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CBPR-7-11-11821 Monopole Structural Analysis Report.tif
r AIT+r" KOt&-r&-FWy+ ?• QtO4 O Structural Analysis Report Prepared for: KGI 805 Las Cimas Parkway Building Three, Suite 370 Austin, TX 78746 ATTN: Mr. Wes Smith Structure : 149 ft PennSummit Monopole Proposed Carrier : AT&T Wireless Site ID : 51717 Site Location : Kooi Park. Hickory, NC County : Catawba Date : April 25, 2011 Usage : 28.5% Semaan Engineering Solutions, LLC 1079 N. 20e Street, Elkhorn, NE 68022 Phone: 402 - 289 -1888 9 April 25, 2011 Page 1 Introduction The purpose of this report is to summarize results of the structural analysis performed on the 149 ft PennSummit Monopole located at Kool Park, Hickory, NC, Catawba County (site # 51717). The tower was originally designed and manufactured by PennSummit (PJF Job No 29204 -0167 dated June 14, 2004). Analys is The tower was analyzed using Semaan Engineering Solutions, Inc., Software. The analysis assumes that the tower is in good, undamaged, and non - corroded condition. The analysis was performed in conformance with TIA/EIA -222 Rev F and local building codes for a basic wind speed of 70 mph no ice and 61 mph with 1/2" radial ice (fastest mile). This is in conformance with the IBC 2006: Section 1609.1.1, Exception (4) and Section 3108.4. Basic Wind Speed: 70.0 mph Radial Ice: 61 mph w/ 0.50" ice Code: TMIA -222 Rev F Antenna Loads The following antenna loads were used in the tower analysis. Existing Antennas Elev. ft Antennas Mount Coax in Carrier 145.0 3 BXA- 80063/6CF Inside canister 6 7/8" Allied Proposed Antennas Elev. ft Antennas Mount Coax (in) Carrier 130.0 6 E15S09P80 TMAs Inside canister (12) 7/8" AT &T Wireless 3 HBXX -6516DS -R2M All transmission lines are assumed running inside of pole shaft. All new access holes shall be reinforced with welded rims that are compatible with the pole and to be sized and supplied by pole manufacturer. April 25, 2011 Results Page 2 The existing monopole is structurally capable of supporting the existing and proposed antennas. The maximum structure usage is: 28.5 %. Original Design Current Analysis u Pole Reactions Reactions Reactions �o Of Design Moment (fl-kips) 850.00 540.21 63.6 Shear 10.00 6.95 69.5 The analysis reactions are less than the design reactions therefore no foundation modifications are required. Conclusion Based on the analysis results, the existing structure meets the requirements per the TIA/EIA -222 Rev F standards for a basic wind speed of 70 mph no ice and 61 mph with 112" radial ice. If you have any questions or require additional information, please call 402- 289 -1888. i Standard Conditions All engineering services are performed on the basis that the information used is current and correct. This information may consist of, but is not necessary limited, to: -- Information supplied by the client regarding the structure itself, the antenna and feed line loading on the structure and its components, or other relevant information. -- Information from drawings in the possession of Semaan Engineering Solutions, or generated by field inspections or measurements of the structure. It is the responsibility of the client to ensure that the information provided to Semaan Engineering Solutions and used in the performance of our engineering services is correct and complete. In the absence of information to the contrary, we assume that all structures were constructed in accordance with the drawings and specifications and are in an un-con oded condition and have not deteriorated; and we, therefore, assume that their capacity has not significantly changed from the "as new" condition. All services will be performed to the codes specified by the client, and we do not imply to meet any other codes or requirements unless explicitly agreed in writing. If wind and ice loads or other relevant parameters are to be different from the minimum values recommended by the codes, the client shall specify the exact requirement. In the absence of information to the contrary, all work will be performed in accordance with the latest relevant revision of ANSUEIA -222. All services are performed, results obtained, and recommendations made in accordance with generally accepted engineering principles and practices. Semaan Engineering Solutions is not responsible for the conclusions, opinions and recommendations made by others based on the information we supply. f S f SEMAAN ENGINEERING SOLUTIONS, LLC Job Information 1079 N 2054h Street Pole: 51717 Code: TIAIEIA -222 Rev F Elkhorn, NE 68022 Description : Phone: 402- 289 -1888 Client: KGI Fax: 402 - 289 -1861 Location : Kool Park, Hickory, NC Shape: 18 Sides Base Elev (ft): 0.00 Copyright S—n Engineering Sohih —, Inc Height : 149.00 (ft) Taper. 