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HomeMy WebLinkAboutReport RECEIVED atsct lUl MAR 18 2014 MORRISON HERSHFIELD Mr. Leslie Egbarin CITY OF TIGARD AT&T Towers BUILDING DIVISION Morrison Hershfield Corporation 1455 Lincoln Parkway, Suite 500 2300 Northlake Center Drive, Suite 405 Atlanta, GA 30346 Tucker, GA 30084 (770)37EQ9 OF TIGARD REViiwED FOR CODE COMPLIANCE Date: November 19, 2013 APProved: Subject: Rigorous Structural Analysis Report OTC: I I Permit#: UQ2©IA-- (i2 AT&T Designation: Site USID: 11102-A Address: no-2„6,- ;0 ik 9 )CV Site FA: 10094112 Suite#: Site Name: SCHOLLS FERRY BEEFBY•E•ND Date: Carrier: Verizon Wireless Carrier Site Number: N/A OFFICE Site Name: POR Barrows O lC FF10E COPY Site Address: 17026 Southwest Friendly Lane, Beaverton,Washington County, OR 97007 Site Coordinates: Latitude:45° 25'32.002" N, Longitude: 122°51'6.998"W Tower Description: 78.5 ft—Monopole Tower Morrison Hershfield Project Number: ATT-609/6140035 Dear Mr. Egbarin, Morrison Hershfield Corporation has carried out a structural analysis of the above referenced structure for the existing and proposed antenna and equipment noted. This rigorous analysis has been performed in accordance with the ANSI/TIA-222-G Structural Standard for Antenna Supporting Structures and Antennas using a 3-second gust wind speed of 95 mph and 1.25" radial ice, meeting the requirements of the 2010 Oregon Structural Specialty Code (2009 IBC)for Washington County. This analysis is subject to the assumptions noted. Our analysis demonstrates that the existing tower and foundation ARE in conformance (tower at 45.8% and the foundation at 47.7%) with the requirements of the above noted standards under the effects of loading described. We at Morrison Hershfield Corporation appreciate the opportunity of providing our continuing professional services to you and AT&T Towers. If you have any questions or need further assistance on this or any other projects please give us a call. PROFESS Sincerely, NGlNEF, Morrison Hershfield Corporation .1504P,f 4, OREGON o°j Q' ,(1414Y13Z�,i.� t ONCE C° G. Lance Cooke, P.E. (OR License No. 51504PE) Senior Engineer EXPIRATION DATE 12/31/13 Morrison Hershfield Job Number:ATT-609 November 19, 2013 Project Number:6140035 Page 2 INTRODUCTION This tower is a 78.5-ft monopole manufactured by Fort Worth Tower, Inc., and designed by Paul J. Ford and Company, in February of 1999. The tower was originally designed for a wind speed of 90 mph and 0.5" radial ice per TIA/EIA-222-F Standard. This rigorous structural analysis was performed for this tower in accordance with the requirements of the 2010 Oregon Structural Specialty Code (2009 IBC) and the ANSI/TIA-222-G Structural Standard for Antenna Supporting Structures and Antennas using a 3- second gust wind speed of 95 mph with no radial ice, 30 mph with 1.25" radial ice thickness and 60 mph under service loads. The following ANSI/TIA-222-G design parameters were considered in this analysis: Exposure Category C, Structure Class II, and Topographic Category 1. The design spectral response accelerations of Sos = 0.688 and SDI = 0.387 for Site Soil Class D were considered in this analysis. Seismic design factors have been considered in this analysis. The seismic spectral response acceleration at short periods (SS = 0.908) was determined to be less than 1.00; therefore as per ANSI/TIA-222-G Section 2.7.3 seismic effects have not been considered in this analysis. The structural analysis was based on the following documentation: Documentation Document Description Source Tower Design & Drawings Fort