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Home My WebLink AboutSTRUCTURAL ANALYSIS - 16-00045 - 164 W 1st N - AT&T Tower AdditionAIIAIN�e�k%k POWDER RIVER Development Services, LLC STRUCTURAL ANALYSIS OF ANTENNA MOUNTING CONDITION AT&T SITE NAME: REXBURG STEINER ELEVATOR (LTE 3C) AT&T SITE No: IDLO4328 FA No.: 10133809 164 WEST I "'STREET NORTH REXBURG, ID 83440 MADISON COUNTY Structural Analysis Findings: HANDRAIL SUPPORT STRUCTURALLY ACCEPTABLE December 29, 2015 Richard A. Boelter, PE, SE Idaho Engineering License No. 13617 Idaho Business License No. C-3065 219 SOUTH W OODDALE AVENUE, EAGLE, IDAHO 83815 OFFICE: 208.938.88441 FAX: 208.938.8855 Structural Analysis ofAntema Mounting Condition Page 2 AT&TSiteName. Rexburg Steiner Elevator December 29, 2015 TABLE OF CONTENTS TitleSheet......................:.....................:.......................:::.......................::..................................................... l Project Description and Observations ................................... ......................::....2 Assumptions and Exclusions ............................................ . , ....... ...........3 Conclusions and Recommendations— - ......... ......... ...........3 Basis for Analysts.............................................................. Structural Calculations....: ......... ......... ..: ...:.. ......... .........4-7 Attachment Detail .......... .•.•..... 8 PROJECT DESCRIPTION AND OBSERVATIONS: Powder River Development Services, LLC (PRDS) was asked to review the mounting of antennas to the existing steel pipe handrails at the top of the grain elevator to determine if it is structurally adequate to support the final configuration of antennas and equipment as shown in the table below. * RRH's located below antennas - not included in analysis The TMA's indicated on the table above will be shielded by the antennas from the wind coming from the front but will be exposed to the wind from the sides. 2 1 9 SOUTH WOODDALE AVENUE, EAGLE, IDAHO 8 3 6 1 6 j OFFICE: 208.938.88441 FAX: 208-938.8855 , I Structural Analysis of Antenna Mounting Condition AWS1teName: Rexburg Steiner Elevator ASSUWTIONS AND EXCLUSIONS: Page 3 December 29, 2015 ➢ This analysis is only for the steel pipe handrails and does not involve the structural assessment of the existing grain elevator. It is assumed that the steel pipe handrail is currently in good condition and has not been damaged where it would not perform as determined by this analysis. P It is assumed that the antennas have been installed to the handrail pipe in accordance with the detail shown in this report and also found in the construction drawings. The use of this detail allows for all of the weight of the antennas to be resisted by the bottom attachment at the platform kick plate. This allows the handrail pipe to only resist the lateral wind forces. CONCLUSIONS AND RECOMMENDATIONS: The following are the findings of our review and/or analysis: Existing Steel Pipe Handrail: Sufficient Structural Capacity For the existing steel pipe handrail to be structurally sufficient to support the proposed antennas the antennas will need to be mounted to the existing platform and handrail as shown in the attachment detail that is included with this report. Ibis detail is to be included in the final construction drawings. BASIS FOR ANALYSIS: Codes and Standards