0.144979(intft) Sections Properties Diameter (in) Overlap Steel 149' -0" Shaft Length Accross Flats Thick Joint Length Taper Grade 145' 0" (ft) Top Bottom (in) Type (in) (iNft) (ksi) 1 51.000 35.67 43.07 0.313 0.000 0.144979 65 2 51.000 29.40 36.80 0.219 Slip Joint 57.000 0.144979 65 30' -0" 3 25.500 26.63 30.32 0.188 Slip Joint 45.000 0.144979 65 3116" Thick 1 4 30•000 26.63 26.63 0.188 Butt Joint 0.000 0.000000 65 130' -0" (65 KSI) Discrete Appurtenance Attach Force 119' -0" Elev (ft) Elev (ft) Qty Description 145.000 145.000 3 BXA- 8006316CF 130.000 130.000 6 E15S09P80 TMAs 25'-6" Linear Appurtenance 3116" Thick Elev (ft) Exposed (65 KSI) From To Description To Wind 7 97' -3" - 0.000 130.0 718" Coax No 45" 0.000 145.0 7/8" Coax No 93' -6" Load Cases No Ice 70.00 mph Wind with No Ice Ice 60.62 mph Wind with Ice 1494x Reactio 51' 0 Moment Shear Axial 7132" Thick Load Case (Kip -ft) (Kips) (Kips) (65 KSI) No Ice 540.21 6.95 14.08 Ice 421.08 5.38 17.40 57" 5116" Thick (65 KSI) i I Load Case • No Ice Max Stress 20.5% at 0 149 ---- -- - - - - -- - -- -------------- - - - - -- - - ---- ------------- 145 - -- - - -- --------------- ------------------------------ ----- -; - - - 52 140 ---------------- ! ------- ----- - -------- !- - - -- ---- --- I-- - - -- -' 52 135. 000 - -- - - -- ' - ---- ! - - - - -- = I I I I I I I I I I I I 130.0 I r I I I I - - 52 _ -- I I 125.000 — — ---- r ---- -- ----- - — ----- ,- ---- r ---- -- 00 --- 119 .0 _ _______ L______ J_______ 1.______ J____ ___L______J_______I_______J____ 552 115.000 , r , ! I r I r I 110.000 - -- 52 � -- - - -- -- - - - - -- --- - - -- - - - - -- -- - - - -- - -- - -- - - - - --- - - - - -- --- I I I I r r I I 105.000 - - - - -- -- I I I I I I r 100.000 -- - - -- - - - --- - - - - - -- - - - - - -- - - - - -- - --- -- -� - - -- 51 95.000 ------ ------------- -- - -- -- -- - -- - - -- - -- - - -- -- -- 51 r r I r I L90.000 - --• -- -- -- --L------ - -- -- L - - - - -- - -- - - -- ------ - -- 85.000 --- - -- - -- - -- --- -- - - -- - - - -- - - - - - -- - - - -- -------------- 80.000 ___1______ __ L______ J_______ L_________ _____L_______ ------- _______J___ 152 75 .100 --- ------- L------ J------- L------ J___ ____L____________________ _1 - - -52 70 _____________ ------- ___________ r i I I I � 85.000 --- ---- - - - - -- ------ - - - --- r ------ -------- -------- ------- 1 - ' 2 80. 000 - -- - - -- -- ------------ --------------- - -- - -- -------- - - - - -- r 51 55 .000.. ___T______ __ 1------- r ------ 1 ------- r ------- ------ r ------ T_ so 50.0m ___ ----- 1 ------- r ------ 1 ------- f ______ l _______ r ______T 50 r I I I I r r Y 45.000 I 52 ------ 52 40.000 - ------- , , 35.000 52 30.000 -- - ------ ------ ------ j M 5 2 25.000 --- • - - - - -- '---- ---- ------- ------- -- - - - -- -------- - - - - -- - - -- - -' 20.000 I 15.000 I I r r r I I r 10.000 ----- I I r r r I I r -- 52 5 1_______r_______ J_______L______J_______L______ J_______L______ J - -- 0.000 52 2.87 7.87 12.87 17.87 22.87 27.87 32.87 37.87 42.87 47.87 52 7 4 Stresses (WO I i E Pole: 51717 Code: TIA/EIA -222 Rev F cOWOf Semean Engineering Solutions, I Location : Kool Park, Hickory, NC Y 4125/2011 10:56:58 AM Height: 149.0 (ft) Page: 1 Shape : 18 Sides Base Dia : 43.07 (in) Top Dia : 26.63 (in) X Taper: 0.144979 ((n/ft) Base Elev : 0.000 (ft) Shaft Section Properties Slip Bottom Top Sect Lenoth Thick Fv Joint Joint Weiaht Dia Elev Area Ix W/t DR Dia Elev Area Ix WR DR Taper Num (ft) (in) (ksi) Type Len (in) (lb) (in) (ft) (sgln) (in "4) Ratio Ratio (in) (ft) ( *gin) (in "4) Ratio Ratio (iNft) 1 51.000 0.3125 65 0.00 6,723 43.07 0.000 42.41 9795.5 22.89 137.8 35.67 51.00 35.07 5541.9 18.72114.16 0.14498 2 51.000 0.2188 65 Slip Joint 57.00 3,962 36.80 46.25 25.40 4294.8 28.25 168.2 29.40 97.25 20.27 2181.5 22.29134.44 0.14498 3 25.500 0.1875 65 Slip Joint 45.00 1,461 30.32 93.50 17.94 2058.5 27.11 161.7 26.63 119.0 15.74 1390.1 23.63 142.03 0.14498 4 30.000 0.1875 65 Butt Joint 0.00 1,606 26.63 119.0 15.74 1390.1 23.63 142.0 26.63 149.0 15.74 1390.1 23.63 142.03 0.00000 Shaft Weight 13,753 Disc er to ARRurtenance Pro er, rties Attach No Ice Ice Distance Vert Flev Weight CaAa CaAa Weight CaAa CaAa From Face Ecc (ft) Description Qty (lb) (sf) Factor (lb) (sf) Factor (ft) (ft) 145.0 SXA480063/6CF 3 14.90 0.000 1.00 55.55 0.000 1.00 0.000 0.000 130.0 ElSS09P80 TMAs 6 8.80 0.000 1.00 12.99 0.000 1.00 0.000 0.000 130.0 HBXX- 6516DS -VTM 3 30.60 0.000 1.00 65.93 0.000 1.00 