Worth Tower, Inc., Job No. 19030000, Siterra dated 02/25/1999 Foundation Design Moffatt, Nichol & Bonney, Inc., Job No. Siterra P5822, dated 02/17/1999 Geotechnical Report Redmond & Associates, Project No. Siterra 110.086.G, dated 03/13/1997 Previous Structural Analysis Morrison Hershfield, Project No. GNET Morrison Hershfield 006R3 /6110258, dated 08/01/2012 Previous Structural Analysis Black & Veatch Corp., Project No. 166953, Siterra dated 05/03/2010 Previous Structural Analysis Peterson Strehle Martinson, Inc., Job No. Siterra C06289, dated 11/30/2006 Proposed Loading Verizon Wireless Site Lease Application, Siterra dated 05/17/2013 1.0 ANALYSIS LOADING The existing and proposed antennas, transmission lines, and other equipment considered in this analysis were provided by the client and are noted in the attachments. ANALYSIS PROCEDURE tnxTower Version 6.1.3.1, a commercially available analysis software package, was used to create a three- dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is attached at the end of this report. 2.0 ASSUMPTIONS The analysis provided by Morrison Hershfield is based on the theoretical capacity of the structure and is not a condition assessment of the tower. Morrison Hershfield has not performed an engineering inspection of the tower and the analysis was completed based on information supplied by the client. Morrison Hershfield has not made any independent determination of the accuracy of the information provided. 1) Tower and structures were built in accordance with the manufacturer's specifications and the applicable ANSI/TIA/EIA standard. Job Number:ATT-609 November 19, 2013 Project Number:6140035 Page 3 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The tower is assumed to be in good condition and capable of supporting its full design capacity. 4) The foundation was properly designed and constructed for the original design loads. 5) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in the attached Tower Analysis Summary Form. 6) All existing/proposed antennas and antenna mounts are assumed to be adequate for the existing/proposed loads. Analysis of these antennas and antenna mounts is considered to be outside of the scope of this analysis. Morrison Hershfield has not performed an analysis of the existing/proposed antennas or antenna mounts. 7) The existing and proposed loading for Verizon Wireless is taken from their Site Lease Application, dated 05/17/2013. The existing coax size has been considered from the previous structural analysis by Morrison Hershfield, Project No. GNET-006R3/61 10258,dated 08/01/2012 and site photos. 8) The existing loading for AT&T Mobility is taken from the previous structural analysis completed by Morrison Hershfield, Project No. GNET-006R3 / 6110258, dated 08/01/2012. The rad center elevation of the existing loading has been considered based on the site photos. 9) The future loading for AT&T Mobility is per Generic AT&T Reserve Loading Requirements. If any assumptions are not valid or have been made in error, this analysis is invalid. Morrison Hershfield Corporation should be notified to determine the effect on the structural integrity of the tower. 