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structural analysisSEANGHrK83 ee O04 |Oo | 195’Guyed Tower Site Name:Queensbury Site ID:NY02533-S FDH Project Number 06-1225E FILE COPY Prepared By:Reviewed By:fy Be JAD Hi Jeremy D.Piner,El Project Engineer J.Darrin Holt,Ph.D,PE President NY PE License No.078775-1 FDH Engineering,Inc. PO Box 99556 Raleigh,NC 27615 (919)-755-1012 info@fdh-inc.com December 20,2006 Prepared pursuant to EIA/TIA-222-F June 1996 Structural Standards or Steel Antenna Towers and Antenna Supporting Structures 2730 Rowland Rd.,Suite 100 Raleigh,NC 27615 Ph:(919)755-1012 Fax:(919)755-1031 info@fdh-inc.com Structural Analysis Report SBA Network Services,Inc. Site ID:NYO2533-S December 20,2006 TABLE OF CONTENTS EXECUTIVE SUMMARY...-3 Conclusions ‘Recommendations APPURTENANCE LISTING.4 RESULTS...6 GENERAL COMMENTS.a 9 LIMITATIONS.-9 APPENDIX...-10 2 2730 Rowland Rd.,Suite 100 Raleigh,NC 27615 Ph:(919)755-1012 Fax:(919)755-1031 info@fdh-inc.com ‘Structural Analysis Report ‘SBA Network Services,Inc. Site ID:NYO2533-S December 20,2008 EXECUTIVE SUMMARY At the request of SBA Network Services,FDH Engineering performed an analysis of the existing guyed tower located in Queensbury,NY to determine whether the tower is structurally adequate to support the existing and proposed loads,pursuantto the Structural Standards for Steel Antenna Towers and Antenna Supporting Structures,TIA/EIA-222-F.Information pertaining to the existing/proposed antenna loading,current tower geometry,and the member sizes was obtained from Rohn (Eng.File No.45043MD)original design drawings dated August 25,2000 and SBA Network Services. ‘The basic design wind speed per TIA/EIA-222-F standards is 70 MPH without ice and 61 MPH with 4”radial ice.However,local building code stipulates that structures shall be designed to withstand a minimum design 3-second gust wind speed of 90 MPH,which is equivalent to a 75 ‘MPH fastest mile wind speed.As such,a wind speed of 75 MPH without ice and 65 MPH with 14"radial ice was used in this analysis. Conclusions With the existing and proposed loading from T-Mobile in place at 150 ft,the tower meets the requirements of the T/A/EIA-222-F standards.Furthermore,provided the foundation was constructed per the original design drawings (See Rohn Drawing No.A002021-1),the foundation will have the necessary capacity to support both the proposed and existing loading.For a more detailed description of the analysis of the tower,see the Results section of this report, ur structural analysis has been performed assuming all information provided to FDH is accurate (ie.the steel data,tower layout,current antenna loading,and proposed antenna loading)and that, the tower was properly erected and maintained per the original design drawings. Recommendations To ensure the requirements of the TA/EIA-222-F standards are met with the existing and proposed loading in place,we have the following recommendations: 1.Proposed coax lines must be installed as shown in Figure 1. 3) 2730 Rowland Rd,,Suite 100 Raleigh,NC 27615 Ph:(919)755-1012 Fax:(919)755-1031 info@fdh-inc,com ‘Structural Analysis Report ‘SBA Network Services,Inc. Site ID:NYO2533-S December 20,2006 APPURTENANCE LISTING ‘The proposed and existing antennas with their corresponding cables/coax lines are shown in Table 1.If the actual layout determined in the field deviates from this layout,FDH should be contacted to perform a revised analysis. Table 1 —Appurtenance Loading Existing Loading: (6)Andrew DBXLH-9090C-VTM| 16 190 (18)1-5/8 Cingular (6)TNA's -(©)Diplexers _|745 180)(9)1-5/8"Nextel (9)EMS RV-90012 16-24 170 _(@)1-58"wo (®)Dapa 49010 =me @)Allgon 7262.0225:27 160 (6)1-518 areT|(QIVAs 28-39 140 (12)1-5/8"Verizon (12)EMS FV90-12-00DAL2 7 See Figure 1 Tor coax layout 2 Currently,Cingular has (8)coax installed to 190 R.According to information provided by SBA,Cingular may inetall up to (18)coax.Analysis performed with future loading in place. 3 Currently,WO has (6)coax installed to 170 ft.According to information provided by SBA,WO may install up to (@)coax.Analysis performed with future loading in place. Proposed Loading: AeKe forrest (6)EMS RR90-18-00DP (6)MA's(12)1-578" 4 2730 Rowland Rd,Suite 100 Raleigh,NC 27615 Ph:(919)755-1012 Fax:(919)755-1031 info@fdh-inc.com Structural Analysis Report ‘SBA Network Services,Inc. Site ID:NYO2533-S December 20,2006 2m sar esr consG{ity furure ConeaFORCINGULARTO19° Ai ealiled J(0)1-510"ExISTING COAX FOR NEXTEL TO 1 (12)1-590"PROPOSED COAX. FORTMOBILETO 80 OK Se OS)(©)+51"ExstInG conK (©)+510 ExISTING CORK {sie FUTURE Com FoR ATETTO 100 @ =rxoroseo FORIWO TO 170 @ -rurne=exstne Figure 1 —Coax Layout 2730 Rowland Rd.,Suite 100 Raleigh,NC 27615 5 