0.000 0.000 Totals 12 189.30 442.38 Number of Loadings: 3 Linear ARpurtenance Proms Elev Elev - No Ice - Ice From To Weight CaAa Weislht CaAa Exposed (ft) ( Description (IbKQ (sf/ft) (Ib/ft) (sf/ft) To Wind 0.00 145.00 (6) 718" Coax 0.52 0.00 0.00 0.00 N 0.00 130.00 (12) 718" Coax 0.52 0.00 0.00 0.00 N Total Weight 142.97 (lb) 0.00(lb) i i Pole: 51717 Code: TIA/EIA -222 Rev F COp)M& ^ Engineering Solutions, Inc Location : Kool Park, Hickory, NC Y 4/25/2011 10:56:58 AM Height: 149.0 (ft) Page: 2 Shape : 18 Sides Base Dia : 43.07 (in) Top Dia : 26.63 (in) X Taper: 0.144979 (INR) Base Elev : 0.000 (ft) Segment Properties (Max Len : 5ft) Sea Top Fiat Elev Thick Dia Area Ix W/t D/t Fy Fb Weight (ft) Description (in) (in) (in ^2) (in ^4) Ratio Ratio (ksi) (ksi) (lb) 0.00 0.3125 43.070 42.408 9.795.5 22.89 137.82 65 52 0.0 5.00 0.3125 42.345 41.689 9,305.7 22.48 135.50 65 52 715.4 10.00 0.3125 41.620 40.971 8,832.5 22.07 133.18 65 52 703.2 15.00 0.3125 40.895 40.252 8.375.6 21.66 130.86 65 52 691.0 20.00 0.3125 40.170 39.533 7,934.8 21.26 128.55 65 52 678.7 25.00 0.3125 39.445 38.814 7.509.7 20.85 126.23 65 52 666.5 30.00 0.3125 38.721 38.095 7,100.0 20.44 123.91 65 52 654.3 35.00 0.3125 37.996 37.376 6.705.6 20.03 121.59 65 52 642.0 40.00 0.3125 37.271 36.657 6,326.0 19.62 119.27 65 52 629.8 45.00 0.3125 36.546 35.938 5.961.0 19.21 116.95 65 52 617.6 46.25 Bot - Section 2 0.3125 36.365 35.758 5.872.0 19.11 116.37 65 52 152.5 50.00 0.3125 35.821 35.219 5,610.3 18.80 114.63 65 52 774.5 51.00 Top - Section 1 0.2188 36.113 24.921 4.056.8 27.70 165.09 65 50 204.6 55.00 0.2188 35.534 24.519 3,863.3 27.23 162.44 65 50 336.5 60.00 0.2188 34.809 24.015 3,630.3 26.65 159.13 65 50 412.9 65.00 0.2188 34.084 23.512 3,406.8 26.06 155.81 65 51 404.3 70.00 0.2188 33.359 23.009 3.192.7 25.48 152.50 65 51 395.8 75.00 0.2188 32.634 22.505 2,987.7 24.89 149.18 65 52 387.2 80.00 0.2188 31.909 22.002 2.791.7 24.31 145.87 65 52 378.6 85.00 0.2188 31.184 21.499 2.604.5 23.73 142.56 65 52 370.1 90.00 0.2188 30.459 20.996 2,425.8 23.14 139.24 65 52 361.5 93.50 Bot - Section 3 0.2188 29.952 20.643 2.305.8 22.73 136.92 65 52 248.0 95.00 0.2188 29.734 20.492 2,255.5 22.56 135.93 65 52 196.2 97.25 Ton - Section 2 0.1875 29.783 17.613 1.949.1 26.60 158.84 65 50 291.6 100.0 0.1875 29.385 17.375 1,871.4 26.22 156.72 65 51 163.7 105.0 0.1875 28.660 16.944 1,735.4 25.54 152.85 65 51 292.0 110.0 0.1875 27.935 16.512 1.606.2 24.86 148.99 65 52 284.6 115.0 0.1875 27.210 16.081 1,483.6 24.18 145.12 65 52 277.3 119.0 Top - Section 3 0.1875 26.630 15.736 1,390.1 23.63 142.03 65 52 216.5 119.0 Bot - Section 4 0.1875 26.630 15.736 1.390.1 23.63 142.03 65 52 120.0 0.1875 26.630 15.736 1,390.1 23.63 142.03 65 52 53.5 125.0 0.1875 26.630 15.736 1,390.1 23.63 142.03 65 52 267.7 130.0 0.1875 26.630 15.736 1,390.1 23.63 142.03 65 52 267.7 135.0 0.1875 26.630 15.736 1,390.1 23.63 142.03 65 52 267.7 140.0 0.1875 26.630 15.736 1,390.1 23.63 142.03 65 52 267.7 145.0 0.1875 26.630 15.736 1,390.1 23.63 142.03 65 52 267.7 149.0 0.1875 26.630 15.736 1.390.1 23.63 142.03 65 52 214.2 13,753.0 i s P Pole: 51717 Code: TIAIEIA -222 Rev F Cd~t S-nwn Engmeenng Solutions, inc Location : Kool Park, Hickory, NC Y 4/25/2011 10:56:58 AM Height: 149.0 (ft) Page: 3 Shape: 18 Sides Base Dia : 43.07 (in) Top Dia : 26.63 (in) X Taper 0.144979 (intft) Base Elev : 0.000 (ft) Load Case: No Ice 70.00 mph Wind with No Ice 26 Iterations Gust Response Factor :1.69 Dead Load Factor :1.00 Wind Load Factor: 1.00 Shaft Segment Forces Seg Top Ice Wind Dead Tot Dead Elev qz gzGh C Thick Tributary Aa CfAa Force X Load Ice Load (ft) Description Kz (psf) (psf) (mph -ft) Cf (in) (ft) (sf) (sf) (lb) (lb) (lb) 0.00 0.00 1.0012.544 21.19 251.24 0.650 0.00 0.00 0.000 0.00 0.0 0.0 0.0 5.00 0.00 1.0012.544 21.19 247.01 0.650 0.00 5.00 17.795 11.57 245.2 0.0 715.4 10.00 0.00 1.00 12.544 21.19 242.78 0.650 0.00 5.00 17.493 11.37 241.0 0.0 703.2 15.00 0.00 1.0012.544 21.19 238.55 0.650 0.00 5.00 17.191 11.17 236.9 0.0 691.0 20.00 0.00 1.0012.544 21.19 234.32 0.650 0.00 5.00 16.889 10.98 232.7 0.0 678.7 25.00 0.00 1.00 12.544 21.19 230.09 0.650 0.00 5.00 16.587 10.78 228.6 0.0 666.5 30.00 0.00 1.00 12.544 21.19 225.87 0.650 0.00 5.0016.28s 10.58 224.4 0.0 654.3 35.00 0.00 1.01 12.757 21.55 223.51 0.650 0.00 5.00 15.983 10.39 224.0 0.0 642.0 40.00 0.00 1.05 13.253 22.39 223.47 0.650 0.00 5.00 15.680 10.19 228.3 0.0 629.8 45.00 0.00 1.0913.706 23.16 222.84 0.650 0.00 5.00 15.378 10.00 231.5 0.0 617.6 46.25 Bot - Section 2 0.00 1.10 13.814 23.34 222.60 0.650 0.00 1.25 3.797 2.47 57.6 0.0 152.5 50.00 0.00 1.1214.125 23.87 221.73 0.650 0.00 3.75 