3.0 SUMMARY OF RESULTS The following tables summarize the location and utilized percentage of available capacity for each component of the tower. With consideration to the appropriate safety factors, 100% represents the full capacity of the component. Percentages below 100% indicate available capacity and conformance of the component. Percentages between 100% and 105% indicate an acceptable capacity. Percentages above 105% indicate an overstressed situation requiring structural modification to ensure conformance with the applicable codes and standards. Based on our analysis results, the tower and foundation ARE within capacity to support the loads under the current loading scenario. Tower Section Capacity Section Elevation Component Size % Capacity Pass No. ft Type Fail L1 78.5-49.33 Pole TP28.012x18.87x0.1875 45.8 Pass L2 49.33-0 Pole TP43.1x26.4868x0.3125 42.8 Pass Summary Pole (L1) 45.8 Pass RATING= 45.8 Pass Capacity of Additional Components Component % Capacity Pass/Fail Anchor Rods 34.2 Pass Base Plate 20.3 Pass Foundation Bearing 47.7 Pass Foundation Overturning 35.0 Pass Job Number:ATT-609 November 19, 2013 Project Number: 6140035 Page 4 4.0 RECOMMENDATIONS 1. All assumptions made in this analysis should be carefully reviewed. Morrison Hershfield should be contacted for any discrepancies so that a full assessment may be made to validate the results of this analysis. ATTACHMENTS: Tower Loading, Tower Profile, Program Output, Coax Layout, and Additional Calculations. • le Tower Analysis Summary Form Gerw*l 0.10 She Nana SCROLLS FERRY BEET BFND The Information contained in this summary report Is not to be used independently Sne Number 11102.A FA Number 10054112 from the PE stamped tower enelyala. Care or hostile 11/1102013 Company Performing Mat*5 I MOnreon Hershfield Tower Info DaaIption Dale Design Penn/IOWA Maly.Reeulta 1%Mealmum Uaege) Towel Type(G,SST.MP) MP Design Cate USWW ANSSTIA•222-O Eaeeng1eerrved•Fpftwe•Prnwraal CPMleon Tower Negnl(top of flee APL) 75.5* 2009 MC Pole 1%I 4564 Tower Me 101201 fir Pert WOM Teller,1na. Location 04 Towel(County.Sin) W YM1lyton,On Base Cede(%)/Ando.5066(%) 20.3%134.2% Tower Motel WA Bow Wind Speed(mph) IS F00100*on(%) 471% Tower Oegn Pert MOM Tower,Ines Job NO.15090003 2125/19% la Thokrless on) 1.25 Foundation...quote, YES I Fauntaeon Oesg' Mit_I.t_.aI A 00relvY,Me.he IN.85522 3117/1958 Structure C.V..(n,II,al) 11 G2MCh capon Had..A Maodaler,hey.No.1lO558G 3/1311557 Exposure Gateway(B.C.0) C Tower Mapp,ng Am To0o2.tO885 021agay(1 b 5) 1 Prencos Spuaural . eon NOretw.d,Pro101 No.fd1ET-0011R3/8110258 8115012 Previous Svuctfl ANS. lick a yeabh Corp.,Proles/N0.158553 1412110 T. miming and proposed loading for vendors Wireless N eke. .„. 0003005 Seuaerat MfAaie Peterson S1reMe MalMwn,...Joe N0.C58358 ¶fl05 06 ,e Appliatbn,dated 05/17/1013.The*Mating mar sae be, Previous Structural Ambit WA Ina previous structure,analysis by Motown S.1.50./c MpyOeappn,ywnaDeyP NA - ;/8110255,001010501/1012 and Mte photos. fau,VlOen Mopping WA auwng boding for AT&T Mobility Is taken from the Prev.o.v ar.t:Jr41 e by Morrison Nerahfl.a,Props.No.GNET-00603/6110256.dated. ,12 rho r. Mawapon of ter 0051009 loading has been considered Steel Yield Strength(ksi) Mr AT&T Mobllny le per Generic MAT Reserve Loading Pole 65 Base Plate 60 nrhtr Deis 75 Existing/Removed Loading An.. Moen TrenSniseon Law Amen..Owner Mourn M1w 0 �yry Type ManuNcader Moped 020000 Quantity MWla tuns Type Ouerlyty Mod* Sae Medea. N gat lh) CL MI L.yFaa AT&T Mobility 75.5 82 Panel Hato. 702-25. 