksi #of Sides: 18 "0"IF Round Strength (Fu): 80 ksi Reactions Moment, Mu: 2490.66 ft-kips Axial, Pu: 49.84 kips Shear, Vu: 31.43 kips - Anchor Rod Data Quantity: 10 Diameter: 2.25 in Anchor Rod Results Rod Material: A615 Strength (Fu): 100 ksi Maximum Rod(Pu+ Vu/n): 224.8 Kips Yield (Fy): 75 ksi Allowable cD*Rnt: 260.0 Kips (per 4.9.9) BC Diam. (in): 56 BC Override: Anchor Rod Interaction Ratio: 86.4% Pass Plate Data Base Plate Results Diameter(in): 61.75 Dia. Override: Thickness: 1.75 in Base Plate(Mu/Z): 39.7 ksi Yield (Fy): 50 ksi Allowable cl)*Fy: 45.0 ksi (per AISC) Eff Width/Rod: 15.43 in Base Plate Interaction Ratio: 88.2% Pass Drain Hole: 2.625 in. diameter Drain Location: 22.5 in. center of pole to center of drain hole Center Hole: 37 in.diameter Page 11 18-7030-JJM.1p100 LPile for Windows, Version 2018-10.003 r Analysis of Individual Piles and Drilled Shafts Subjected to Lateral Loading Using the p-y Method • © 1985-2018 by Ensoft, Inc. All Rights Reserved This copy of LPile is being used by: Robert Beacom Sabre Industries 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\Lpile2018\files\ Name of input data file: 18-7030-JJM.1p10 Name of output report file: 18-7030-JJM.lp10 _ Name of plot output file: 18-7030-JJM.lp10 Name of runtime message file: 18-7030-JJM.IplO Date and Time of Analysis Date: June 4, 2018 Time: 9:32:12 Problem Title Site : Greenburg, OR Tower : 100' Monopole Prepared for : VELOCITEL INC Job Number : 18-7030-JJM Engineer : REB Program options and Settings Page 12 18-7030-JJM.1p100 Computational Options: - Use unfactored loads in computations (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 - 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 = 27.500 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 72.0000 2 27.500 72.0000 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 = 27.500000 ft shaft Diameter = 72.000000 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 Page 13 18-7030-JJM.1p10o 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 = 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 = 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 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 = 5.500000 ft Effective unit weight at top of layer = 110.000000 pcf Effective unit weight at bottom of layer = 110.000000 pcf Friction angle at top of layer = 29.000000 deg. Friction angle at bottom of layer = 29.000000 de9. Subgrade k at top of layer = 4.670000 pci Subgrade k at bottom of layer = 4.670000 pci Layer 3 is sand, p-y criteria by Reese et al . , 1974 Distance from top of pile to top of layer = 5.500000 ft Distance from top of pile to bottom of layer = 15.500000 ft Effective unit weight at top of layer = 110.000000 pcf Effective unit weight at bottom of layer = 110.000000 pcf Friction angle at top of layer = 29.000000 deg. Friction angle at bottom of layer = 29.000000 de9. Subgrade k at top of layer = 3.330000 pci subgrade k at bottom of layer = 3.330000 pci Layer 4 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer = 15.500000 ft Distance from top of pile to bottom of layer = 20.500000 ft Effective unit weight at top of layer = 47.600000 pcf Effective unit weight at bottom of layer = 47.600000 pcf Friction angle at top of layer = 20.000000 deg. Friction angle at bottom of layer = 20.000000 de9. Subgrade k at top of layer = 46.700000 pci Subgrade k at bottom of layer = 46.700000 pci Layer 5 is sand, p-y criteria by Reese et al., 1974 Distance from top of pile to top of layer = 20.500000 ft Distance from top of pile to bottom of layer = 35.500000 ft Effective unit weight at top of layer = 47.600000 pcf Effective unit weight at bottom of layer = 47.600000 pcf Friction angle at top of layer = 32.000000 deg. Friction angle at bottom of layer = 32.000000 deg. Subgrade k at top of layer = 62.666667 pci subgrade k at bottom of layer = 62.666667 pci (Depth of the lowest soil layer extends 8.000 ft below the pile tip) Summary of Input Soil Properties Layer soil Type Layer Effective undrained Angle of E50 Layer Name Depth Unit Wt. Cohesion Friction or kpy Num. (p-y Curve Type) ft pcf psf deg. krm pci Page 14 18-7030-77M.1p10o 1 Soft 0.5000 110.0000 14.4000 -- 0.10000 -- Clay 2.5000 110.0000 14.4000 -- 0.10000 -- x 2 Sand 2.5000 110.0000 -- 29.0000 -- 4.6700 (Reese, et al .) 5.5000 110.0000 -- 29.0000 -- 4.6700 3 Sand 5.5000 110.0000 -- 29.0000 -- 3.3300 (Reese, et al .) 15.5000 110.0000 -- 29.0000 -- 3.3300 4 Sand 15.5000 47.6000 -- 20.0000 -- 46.7000 (Reese, et al .) 