11.416 7.42 177.1 0.0 774.5 51.00 Top - Section 1 0.00 1.13 14.205 24.00 221.46 0.650 0.00 1.00 3.015 1.96 47.1 0.0 204.6 55.00 0.00 1.15 14.515 24.53 222.97 0.650 0.00 4.00 11.941 7.76 190.4 0.0 336.5 60.00 0.00 1.18 14.881 25.14 221.15 0.650 0.00 5.00 14.655 9.53 239.5 0.0 412.9 65.00 0.00 1.21 15.225 25.73 219.03 0.650 0.00 5.00 14.353 9.33 240.0 0.0 404.3 70.00 0.00 1.2415.551 26.28 216.66 0.650 0.00 5.00 14.051 9.13 240.0 0.0 395.8 75.00 0.00 1.26 15.860 26.80 214.05 0.650 0.00 5.00 13.749 8.94 239.5 0.0 387.2 80.00 0.00 1.2816.155 27.30 211.23 0.650 0.00 5.00 13.446 8.74 238.6 0.0 378.6 85.00 0.00 1.31 16.438 27.77 208.23 0.650 0.00 5.00 13.144 8.54 237.3 0.0 370.1 90.00 0.00 1.3316.708 28.23 205.06 0.650 0.00 5.00 12.842 8.35 235.7 0.0 361.5 93.50 Bot - Section 3 0.00 1.3416.891 28.54 202.74 0.650 0.00 3.50 8.810 5.73 163.5 0.0 248.0 95.00 0.00 1.35 16.968 28.67 201.73 0.650 0.00 1.50 3.777 2.46 70.4 0.0 196.2 97.25 Top - Section 2 0.00 1.36 17.082 28.86 200.18 0.650 0.00 2.25 5.615 3.65 105.4 0.0 291.6 100.0 0.00 1.3717.219 29.10 200.82 0.650 0.00 2.75 6.780 4.41 128.2 0.0 163.7 105.0 0.00 1.3917.461 29.50 197.24 0.650 0.00 5.00 12.093 7.86 231.9 0.0 292.0 110.0 0.00 1.41 17.694 29.90 193.53 0.650 0.00 5.00 11.790 7.66 229.2 0.0 284.6 115.0 0.00 1.4217.920 30.28 189.71 0.650 0.00 5.0011.488 7.47 226.2 0.0 277.3 119.0 Top - Section 3 0.00 1.4418.096 30.58 186.57 0.650 0.00 4.00 8.973 5.83 178.4 0.0 216.5 120.0 0.00 1.4418.140 30.65 186.80 0.650 0.00 1.00 2.219 1.44 44.2 0.0 53.5 125.0 0.00 1.4618.352 31.01 187.89 0.650 0.00 5.00 11.096 7.21 223.7 0.0 267.7 130.0 Appertunance(s) 0.00 1.4818.559 31.36 188.95 0.650 0.00 5.00 11.096 7.21 226.2 0.0 267.7 135.0 0.00 1.4918.760 31.70 189.97 0.650 0.00 5.00 11.096 7.21 228.7 0.0 267.7 140.0 0.00 1.51 18.956 32.03 190.96 0.650 0.00 5.00 11.096 7.21 231.1 0.0 267.7 145.0 Appertunance(s) 0.00 1.52 19.147 32.35 191.92 0.650 0.00 5.00 11.096 7.21 233.4 0.0 267.7 149.0 0.00 1.5319.297 32.61 192.66 0.650 0.00 4.00 8.877 5.77 188.2 0.0 214.2 Totals: 149.00 6,944.1 0.0 13,753.0 i i 9 Pole: 51717 Code: TIA/EIA -222 Rev F Copyright S- Engineering Sotubons, Inc Location : Kool Park, Hickory, NC Y 4126f201110:56:59 AM Height : 149.0 (ft) Page: 4 Shape: 18 Sides Base Dia : 43.07 (in) Top Dia : 26.63 (in) X Taper: 0.144979 (intft) Base Elev : 0.000 (ft) Load Case: No Ice 70.00 mph Wind with No Ice 26 Iterations Gust Response Factor :1.69 Dead Load Factor :1.00 Wind Load Factor: 1.00 Discrete AUgurtenance Segment Forces Total Horiz Vert Wind Mom Mom Dead Elev qz gzGh CaAa caAa Ecc Ecc FX Y Z Load (ft) Description Qty (psf) (psf) Factor (sf) (ft) (ft) ( lb) (lb -1t) (lb- (lb) 130.0 E15S091 TMAs 6 18.559 31.365 1.00 0.00 0.000 0.000 0.00 0.00 0.00 52.80 130.0 HBXX -6516DS -VTM 3 18.559 31.365 1.00 0.00 0.000 0.000 0.00 0.00 0.00 91.80 145.0 BXA- 80063f6CF 3 19.147 32.359 1.00 0.00 0.000 0.000 0.00 0.00 0.00 44.70 0.00 189.30 i I I s i 3 ) Pole : 51717 Code: TIAIEIA -222 Rev F coPMht Semaan Engineering 3olubow Inc Location : Kool Park, Hickory, NC Y 41251201110:56:59 AM Height: 149.0 (ft) Page: 5 Shape: 18 Sides Base Dia : 43.07 (in) Top Dia : 26.63 (in) X Taper: 0.144979 (intft) Base Elev : 0.000 (ft) Load Case: No Ice 70.00 mph Wind with No Ice 26 Iterations Gust Response Factor :1.69 Dead Load Factor :1.00 Wind Load Factor: 1.00 ARRIled Segment Forces Summary Sag Lateral Axial Torsion Moment Elev FX ( -) FY ( -) MY MZ (ft) (lb) (lb) (lb -it) (lb -ft) 0.00 0.00 0.00 0.00 0.00 5.00 245.20 720.62 0.00 0.00 10.00 241.04 708.38 0.00 0.00 15.00 236.88 696.15 0.00 0.00 20.00 232.72 683.92 0.00 0.00 25.00 228.56 671.69 0.00 0.00 30.00 224.39 659.45 0.00 0.00 35.00 223.97 647.22 0.00 0.00 40.00 228.28 634.99 0.00 0.00 45.00 231.54 622.75 0.00 0.00 46.25 57.62 153.78 0.00 0.00 50.00 177.13 778.44 0.00 0.00 51.00 47.06 205.61 0.00 0.00 55.00 190.40 340.63 0.00 0.00 60.00 239.55 418.07 0.00 0.00 65.00 240.04 409.51 0.00 0.00 70.00 240.02 400.95 0.00 0.00 75.00 239.53 392.39 0.00 0.00 80.00 238.63 383.82 0.00 0.00 85.00 237.34 375.26 0.00 0.00 90.00 235.71 366.70 0.00 0.00 93.50 163.47 251.59 0.00 0.00 95.00 70.41 197.76 0.00 0.00 97.25 105.36 293.96 0.00 0.00 100.0 128.24 166.56 0.00 0.00 105.0 231.94 297.15 0.00 0.00 110.0 229.17 289.81 0.00 0.00 115.0 226.16 282.47 0.00 0.00 119.0 178.38 220.69 0.00 0.00 120.0 44.22 54.59 0.00 0.00 125.0 223.69 272.93 0.00 0.00 130.0 226.21 417.53 0.00 0.00 135.0 228.66 270.33 0.00 0.00 140.0 231.05 270.33 0.00 0.00 145.0 233.38 315.03 0.00 0.00 149.0 188.16 214.18 0.00 0.00 Totals: 6,944.12 14,085.23 0.00 0.00 z Pole: 51717 Code: TIA/EIA -222 Rev F Co py" ghtSo- Eng nwnng Soluw S