45/180/300 1 Unknown 14'Platform wllarWnlls 9 Unknown 7'S Intern. AT&TMOanly 78.5 13 Panel Kahan AP14/17-950/T64606:::.,,Ur:%aP 45/180/300 3 Unknown )-5A' Imam. AT&T Mobihly 73.5 02 Prowl 10AW AM.11.00.1466.00 45 1 RET Cable 520 internal A76 Mobility 765 82 Paw. Pow ernes, P65-17.7.L41-Rfl 180/300 2 DC Power Cable 7A1' 101511. AT&T Mobllny 78.6 a2 TMA Phorerwave 10021001 1 Fiber Cable 1R' internal AT&T MObeny 75.5 82 MA Powerweve LOP21463 Arty Mobility 78.5 83 RIM lucent 5442580 AT&T MObllny 75.5 82 Surge Amato, Raycep 000a660.18.84 Serfixon W1101002' 00 60 Pen. Am. LP0.7907/5 5/120/245 3 Unknown 13'T.Am w0•*Kwey 12 Unknown 7/8' lnlemal nz n enrolees 60 80 Per. CSS AnIenna 80165100 5/120/245 Senzon Wireless 60 50 Pane elf. 130A.70003,11CF 5/130/245 wirelees 60 60 Diperer _ Clearcomra 56.11900 Nom E..1.1 og(61 An.LP0-79071 pans lobe removal.The remaining esl5pg lMNng to 53 rem.. Isomemke LW P... LOtl Mount Ameaw atechnen Antenna Ovrwr Nergnt(h) Cl(hl O y Type , MsAzimuth osto Model Azimuth OOentlly Membabber TY. DWI% Mo. Sin AV”. 60 00 1 3 Pent ArtW 1110.4100SWSCF Same se meeting 1 WNW Cable 155' Ealerna1 _arozon Wireless 60 60 3 Pare CSB Anienrw •1115.000 -- _ 60 60 3 RRU Encafan onus 11 80 60 1 Surge Anna.._ Raycep RCMOC.3115.PF-48 _ „mmton TO the remaining 0x.03 loading St 6011.evstlon. Fat,I r•e ln5 .n.':. OaMM T Lan n,i e• ". ���..:"i CLlhl Guanla> Type My Mat* Azimuth Ouanuy MaMarWer Type Quantity slbe. Stra _ _ ar Anathema 07511 52 3 PM. 1. P65.17ALt.RR -5:t80:300 Same as L�PO - ag 5 Unknown I.be' Externs: I Ana 1 ..••„q Reg.rementr and is in aches to the e.Iwrg iosO.ng at 76.5 n elwerbn. DESIGNED APPURTENANCE LOADING TYPE I ELEVATION I TYPE 1 ELEVATION 78.5 ft 742-265 w/pipe mourn(ATS-E) 82 BXA-70063/8CF w/pipe=Urn 60 742-265 w/gfle mart(ATI-E) 82 (Venzon-E) . 742-265 w/pipe mount(ATT-E) 82 BXA-70063/8CF w/pipe mount 60 AP14/17-880/1940/06513/ADTMXP 82 .(Venzon-E) w/Mount Pipe(ATT-E) I1XP18-80-0 w/pie mount(Venzon-E) 60 AP14l17-880/1940/0650/ADT/XXP 82 iXP18-80-0 w/pipe mount(Venzon-E) .60 w/Mount Pipe(ATT-E) _.-4 __ _jXP16-80-0 w/pipe mount t(Venzon-E) 60 _.. AP14/17-880/1940/0650/ADT50M 102 BXA-80080/8CF w/pipe mourn 60 w/Mount Pipe(ATT-E) 1 (Venzon-P) AM-X-CD-16-65-00T-RET W mein pipe mo 82 BXA-80080/8CFw/pipe mart 60 _... (A17-E) I.._ (Venzon-P) P65-17-XLH-RR w/pipe motet(ATT-E) 82 BXA-8001013CF w/pipe mount-- 60 P65-17-XLH-RR w/pipe mount(ATT-E) 82 (VenzomP) P65-17-XLH-RR w/pipe mount(ATT-F) 82 AXP18-80-0 w/pipe mount(Verizon-P) 60 P65-17-XLH-RR w/pipe mount(ATT-F) 82 AXP1880-0 w/pipe mount(Venzon-P) -60 . ^ 'O g R, c P65-17-XLH-RR w/pipe mount(ATT-F) 82 AXP1880-0 w/pipe mount(Venzon-P) -60--- m ^ ^ m ri mm ei - (2) RRUS-11(Venzon-P) 60 c m ()LGP21401(AT7-E) 82 N _ (2)LGP21401(AT7-E) 82 ~RR115-11(Verizon-P) 60 _ _-- (2)LGP21401(ATT-E) 82 --CRRUS-11(Venzon-P) 60_ -__ I " ' (2)LGP21403(ATI E) .. 62 �(2)850/1900 Diplezer(Venzon-E) BD (2)LGP21403(ATT-E) 82 ---~(2)850/1900 Dnieper(Venzon-E) 60 -' (2)LGP21403(ATT E) 82 (2)850/1900 Diplezer(Venzon-E) 61-0 (2)9442 RRH(ATT-E) 82 1 RCMDC-3315-PF-48(Vet Zon-P) _ T 60 (2)9442 RRH)AU-E) 82 112'T-Arm w/Walkway(Venzon-E) j60 (2)9442 RRH(ATT-E) 82 L12'T-Ann w/Walkway(Venzon-E)_- 60 DC6-48-60-18-8F(ATT-E) 82 117 T-Arm w/Walkway(Vemlzon-E) •60 14'Platform w/Harrdrals(ATT-E) 785 BXA-70063/8CF w/pipe mount 60 (Venzon-E) . 49 3 n MATERIAL STRENGTH GRADE I Fy I Fu I GRADE I Fy I Fu I A572-65 65 kw 60 ksi tnil TOWER DESIGN NOTES 1. Tower is located in Washington County,Oregon. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 95 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower is also designed for a 30 mph basic wind with 1.25 in ice.Ice is considered to increase in l - thickness with height. - 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class II. 7. Topographic Category 1 with Crest Height of 0.00 ft 8. TOWER RATING:45.8% 8 m O m N m es, , O N O • ALL REACTIONS ARE FACTORED AXIAL 51K SHEAR MOMENT 2 K J 1 138 kip-ft TORQUE 0 kip-8 30 mph WIND-1.2500 in ICE AXIAL 18K SHEAR' MOMENT 17 K_ _ .3 r 1062 kip-ft 0.on r _ ^ TORQUE 0 kip-ft m REACTIONS-95 mph