20.5000 47.6000 -- 20.0000 -- 46.7000 5 sand 20.5000 47.6000 -- 32.0000 -- 62.6667 (Reese, et al .) 35.5000 47.6000 -- 32.0000 -- 62.6667 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 No. Type 1 2 Force, lbs vs. Pile Length 1 1 V = 41907. lbs M = 39850560. in-lbs 66453. No 2 1 V = 7330. lbs M = 6941280. in-lbs 41530. No 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 = 27.500000 ft Shaft Diameter = 72.000000 in Concrete Cover Thickness = 3.625000 in Number of Reinforcing Bars = 18 bars Yield Stress of Reinforcing Bars = 60000. psi Modulus of Elasticity of Reinforcing Bars = 29000000. psi Gross Area of shaft = 4072. sq. in. Total Area of Reinforcing steel = 22.801837 sq. in. Area Ratio of Steel Reinforcement = 0.56 percent Edge-to-Edge Bar spacing = 9.753186 in Maximum concrete Aggregate Size = 0.750000 in Ratio of Bar Spacing to Aggregate Size = 13.00 offset of Center of Rebar Cage from Center of Pile = 0.0000 in Page 15 18-7030-]]M.1p10o Axial structural Capacities: 0 Nom. Axial structural capacity = 0.85 Fc Ac + Fy As = 16854.396 kips Tensile Load for Cracking of Concrete = -1858.872 kips Nominal Axial Tensile Capacity = -1368.110 kips Reinforcing Bar Dimensions and Positions Used in Computations: Bar Bar Diam. Bar Area X Y Number inches sq. in. inches inches 1 1.270000 1.266769 31.740000 0.00000 2 1.270000 1.266769 29.825844 10.855719 3 1.270000 1.266769 24.314251 20.402079 4 1.270000 1.266769 15.870000 27.487646 5 1.270000 1.266769 5.511593 31.257798 6 1.270000 1.266769 -5.511593 31.257798 7 1.270000 1.266769 -15.870000 27.487646 8 1.270000 1.266769 -24.314251 20.402079 9 1.270000 1.266769 -29.825844 10.855719 10 1.270000 1.266769 -31.740000 0.00000 11 1.270000 1.266769 -29.825844 -10.855719 12 1.270000 1.266769 -24.314251 -20.402079 13 1.270000 1.266769 -15.870000 -27.487646 14 1.270000 1.266769 -5.511593 -31.257798 15 1.270000 1.266769 5.511593 -31.257798 16 1.270000 1.266769 15.870000 -27.487646 17 1.270000 1.266769 24.314251 -20.402079 18 1.270000 1.266769 29.825844 -10.855719 NOTE: The positions of the above rebars were computed by LPile Minimum spacing between any two bars not equal to zero = 9.753 inches between bars 14 and 15. Ratio of bar spacing to maximum aggregate size = 13.00 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 41.530 2 66.453 Summary of Results for Nominal (unfactored) 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 41.530 43430.112 0.00300000 2 66.453 44107.072 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 (0.70). Page 16 18-7030-73M.1p100 The above values should be multiplied by the appropriate strength reduction Y factor to compute ultimate moment capacity according to ACI 318, Section 9.3.2.2 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 ult. (Fac) ult. (Fac) Bend. stiff. Load Factor Moment cap Ax. Thrust Moment Cap at Ult Mom No. for Moment in-kips kips in-kips kip-inA2 1 0.65 43430. 26.994500 28230. 780194755. 2 0.65 44107. 43.194667 28670. 794880222. 1 0.70 43430. 29.071000 30401. 776947034. 2 0.70 44107. 46.517333 30875. 790712788. 1 0.75 43430. 31.147500 32573. 752540030. 2 0.75 44107. 49.840000 33080. 767734457. Layering Correction Equivalent Depths of Soil & Rock Layers Top of Equivalent Layer Top Depth Same Layer Layer is FO 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 1354. 2 2.5000 0.7403 No No 1354. 36417. 3 5.5000 3.7403 Yes No 37771. 510177. 4 15.5000 19.5386 Yes No 547949. 264890. 5 20.5000 16.3110 Yes No 812838. N.A. Notes: The FO integral of Layer n+1 equals the sum of the FO and Fl 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, 5, radians Load Load Load Axial Pile-head Pile-head Max Shear Max Moment Case Type Pile-head Type Pile-head Loading Deflection Rotation in Pile in Pile No. 1 Load 1 2 Load 2 lbs inches radians lbs in-lbs 1 v, lb 41907. M, in-lb 3.99E+07 66453. 8.4442 -0.04536 -345442. 4.23E+07 2 V, lb 7330. M, in-lb 6941280. 41530. 0.6358 -0.00252 -72615. 7433638. Maximum pile-head deflection = 8.4442251194 inches Maximum pile-head rotation = -0.0453612029 radians = -2.599005 deg. The analysis ended normally. Page 17 1807.3.2.1 (2009 IBC, 2012 IBC, &2015 IBC) Moment(ft'k) 2,490.66 4, Shear(k) 31.43 Caisson diameter (ft) 6 Caisson height above ground (ft) 0.5 Caisson height below ground (ft) 25 Lateral soil pressure (Ib/ft2) 269.40 Ground to application of force, h (ft) 79.74 Applied lateral force, P (Ib) 31,430 Lateral soil bearing pressure, S, (lb/ft) 2,245.00 Diameter, b (ft) 6 A 5.46 = (2.34P)/(S 1 b) Minimum depth of embedment, d (ft) 24.69 =0.5A[ 1 + ( 1 + ( 4.36h /A ) )12 Page 18