Inc Location : Kool Park, Hickory, NC Y 4/25/2011 10:56:59 AM Height: 149.0 (ft) Page: 6 Shape: 18 Sides Base Dia : 43.07 (in) j Top Dia : 26.63 (in) x Taper: 0.144979 (intft) Base Elev : 0.000 (ft) Load Case: No Ice 70.00 mph Wind with No Ice 26 iterations Grant Response Factor :1.69 Dead Load Factor :1.00 Wind Load Factor: 1.00 Calculated Shaft Forces and Deflections Seg Lateral Axial Lateral Moment Torsion Moment X Z Total Elev FX ( -) FY ( -) FZ MX MY MZ Deflect Deflect Deflect Rotation (ft) (kips) (kips) (kips) (ft -kips) (ft -kips) (ft4dps) (in) (in) (in) (deg) 0.00 -6.953 - 14.080 0.000 0.000 0.000 4540.214 0.000 0.000 0.000 0.000 5.00 -6.725 - 13.351 0.000 0.000 0.000 4505.449 -0.041 0.000 0.041 -0.076 10.00 -6.499 - 12.635 0.000 0.000 0.000 - 471.824 -0.161 0.000 0.161 -0.151 15.00 -6.275 - 11.932 0.000 0.000 0.000 - 439.329 -0.358 0.000 0.358 -0.224 20.00 -0.053 - 11.241 0.000 0.000 0.000 - 407.955 -0.631 0.000 0.631 -0.296 25.00 -5.833 - 10.564 0.000 0.000 0.000 - 377.690 -0.979 0.000 0.979 -0.366 30.00 -5.616 -9.899 0.000 0.000 0.000 -048.523 -1.400 0.000 1.400 -0.435 35.00 -0.398 -9.248 0.000 0.000 0.000 - 320.442 -1.892 0.000 1.892 -0.502 40.00 - 5.173 -8.609 0.000 0.000 0.000 - 293.455 -2.453 0.000 2.453 -0.567 45.00 -0.940 -7.985 0.000 0.000 0.000 - 267.590 4.081 0.000 3.081 -0.630 46.25 -4.885 -7.830 0.000 0.000 0.000 - 261.415 -3.248 0.000 3.248 -0.646 50.00 -4.703 -7.051 0.000 0.000 0.000 - 243.095 -3.774 0.000 3.774 -0.692 51.00 -0.657 -6.844 0.000 0.000 0.000 - 238.392 -3.921 0.000 3.921 -0.704 55.00 -0.469 -6.501 0.000 0.000 0.000 - 219.766 -4.531 0.000 4.531 -0.751 60.00 - 4.232 -6.080 0.000 0.000 0.000 - 197.421 -5.359 0.000 5.359 -0.828 65.00 - 3.993 -5.669 0.000 0.000 0.000 - 176.263 -0.266 0.000 6.266 -0.901 70.00 -3.752 -5.268 0.000 0.000 0.000 - 156.300 -7.248 0.000 7.248 -0.971 75.00 -3.511 -4.876 0.000 0.000 0.000 - 137.539 -8.300 0.000 8.300 -1.036 80.00 - 3.270 -4.493 0.000 0.000 0.000 - 119.983 -9.418 0.000 9.418 -1.097 85.00 - 3.029 -4.120 0.000 0.000 0.000 - 103.632 - 10.598 0.000 10.598 -1.154 90.00 -2.789 -3.756 0.000 0.000 0.000 - 88.485 - 11.836 0.000 11.836 -1.207 93.50 -2.622 -3.507 0.000 0.000 0.000 - 78.724 - 12.734 0.000 12.734 -1.241 95.00 - 2.548 -3.310 0.000 0.000 0.000 - 74.791 - 13.126 0.000 13.126 -1.255 97.25 -2.437 4.018 0.000 0.000 0.000 - 69.058 - 13.723 0.000 13.723 -1.276 100.0 -2.307 -2.853 0.000 0.000 0.000 - 62.356 - 14.465 0.000 14.465 -1.299 105.0 -2.070 -2.559 0.000 0.000 0.000 - 50.820 - 15.849 0.000 15.849 -1.342 110.0 -1.836 -2.274 0.000 0.000 0.000 - 40.469 - 17.276 0.000 17.276 -1.380 115.0 -1.604 -1.996 0.000 0.000 0.000 - 31.291 - 18.738 0.000 18.738 -1.412 119.0 -1.420 -1.780 0.000 0.000 0.000 - 24.877 - 19.930 0.000 19.930 -1.433 120.0 -1.375 -1.726 0.000 0.000 0.000 - 23.457 - 20.231 0.000 20.231 -1.438 125.0 -1.145 -1.459 0.000 0.000 0.000 - 16.581 - 21.749 0.000 21.749 -1.459 130.0 -0.908 -1.047 0.000 0.000 0.000 - 10.857 - 23.284 0.000 23.284 -1.473 135.0 -0.673 -0.782 0.000 0.000 0.000 -6.315 - 24.831 0.000 24.831 -1.481 140.0 -0.435 -0.518 0.000 0.000 0.000 -2.950 - 26.385 0.000 26.385 -1.486 145.0 -0.194 -0.209 0.000 0.000 0.000 -0.774 - 27.943 0.000 27.943 -1.488 149.0 -0.188 0.000 0.000 0.000 0.000 0.000 - 29.189 0.000 29.189 -1.488 i '4 E Pole: 51717 Code: TIA/EIA -222 Rev F C0 p"'v� �"'�" E"e "'�""g"b°�s inc Location : Kool Park, Hickory, NC Y 41251201110:56:59 AM Height: 149.0 (ft) Page: 7 Shape: 18 Sides Base Dia : 43.07 (in) Top Dia : 26.63 (in) x Taper: 0.144979 (in/ft) Base Elev : 0.000 (ft) Load Case: No Ice 70.00 mph Wind with No Ice 26 Iterations Gust Response Factor :1.69 Dead Load Factor :1.00 Wind Load Factor: 1.00 Calculated Stresses Seg Applied Stresses Allowable Elev Axial (1) Shear (X) Shear (Z) Torsion Bending (X) Bending (Z) Combined Stress (Fb) Stress (ft) (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) R atio 0.00 0.33 0.33 0.00 0.00 0.00 14.47 14.81 52.0 0.0 0.285 5.00 0.32 0.33 0.00 0.00 0.00 14.01 14.34 52.0 0.0 0.276 10.00 0.31 0.32 0.00 0.00 0.00 13.55 13.87 52.0 0.0 0.267 15.00 0.30 0.31 0.00 0.00 0.00 13.07 13.38 52.0 0.0 0.257 20.00 0.28 0.31 0.00 0.00 0.00 12.58 12.88 52.0 0.0 0.248 25.00 0.27 0.30 0.00 0.00 0.00 12.09 12.37 52.0 0.0 0.238 30.00 0.26 0.30 0.00 0.00 0.00 11.58 11.85 52.0 0.0 0.228 35.00 0.25 0.29 0.00 0.00 0.00 11.06 11.32 52.0 0.0 0.218 40.00 0.23 0.28 0.00 0.00 0.00 10.53 10.78 52.0 0.0 0.207 45.00 0.22 0.28 0.00 0.00 0.00 10.00 10.23 52.0 0.0 0.197 46.25 0.22 0.28 0.00 0.00 0.00 9.86 10.09 52.0 0.0 0.194 50.00 0.20 0.27 0.00 0.00 0.00 9.46 9.67 52.0 0.0 0.186 51.00 0.27 0.38 0.00 0.00 0.00 12.93 13.22 