Building Code .......... .......................................2012International Building Code Design Loads ......... . ASCE 7-10 Structural Steel ......... .......................... ......... ........... ANSIJMSC 360-05 Structural Loads Wind Design RiskCategory ........................................................................................: Wind Speed (3 Second Gust) ......... .......... ...............115 mph Exposure Category ......... ......... .......................... .........B Height Above Ground. Level (z) ......... ............................................. 200 R 2'19 50 U rH W 00 O DALE AVENUE, EAGLE., IDAHO 89616 OFFICE: 208-:938.8844 1 FAX: 208.998.8856 POWDER RIVER Development Services, LLC Page: V Date: 12/29/2015 Project: AT&T Rexburg Steiner Elevator Project No.: 10133809 Design Wind Loads on Other Structures (ASCE 7-10; Chapter 29) Building/Structure's Risk Category: Wind Velocity: Exposure Category (B, C, or D): Height of Structure/Equipment (hs): Least Horizontal Dimension of Structure/Equipment (D): Evaluated Height Above Ground Level (z): Roof Height (h): H 115 B 8 1 12000 100.00 Velocity Pressure (q,): qz = 0.00256 KQ KSI Ks V2 Nominal Height of Atmospheric Boundary Layer (zd: 1,200 3 -Second Gust -Speed Power Law Exponent (a): 7.0 K. (for z 2 15') = 2.01 (zlzgzr" = 1.04 K.(for z<15')=2.01(151zJve= 0.57 K,= 1,04 K. = 1.0 Ka = 0.85 qz = 29.96 Design Wind Force (F) for h > 601: F = gzGCf Design Wind Force (F) for h:5 601: Ph = gh(GC,) (ASCE'? - Table 1.5-1) (ASCE 7 - Figures 26.5-1) feet (Check zoa per Table 26.9-1) feet feet (ASCE 7 - Table 26.9-1) (ASCE 7 - Table 26.9-1) G = 0.95 hs / D = 8.0 Cf = 1.4 F= 39.85 psf GC, = 1.9 Fh = 56.92 psf F (ASCE 7 - 26.8.2) (ASCE 7 - Table 26.6-1) (ASCE 7 - Eqn 29.3-1) (ASCE 7 - 26.9. 1) (ASCE 7 - Figure 29.5-1) (ASCE 7 - Eqn 29.5-1) (ASCE 7 - 29.5.1) (ASCE 7 - Eqn 29.5-2) POWDER RIVER Development Sereloeo,LLC 2185 W000tlele Ave. Eagle, ID 69616 Phons;(206) 9384M C �j / PAGE PROJECT 11&7 E()LA :K�•.•.LL M i DATE III PROJECT No ! d/ f 5 FPO / ENGINEE 4 IL r0, ?1'p AT7 �e Powder River Development Services 219 S. Wooddale Avenue Eagle, Idaho 83616 Phone:(288) 938 8844 P 0 W 0 E R R I V E R Fax: (206) 938-8855 Project Tille: Engineer. Project Descr: Prciect ID: 6 Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set :ASCE 7-10 _Material Properties Analysis Method; Allowable Strength Design / Fy: Steel Yield: 35.0ksi Beam Bracing: CompletelyUnbraced / E: Modulus: 29,000.0ksl Bending Axis: Major Axis Bending v Load Combination ASCE 7-10 -_.. wraAMR) ', Applied Loads Pipe1-02 SW Service loads entered. Load Factorswill be applied for calculations. Beam self weight calculated and added to loading 0.03 1.23 Uniform Load: W = 0.006330 k1ft, Tdbulary Width =1.011 1.14 1.00 0.01 Point Load: W=0.1010kiiD2.0ft 4.72 40Dagn,.L= Point Load: W = 0.160 k Q 4.0 it Point Load : W = 0.160 k p 7.6011 / 1 0.042 0.003 DESIGN SUMMARY 0.03 1.23 r - Maximum Bending Stress Ratio 0.605:1 Maximum Shear Stress Ratio = 0.034 : 1 Section used for this span Pipet -1/2 Std Section used for this span Plpe1.112 Std Ma : Applied 0.445 k -ft Va : Applied 0.160 k Mn / Omega: Allowable. 