Ph:(919)755-1012 Fax:(919)755-1031 info@fah-ine.com RESULTS ‘Structural Analysis Report The following yield strength of steel for individual members was used for analysis Table 2 -Material Strength Legs ength 50 ksi Diagonals 36 ksi SBA Network Services,Inc. Site ID:NYO2533-S December 20,2006 Table 3 displays the summary of the ratio (as a percentage)of actual force in the member to their allowable capacities.Values greater than 100%indicate locations where the maximum force in the member exceeds its allowable capacity.Note:Capacities up to 105%are considered acceptable.Table 4 displays the factor of safety for each guy level.Values less than 2.0 indicate overstressing.Table 5 splays the maximum foundation reactions. If the assumptions outlined in this report differ from actual field conditions,FDH should be Furthermore,as no information pertaining to the allowable twist and sway requirements for the existing or proposed appurtenances was provided, deflection and rotation were not taken into consideration when performing this analysis. contacted to performarevisedanalysis. See the Appendix for detailed modeling information Table 3 -Summary of Working Percentage of Structural Components 193, 190, 188, 185 183 180 178 175 173 170, 168, 165, 163, 160, 158, 165) 163, 160, “158 155i 0% 0% 6% 11% 13% 21% 31% 40% 38% 39% 41% 43% 45% 47% 50% 54% 76% 6 2730 Rowland Rd.,Suite 100 Raleigh,NC 27615 Ph;(19)755-1012 Fax:(919)755-1031 info@fdh-ine.com Structural Analysis Report ‘SBA Network Services,Inc. Site ID:NYO2533-S December 20,2006 Ee Beer)allowablcirToeTsft) 43 65%37% 2730 Rowland Rd.,Suite 100 Raleigh,NC 27615 Ph:(18)755-1012 Fax:(919)755-1031 Table 4—Guy Wire Factor of Safety 172 Ht 98 ft “Factor of Safetymustbe grealerthanoreTable5—Maximum Base Reactions Tower Base 916"EHS. wal to 2.0 per TIA/EIA-222-F standards. 65% 64% 63% 62%61%60% 60% 59% 58% 57%. 56%_56% 55% 52% 43% 41% 40% :40%_ ‘Capacities include 175 allowable increase for wind. 3/4”EHS. ee iee hae Horizontal ing and Propose Loading Anchor @ 97.5"38.3k 578K Structural Analysis Report ‘SBA Network Services,Inc. Site ID:NYO2533-S December 20,2008 8 2730 Rowiand Rd.,Suite 100 Raleigh,NC 27615 Ph:(@19)755-1012 Fax:(919)755-1031 info@fdh-ine.com Structural Analysis Report ‘SBA Network Services,inc. Site ID:NYO2533-S “December 20,2006 GENERAL COMMENTS ‘This engineering analysis is based upon the theoretical capacity of the structure.It is not a condition assessment of the tower and its foundation.It is the responsibility of SBA to verify that the tower modeled and analyzed is the correct structure.If there are substantial modifications made to the appurtenance loading provided by SBA,FDH Engineering should be notified immediately to perform a revised analysis. LIMITATIONS ‘All opinions and conclusions are considered accurate to a reasonable degree of engineering certainty based upon the evidence available at the time of this report.Al!opinions and conclusions are subject to revision based upon receipt of new or additional/updated information. All services are provided exercising a level of care and diligence equivalent to the standard and care of our profession.No other warranty or guarantee,expressed or implied,is offered.Our services are confidential in nature and we will not release this report to any other party without the client’s consent.The use of this engineering work is limited to the express purpose for which it was commissioned and it may not be reused,copied,or distributed for any other purpose without the written consent of FDH Engineering,Inc. 2730 Rowland Rd.,Suite 100 Raleigh,NC 27615 “Ph;(819)765-1012 Fax.(019)755-1031 info@fah-inc.com Structural Analysis Report ‘SBA Network Services,Inc. Site 1D:NYO2533-S December 20,2006 APPENDIX 10 2730 Rowland Rd.,Suite 100 Raleigh,NC 27615 Ph:(019)755-1012 Fax:(919)755-1031 info@fdh-inc.com Phone: (426) 736-7453, anwast Version 2.0\_{c) Guymast Inc. 2003 15.0" {Ee ro2 Rly[BIg]||ass." els ae|3.0 1|#)95.0" 50 = a a 8 $ SL}5.0" 00" ala i aliaAleaaja]2 mst.honee mean sO 97.50" oe oN mame] sor|te)oaxza-soaoc-vme [ay 1-5/8" (6)nas(3)dinnewees aor (9)Rvs0012 (9)sreerio|ts)S000 ta)serie|G)te srets)aor |e)oa)ser (G1 Ma's sage|tnzy"evo0-n2-oonanz|12)1-578" ust TE a] sro 2-1/2" 4 Sang"70.0509"mis 3k ==v 303% 13haak 87.5" ievation view of face at 180.00 dog.,guy(s)to anchors)at ariaath 120.00 deg. =FDH Engineering,Inc. 2)2730 Rowland Road,Suite 100,Raleigh,NC 27615 Phone;(919)785-1012 Fax:(919)755-1031 Client:SBA Network Services,Tne.Gob Nor 06-2258 Dater 20 dec 2006 ocation:Queensbury,NY otal Height:195.00"Tovar Height:195.00" standard:‘TIA/BIA-222-2 Design Wind ¢Ice:75 mph no ice,65.25 mph w/ico Projects €:\2006 Projects\06-1225E\~195'guy.100 sheet:2 of 3