49.5 0.0 0.267 55.00 0.27 0.37 0.00 0.00 0.00 12.32 12.60 49.9 0.0 0.252 60.00 0.25 0.36 0.00 0.00 0.00 11.53 11.80 50.4 0.0 0.234 65.00 0.24 0.34 0.00 0.00 0.00 10.74 11.00 50.9 0.0 0.216 70.00 0.23 0.33 0.00 0.00 0.00 9.95 10.19 51.4 0.0 0.198 75.00 0.22 0.31 0.00 0.00 0.00 9.15 9.39 51.9 0.0 0.181 80.00 0.20 0.30 0.00 0.00 0.00 8.36 8.58 52.0 0.0 0.165 85.00 0.19 0.28 0.00 0.00 0.00 7.56 7.77 52.0 0.0 0.149 90.00 0.18 0.27 0.00 0.00 0.00 6.77 6.96 52.0 0.0 0.134 93.50 0.17 0.26 0.00 0.00 0.00 6.23 6.42 52.0 0.0 0.123 95.00 0.16 0.25 0.00 0.00 0.00 6.01 6.18 52.0 0.0 0.119 97.25 0.17 0.28 0.00 0.00 0.00 6.43 6.62 50.5 0.0 0.131 100.00 0.16 0.27 0.00 0.00 0.00 5.97 6.15 50.8 0.0 0.121 105.00 0.15 0.25 0.00 0.00 0.00 5.11 5.28 51.4 0.0 0.103 110.00 0.14 0.22 0.00 0.00 0.00 4.29 4.44 51.9 0.0 0.086 115.00 0.12 0.20 0.00 0.00 0.00 3.50 3.64 52.0 0.0 0.070 119.00 0.11 0.18 0.00 0.00 0.00 2.90 3.03 52.0 0.0 0.058 119.00 0.11 0.18 0.00 0.00 0.00 2.90 3.03 52.0 0.0 0.058 120.00 0.11 0.18 0.00 0.00 0.00 2.74 2.86 52.0 0.0 0.055 125.00 0.09 0.15 0.00 0.00 0.00 1.94 2.04 52.0 0.0 0.039 130.00 0.07 0.12 0.00 0.00 0.00 1.27 1.35 52.0 0.0 0.026 135.00 0.05 0.09 0.00 0.00 0.00 0.74 0.80 52.0 0.0 0.015 140.00 0.03 0.06 0.00 0.00 0.00 0.34 0.39 52.0 0.0 0.007 145.00 0.01 0.02 0.00 0.00 0.00 0.09 0.11 52.0 0.0 0.002 149.00 0.00 0.02 0.00 0.00 0.00 0.00 0.04 52.0 0.0 0.001 a I E Pole: 51717 Code: TIA/EIA -222 Rev F SO �"'�" E"e'"w""g Inc Location: Kool Park, Hickory, NC Y 4/2512011 10:56:59 AM Height: 149.0 (ft) Page: 8 Shape: 18 Sides Base Dia : 43.07 (in) Top Dia : 26.63 (in) Taper: 0.144979 (in/ft) Base Elev : 0.0 (ft) X Load Case: Ice 60.62 mph Wind with Ice 25 Iterations Gust Response Factor :1.69 Dead Load Factor :1.00 Wind Load Factor: 1.00 Shaft Segment Forces Sag Top Ice Wind Dead Tot Dead Elev Qz azGh C Thick Tributary Aa CfAa Force X Load Ice Load (ft) Description Kz (psf) (psf) (mph -ft) Cf (in) (ft) (sf) (sf) (lb) (lb) (lb) 0.00 0.00 1.00 9.407 15.89 217.57 0.650 0.50 0.00 0.000 0.00 0.0 0.0 0.0 5.00 0.00 1.00 9.407 15.89 213.91 0.650 0.50 5.00 18.211 11.84 188.2 132.2 847.6 10.00 0.00 1.00 9.407 15.89 210.25 0.650 0.50 5.00 17.909 11.64 185.1 130.0 833.2 15.00 0.00 1.00 9.407 15.89 206.58 0.650 0.50 5.00 17.607 11.44 182.0 127.7 818.7 20.00 0.00 1.00 9.407 15.89 202.92 0.650 0.50 5.00 17.305 11.25 178.8 125.5 804.2 25.00 0.00 1.00 9.407 15.89 199.26 0.650 0.50 5.00 17.003 11.05 175.7 123.3 789.7 30.00 0.00 1.00 9.407 15.89 195.60 0.650 0.50 5.00 16.701 10.86 172.6 121.0 775.3 35.00 0.00 1.01 9.567 16.16 193.56 0.650 0.50 5.00 16.399 10.66 172.3 118.8 760.8 40.00 0.00 1.05 9.939 16.79 193.52 0.650 0.50 5.00 16.097 10.46 175.7 116.6 746.3 45.00 0.00 1.09 10.279 17.37 192.98 0.660 0.50 5.00 15.795 10.27 178.4 114.3 731.9 46.25 Sot - Section 2 0.00 1.1010.360 17.50 192.77 0.650 0.50 1.25 3.902 2.54 44.4 28.4 180.9 50.00 0.00 1.12 10.593 17.90 192.02 0.650 0.50 3.75 11.728 7.62 136.5 85.1 859.6 51.00 Top - Section 1 0.00 1.1310.653 18.00 191.78 0.650 0.50 1.00 3.099 2.01 36.3 22.6 227.2 55.00 0.00 1.15 10.886 18.39 193.09 0.650 0.50 4.00 12.275 7.98 146.8 89.0 425.4 60.00 0.00 1.1811.160 18.86 191.51 0.650 0.50 5.0015.071 9.80 184.8 109.0 521.8 65.00 0.00 1.21 11.418 19.29 189.68 0.650 0.50 5.00 14.769 9.60 185.2 106.7 511.0 70.00 0.00 1.24 11.662 19.70 187.62 0.650 0.50 5.00 14.467 9.40 185.3 104.5 500.2 75.00 0.00 1.2611.894 20.10 185.37 0.650 0.50 5.00 14.165 9.21 185.1 102.2 489.4 80.00 0.00 1.28 12.116 20.47 182.93 0.650 0.50 5.00 13.863 9.01 184.5 100.0 478.6 85.00 0.00 1.31 12.327 20.83 180.33 0.650 0.50 5.00 13.561 8.81 183.6 97.8 467.8 90.00 0.00 1.3312.530 21.17 177.58 0.650 0.50 5.00 13.259 8.62 182.5 95.5 457.0 93.50 Bot - Section 3 0.00 1.3412.668 21.40 175.57 0.650 0.50 3.50 9.102 5.92 126.7 65.8 313.7 95.00 0.00 1.3512.725 21.50 174.70 0.650 0.50 1.50 3.902 2.54 54.5 28.3 224.5 97.25 Top - Section 2 0.00 1.36 12.811 21.65 173.36 0.650 0.50 2.25 5.802 3.77 81.7 42.1 333.7 100.0 0.00 1.3712.913 21.82 173.91 0.660 0.50 2.75 7.009 4.56 99.4 50.7 214.4 105.0 0.00 1.3913.095 22.13 170.81 0.650 0.50 5.0012.509 8.13 179.9 90.0 381.9 110.0 0.00 1.41 13.270 22.42 167.60 0.650 0.50 5.00 12.207 7.93 177.9 87.7 372.4 115.0 0.00 1.4213.439 22.71 164.29 0.650 0.50 5.00 11.905 7.74 175.8 85.5 362.8 119.0 Top - Section 3 0.00 1.4413.571 22.93 161.57 0.650 0.50 4.00 9.307 6.05 138.7 67.0 283.5 120.0 0.00 1.4413.604 22.99 161.77 0.650 0.50 1.00 2.302 1.50 34.4 16.7 70.3 125.0 0.00 1.46 13.M 23.26 162.71 0.660 0.50 5.0011.512 7.48 174.1 83.7 351.4 130.0 Appertunance(s) 0.00 1.48 13.919 23.52 163.63 0.650 0.50 5.00 11.512 7.48 176.0 83.7 351.4 135.0 