0.735 k -ft Vn/Omega : Allowable 4.716 k Load Combination +D+0:60W+H Load Combination +D+0.60W+H Location of maximum on span 3.990ft Location of maximum on span 9:500 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection - Max Downward Transient Deflection 1.268 in Ratio = 89 Max Upward Transient Deflection -1.268 in Ratio = 89 Dsgn. L= 9.50# Max Downward Total Deflection 0.822 in :Ratio = 139 0.03 Max Upward Total Deflection -0.727 in Ratio = 157 0.01 Load Combination 9.50 it 1 0.042 0.003. 0.03 0.03 1.23 0.74 1.14 1.00 0.01 7.88 4.72 40Dagn,.L= Dsgn. L = 9.50 ft 1 0.042 0.003 0.03 0.03 1.23 0.74 1,14 1.00 0.01 7.88 4.72 +D4Lr+H .. 9.508 1 0.042 0.003 0.03 0.03 1.23 0.74 1.14 1.00 0.01 7.88 4.72 1 +DDsg+H.L= Dsgn. L= 9.50# 1 0.042 0.003 0.03 0.03 1.23 0.74 1.14 1..00 0.01 7.88 4.72 +D+0.750Lr+0.750L+H Dsgn. L = 9.50 ft 1 0.042 0.003 0.03 0.03 1.23 0.74 1.14 1.00 0.01 7.88 4.72' +D+0:750L+0.7506+H Dsgn. L= 9.508 1 0.042 0.003 0.03 0.03 123 0:74 1.141.00 0.01 7.88 4.72 +D+0.60W+H 9.50 it 1 0.605 0.034 0.44 0.44 1.23 0.74 1.17 1.00 0.16 7.88 4.72 +0-0D90W+H Dsgn. L= 9.501t 1 0:523 0.028 -0.38 0.38 123 0.74 1.18 1.00 0.13 7.88 4.72 +D+0.70E+H -ftn. L = -9 `„6` 1 6.043--O.f103 093 0113 23 094�IT4-Y:OD 0:0'I +D+0.760Lr+0.750L+0.450W+H Dsgn. L = 9.50 it 1 0:464 0.026 0.34 0.34 123 0.74 1.17 1.00 0.12 7.88 4.72 j +0+0.750Lr+0.750L-0A50W+H Powder River Development Services Project Title: 219 S. Wooddale Avenue Engineer: Eagle, Idaho 83616 Project Descr. Phone: (208) 938.8844 P 0 W 0 E R R I V E R Fax: (208) 938.8855 eevelopment Services; LLC Description: Load Combination hbx Stress Ratios Segment Length Span # M V Proiect ID: Shear Values Degn.L= 9.500 1 0.464 0.026 0.34 0.34 1.23 0:74 1.17 1.00 0.12 7.68 4.72 +13+0.7501.40.7508-0.45OW4H 0.013 0.013 +0+0,60W4H 0.155 0.160 4D-0.6OW4H -0.129 -0.134 •D40.7OE4H: 0.013 0.013 Dsgn.L`= 9.50it 1 0.382 0.021 -028 .0.28 1.23 0.74 1.181.00 0.10 7.86 4.72 +D+0.750L+0.750540.5250E+H 0.013 0.013 40.60D40.601040.601-1 0.149 0.155 40.600-0:50W40.60H -0.134 -0.139 40!60D40`.7OE40.60H 0.008 0.006 Dsgn. L= 9.500 1 .0.042 0.003 0.03 0.03 1,23 0.74 1.14 1.00 0.01 7.88 4,72 +0.60D40.60W40.601-1 0.236 0.245 -1.0W -0236 4245 Dsgn. L= 9.508 1 0.568 0.033 0.43 0:43 123 0.74 1.17 1.00 0.15 7.88 4.72 40.60D-0.60W+0.60H Dsgn. L = 9.50 R 1 0.539 0.030 -0.40 OAO 1.23 0.74 1.18 1.00 0.14 7.88 4.72 +0.60D+0.70E40.60H Dsgn. L= 9:508 1 0.025 0.002 0.02 0.02 1.23 0.74 1.14 1.00 0.01 7.88 4.72 Overall Maximum_ Ddectlons Load Combination Span Max.'--' Dep LodaBon in Span Load Combination Max.'+' Dell Location in Span 1 0.0000 0.000 -1.0W -1Y708-4 703 +D+L+H 0.013 0.013 +D+Lr+H 0.013 0.013 +D+S4H 0.013 0.013 +D+0.750Lr40.750L+H 0.013 0.013 +0+0.75OL40.750S+H 0.013 0.013 +0+0,60W4H 0.155 0.160 4D-0.6OW4H -0.129 -0.134 •D40.7OE4H: 0.013 0.013 +D40.750Lr+0.750L40.450W4H 0.119 0.123' +D+0.750Lr+0.750L-0.450W+H -0.093 -0.097' +D+0.750L40.750640A60W+H 0.119 0:123 +0+0.7501.+0.750S -0.450W41-1 -0.093 -0.097 +D+0.750L40.75OS40.5250E+H 0.013 0.013 40.60D40.601040.601-1 0.149 0.155 40.600-0:50W40.60H -0.134 -0.139 40!60D40`.7OE40.60H 0.008 0.006 DOnly 0.013 0.013 Lr Only L Only S Only W Only 0.236 0.245 -1.0W -0236 4245 E Only H Only POWDER RIVER Development Services, LLC 219 9: Wooddele Ave. ftle, ID 99918 Ph"; (208) 9384IB44 PROJECT No 9 NEW PIPE MAST (2) 1/2"0 U -BOLTS EXISTING STEEL.NWDRAIL (1.9' D.C.) 114- X 5' WIDE BENT STEEL PLATE. EXISnNG STEEL HANDRAIL (1:9' O.D.) (2) 4x4x1/4'v8' (2).3/4'0 BOLTS 'SPACED 5" O.C. (3) 1�2"0 BOLTS SPACED 10' D.C. INTO KICK PLATE EXISTING .STEEL PLATFORM GRATING U -SOLI LONG PAGE le NEW ANTENNA