0.00 1.4914.069 23.77 164.61 0.650 0.50 5.0011.512 7.48 177.9 83.7 351.4 140.0 0.00 1.51 14.216 24.02 165.37 0.650 0.50 5.00 11.512 7.48 179.8 83.7 351.4 145.0 Appertunance(s) 0.00 1.52 14.360 24.26 166.20 0.650 0.50 5.00 11.512 7.48 181.6 83.7 351.4 149.0 0.00 1.53 14.472 24.45 166.85 0.650 0.50 4.00 9.210 5.99 146.4 67.0 281.2 Totals: 149.00 5,368.7 3,069.5 16,822.4 i I f k k r t 4 E P E Pole: 51717 Code: TIA/EIA -222 Rev F Copyright Swam Engineering Sdut7 inc Location : Kool Park, Hickory, NC Y 41251201110:56:59 AM Height: 149.0 (ft) Page: e Shape : 18 Sides Base Dia : 43.07 (in) Top Dia : 26.63 (in) X Taper: 0.144979 (ini t) Base Elev : 0.000 (ft) Load Case: Ice 60.62 mph Wind with Ice 25 Iterations Gust Response Factor :1.69 Dead Load Factor: 1.00 Wind Load Factor: 1.00 Discrete Auuurtenance Segment Forces Elev Total Hodz Vert Wind Mom Mom Dead (It) Desch qz gzGh CaAa GaAa Ecc Ecc FX Y 2 Load Paon MY (1364 (P64 Factor (sf) (ft) (ft) (Ib) (lb-ft) (Ib -ft) (1b) 130.0 E15S09P80 TMAs 6 13.919 23.522 1.00 0.00 0.000 0.000 0.00 0.00 0.00 77.94 130.0 HBXX-6516DS -VTM 3 13.919 23.522 1.00 0.00 0.000 0.000 0.00 0.00 0.00 197.79 145.0 BXA- 8006316CF 3 14.360 24.268 1.00 0.00 0.000 0.000 0.00 0.00 0.00 166.65 0.00 442.38 i r i t E i S t } f' 1 I Pole: 51717 Code: TIA/EIA -222 Rev F & senae Engineering Soluaom Inc Location: Kool Park, Hickory, NC Y 4125/2011 10:56:59 AM Height: 149.0 (ft) Pa 1 Shape: 18 Sides �' 0 Base Dia : 43.07 (in) Top Dia : 26.63 (in) X Taper: 0.144979 (intit) Base Elev : 0.000 (ft) Load Case Ice 60.62 mph Wind with Ice 25 Iterations Gust Response Factor :1.69 Dead Load Factor :1.00 Wind Load Factor: 1.00 Analied Segment Forces Summary Seg Lateral Axial Torsion Moment Elev FX ( -) FY ( -) MY MZ (ft) (lb) (lb) (lb -ft) (lb -ft) 0.00 0.00 0.00 0.00 0.00 5.00 188.20 852.82 0.00 0.00 10.00 185.08 838.35 0.00 0.00 15.00 181.96 823.88 0.00 0.00 20.00 178.83 809.42 0.00 0.00 25.00 175.71 794.95 0.00 0.00 30.00 172.59 780.48 0.00 0.00 35.00 172.34 766.01 0.00 0.00 40.00 175.75 751.54 0.00 0.00 45.00 178.35 737.07 0.00 0.00 46.25 44.40 182.22 0.00 0.00 50.00 136.48 863.51 0.00 0.00 51.00 36.26 228.21 0.00 0.00 55.00 146.78 429.58 0.00 0.00 60.00 184.76 527.03 0.00 0.00 65.00 185.24 516.23 0.00 0.00 70.00 185.34 505.43 0.00 0.00 75.00 185.08 494.63 0.00 0.00 80.00 184.51 483.83 0.00 0.00 85.00 183.64 473.03 0.00 0.00 90.00 182.51 462.23 0.00 0.00 93.50 126.65 317.37 0.00 0.00 95.00 54.55 226.10 0.00 0.00 97.25 81.66 336.01 0.00 0.00 100.0 99.42 217.28 0.00 0.00 105.0 179.94 387.13 0.00 0.00 110.0 177.94 377.55 0.00 0.00 115.0 175.76 367.98 0.00 0.00 119.0 138.74 287.66 0.00 0.00 120.0 34.41 71.33 0.00 0.00 125.0 174.06 356.64 0.00 0.00 130.0 176.02 632.37 0.00 0.00 135.0 177.93 354.04 0.00 0.00 140.0 179.79 354.04 0.00 0.00 145.0 181.60 520.69 0.00 0.00 149.0 146.41 281.16 0.00 0.00 Totals: 5,368.67 17,407.77 0.00 0.00, i i } k' C Pole: 51717 Code: TIAIEIA -222 Rev F Coww semaan Engineering so%&ons Inc Location: Kool Park, Hickory, NC Y 4/25/2011 10:56:59 AM Height: 149.0 (ft) Page. 11 Shape: 18 Sides Base Die : 43.07 (in) Top Die: 26.63 (in) Taper: 0.144979 (intft) Base Elev : 0.000 (ft) X Load Case: Ice 60.62 mph Wind with Ice 25 Iterations Gust Response Factor :1.69 Dead Load Factor :1.00 Wind Load Factor: 1.00 Calculated Shaft Forces and Deflections Seg Lateral Axial Lateral Moment Torsion Moment X Z Total Elev FX ( -) FY ( -) FZ MX MY MZ Deflect Deflect Deflect Rotation (ft) ( kips) (kips) (kips) (ft -kips) (ft-kips) (ft-kips) (in) (in) (in) (deg) 0.00 -5.377 - 17.405 0.000 0.000 0.000 421.076 0.000 0.000 0.000 0.000 5.00 -5.205 - 16.547 0.000 0.000 0.000 - 394.192 -0.032 0.000 0.032 -0.059 10.00 -0.035 - 15.704 0.000 0.000 0.000 - 368.167 -0.125 0.000 0.125 -0.117 15.00 -4.865 - 14.876 0.000 0.000 0.000 - 342.995 -0.279 0.000 0.279 -0.175 20.00 -4.697 - 14.062 0.000 0.000 0.000 - 318.670 -0.492 0.000 0.492 -0.231 25.00 -4.530 - 13.264 0.000 0.000 0.000 - 295.185 -0.764 0.000 0.764 -0.286 30.00 -4.365 - 12.480 0.000 0.000 0.000 - 272.533 -1.092 0.000 1.092 -0.340 35.00 -0.198 - 11.712 0.000 0.000 0.000 - 250.708 -1.476 0.000 1.476 -0.392 40.00 -4.027 - 10.958 0.000 0.000 0.000 - 229.716 -1.914 0.000 1.914 -0.443 45.00 -3.848 - 10.220 0.000 0.000 0.000 - 209.582 -2.405 0.000 2.405 -0.492 46.25 -0.806 - 10.037 0.000 0.000 0.000 - 204.772 -2.536 0.000 2.536 -0.505 50.00 -0.665 -9.173 0.000 0.000 0.000 - 190.499 -2.947 0.000 2.947 -0.541 51.00 - 3.631 -8.944 0.000 0.000 0.000 - 186.834 -3.061 0.000 3.061 -0.550 55.00 - 3.487 -8.513 0.000 0.000 0.000 - 172.311 -0.538 0.000 3.538 -0.587 60.00 -3.305 -7.984 0.000 0.000 0.000 - 154.877 -4.186 0.000 4.186 -0.647 65.00 -0.121 -7.467 0.000 0.000 0.000 - 138.353 -4.895 0.000 4.895 -0.705 70.00 -2.935 -6.961 0.000 0.000 0.000 - 122.750 -0.663 0.000 5.663 -0.759 75.00 -2.749 -6.467 0.000 0.000 0.000 - 108.073 -6.486 0.000 6.486 -0.811 80.00 -2.562 -5.984 0.000 0.000 0.000 - 94.328 -7.361 0.000 7.361 -0.859 85.00 -2.376 -5.512 0.000 0.000 0.000 - 81.516 -8.285 0.000 8.285 -0.904 90.00 -2.189 -5.051 0.000 0.000 0.000 - 69.637 -9.254 0.000 9.254 -0.945 93.50 -2.058 -4.735 0.000 0.000 0.000 - 61.976 -9.958 0.000 9.958 -0.972 95.00 -2.001 -4.510 0.000 0.000 0.000 - 58.889 - 10.265 0.000 10.265 -0.983 97.25 -1.915 -4.175 0.000 0.000 0.000 - 54.386 - 10.732 0.000 10.732 -0.999 100.0 -1.814 -3.958 0.000 0.000 0.000 49.120 - 11.313 0.000 11.313 -1.018 105.0 -1.629 -0.574 0.000 0.000 0.000 - 40.051 - 12.398 0.000 12.398 - 1.052 , 110.0 -1.445 -3.199 0.000 0.000 0.000 - 31.908 - 13.516 0.000 13.516 -1.081 115.0 -1.264 -2.834 0.000 0.000 0.000 - 24.681 - 14.662 0.000 14.662 -1.106 119.0 -1.120 -2.549 0.000 0.000 0.000 - 19.626 - 15.597 0.000 15.597 -1.123 120.0 -1.085 -2.478 0.000 0.000 0.000 - 18.506 - 15.832 0.000 15.832 -1.127 125.0 -0.904 -2.125 0.000 0.000 0.000 - 13.082 - 17.022 0.000 17.022 -1.143 130.0 -0.716 -1.496 0.000 0.000 0.000 -8.562 - 18.226 0.000 18.226 -1.154 135.0 -0.531 -1.145 0.000 0.000 0.000 -4.983 - 19.439 0.000 19.439 -1.161 140.0 -0.344 -0.795 0.000 0.000 0.000 -2.328 - 20.657 0.000 20.657 -1.165 145.0 -0.152 -0.278 0.000 0.000 0.000 -0.608 - 21.878 0.000 21.878 -1.167 149.0 -0.146 0.000 0.000 0.000 0.000 0.000 - 22.856 0.000 22.856 -1.167 I i t Pole: 51717 Location K001 Park, Hickory Code: TIME IA - 222 Rev F CovMnrse,►. Height: 149.0 (ft) Y g Sarum . Shape: 18 Sides 4/25/201110 AM Base Dia : 43,07 (in) Page: 12 Top Dia : 26.63 (in) Taper: 0.144,1e 79 (iNft) Base Elev : 0,000 (R X fG uwsl Ice 60.62 mph Wind vdg, I Response Factor: 1.69 25 Iterations Dead Load Factor: 1.00 Wind Load Factor: 1.00 Calculated tr ccac Seg Elev Axial (1) Shear (X) Shear Applied Stresses - --� -� ksi ksi Rl Torsion Bending (X) Sending Z Allowable ksi ksi ksi ksl g () Combined Stress (Fb) Stress 1111 0.00 0.41 10.00 0.40 0.25 0.00 0 .00 0.00 11.28 ksi ksi Ratio 15.00 0.38 0.25 0 00 0.00 0 . 0 0 10.93 11.33 52.0 0.0 0.225 20.00 0.36 0.24 0.00 0.00 0.00 10.57 10.96 52.0 0.0 0.218 25.00 0.34 0.24 0.00 0.00 0.00 10.20 10.58 52.0 0.0 0.211 30.00 0.33 0.24 0.00 0.00 0 .00 9.83 10.19 52.0 0.0 0.204 35.00 0.31 0.23 0.00 0.00 0.00 9 ' 9.80 52.0 0.0 0.196 40.00 0.30 0.00 0 9.06 9. 0 . 0 0.188 45.00 0.28 0.22 0.00 0.00 0.00 8.65 8.98 52.0 0.0 0.181 46.25 0.28 0. 0.00 0.00 0.00 8.25 8.55 52.0 0'0 0.173 50.00 0.26 0.00 0.00 7.83 8.12 0 . 0 0.165 51.00 0. 0.21 0.00 000 0 '� 7.73 8.02 52.0 0.0 0.156 55.00 0.35 0.28 0.00 0.00 0 .00 7.41 7.68 52.0 0.0 0.154 60.00 0.33 0.29 0.00 0.00 0.00 10.13 10.50 52.0 0.0 0.148 f 65.00 0.32 Q. 0.00 0.00 0.00 9.66 49.5 10.02 49.9 0 0 0.212 70.00 0.30 0.00 0.00 8.05 9.39 0 . 0 0.201 75.00 0.29 0.26 0.00 0.00 0.00 8.43 8.76 50.4 0.0 0.186 80.00 0.27 0.25 0.00 0.00 0.00 7.81 8.13 50.9 0.0 0.172 85.00 0.26 0.23 0.00 000 0.00 7.19 51.4 0.0 0.22 0.00 6.57 7. 51.9 0.0 0.144 90.00 0.24 0.21 0.00 0.00 0.00 5.95 5. 52.0 95.00 0.22 0 '� 0.00 0.00 0 .00 5.33 5.58 52.0 0.0 0.120 97.25 0.24 0.20 0.00 0.00 0 .00 4.90 5.15 52.0 0.0 0.107 100.00 0.23 0.21 0.00 0.00 0.00 4.73 4.96 52.0 0 ' 0 0.099 105.00 0.21 0.00 0.00 5.06 5.31 0 0 0.095 110.00 0.19 0.00 0.00 0.00 4.70 494 50 0.0 0.105 115.00 0.19 0.18 0.00 0.00 4.03 50.8 0.0 0.097 0.18 0.16 0.00 0.00 3.38 4.25 51.4 0.0 119.00 0.083 0.16 0.14 0.00 0.00 0 . 0 0 2.76 3 51.9 0.0 119.00 0.16 0.00 0.00 2.95 52.0 0.069 120.00 0.16 0.14 0.00 0.00 0 '� 2.29 2.47 0 0 0.057 . 125.00 0.14 0.14 0.00 0.00 0.00 2.29 2.47 52.0 00 0.047 130.00 0.10 0.12 0.00 0.00 0.00 2.16 2.33 52.0 0.0 0.047 135.00 0.10 0.07 0.00 0.00 0.00 1.53 1.67 52.0 0.0 0.045 140.00 0.05 0.00 0.00 1.00 1.11 0 0 0.032 145.00 0.02 0.02 0.00 0.00 0.00 0.58 0.66 52.0 0 ' 0 0.021 149.00 0.00 0.02 0.00 0.00 0.00 0.27 0.09 33 52.0 0'0 0.013 0.00 0.00 0.00 0.00 0.003 52.0 0.0 0.002 0.0 0.001 t Pole: 51717 Location : Kool Park Hicko Height : 149.0 (}t)� rY, NC Code: TIA/EIA -222 Rev F co Eemaan Engin6-n9 S-1-M n., /x Shape: 18 Sim 4/25/2011 10:56 :59 AM Base Dia : 43.07 (in) Top Dia : 26.63 (in) Page: 13 Taper: 0 .144979 (inm) Base Elev : 0.000 (ft) Allalvsic 5�...,.. X Reactions FX Shear Shear Axial Y Load Case FZ FY Moment Moment Moment S Combined Allowabl (kips) (kips) MY �Noe 7.0 0.00 (1408 (ft'MPs) (ft4 ps) (ft mz -ki S Stre Etev Stress 5.4 0.00 17.40 0.00 0.00 540.21 14.81 ()0 (ft) Ratio 421.08 11.70 0.00 0.285 52.0 0.00 0.225 i