WIND Y E Y a o $ E 1. F -g in S z fE en F°- t; 3 Morrison Hershfield '°b ATT-609/6140035 M1455 Lincoln Parkway,Suite 500 PfOJern 11102-A/SCHOLLSFERRY BEEF BEND Atlanta,GA.30346 client:AT&T TowerelDfi1°br Cha)tanya KatarjIApp'd' Consulting Engineers Phone:(770)379-8500 Codef TIA-222-G_ Di"'11/19/13 scale: NT: FAX:(770)379-8501 Path:o.cwnwnoOOeswrarunam-1,ma,.unman w.iwr,.rram m Dwg NO-E-1 • Job Page tnxTower ATT-609/6140035 1 of 6 Morrison Hershfield Project Date 1455 Lincoln Parkway,Suite 500 11102-A/SCHOLLS FERRY BEEF BEND 09:28:14 11/19/13 Atlanta,GA.30346 Client Designed by Phone:(770)379-8500 AT&T Towers Chaitan a Katari FAX:(770)379-8501 Y Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Washington County,Oregon. Basic wind speed of 95 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Nominal ice thickness of 1.2500 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 30 mph is used in combination with ice. Temperature drop of 50°F. Deflections calculated using a wind speed of 60 mph. A non-linear(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads,feed line supports,and appurtenance mounts are not considered. Options Consider Moments-Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments-Diagonals J Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification 4 Use Clear Spans For Wind Area Ignore Redundant Members in FEA J Use Code Stress Ratios Use Clear Spans For KL/r SR Leg Bolts Resist Compression J Use Code Safety Factors-Guys Recension Guys To Initial Tension All Leg Panels Have Same Allowable Escalate Ice J Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz -V Use Azimuth Dish Coefficients ) Consider Feedline Torque Use Special Wind Profile J Project Wind Area of Appurt. Include Angle Block Shear Check Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interaction Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC.6D+W Combination Use TIA-222-G Tension Splice Capacity Exemption Tapered Pole Section Geometry Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in LI 78.50-49.33 29.17 3.67 18 18.8700 28.0120 0.1875 0.7500 A572-65 (65 ksi) L2 49.33-0.00 53.00 18 26.4868 43.1000 0.3125 1.2500 A572-65 (65 ksi) • tjZ.ZT OW 8I' Job Page ATT-609/6140035 2 of 6 Morrison Hershfield Project Date 1455 Lincoln Parkway,Suite 500 11102-A/ SCHOLLS FERRY BEEF BEND 09:28:14 11/19/13 Atlanta,GA.30346 Client Designed by Phone:(770)379-8500 AT&T Towers Chaitan a Katari FAX:(770)379-8501 Y Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Sector Component Placement Total Number Start/End Width or Perimeter Weight Type Number Per Row Position Diameter ft in in plf Safety Line 3/8 A Surface Ar 7830-10.00 1 1 0.000 03750 022 (Tower Climbing) (CaAa) 0.050 Climbing Pegs A Surface Ar 78.50-10.00 1 1 -0.050 0.8000 2.72 (Tower Climbing) (CaAa) 0.050 Hybrid Cable(1.09") C Surface Ar 60.00-10.00 1 1 0.000 0.0000 033 (Verizon-P) (CaAa) 0.000 ******* 1-5/8" A Surface Ar 78.50-10.00 6 6 -0.150 1.9800 0.82 (AT&T-F) (CaAa) 0.150 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Iota( C,.AA Weight or Shield Type Number Leg ft f12/.ft Plf ******* 1-5/8" A No Inside Pole 78.50-10.00 3 No Ice 0.00 0.82 (AT&T-E) 1/2"Ice 0.00 0.82 1"Ice 0.00 0.82 2"Ice 0.00 0.82 7/8" A No Inside Pole 78.50-10.00 9 No Ice 0.00 0.33 (AT&T-E) 1/2"Ice 0.00 0.33 1"Ice 0.00 0.33 2"Ice 0.00 0.33 DC Power Cable(7/8") A No Inside Pole 78.50-10.00 2 No Ice 0.00 0.33 (AT&T-E) 1/2"Ice 0.00 0.33 1"Ice 0.00 0.33 2"Ice 0.00 0.33 Fiber Cable(1/2") A No Inside Pole 78.50-10.00 1 No Ice 0.00 0.15 - (AT&T-E) 1/2"Ice 0.00 0.15 1"Ice 0.00 0.15 2"Ice 0.00 0.15 RET Cable(3/8") A No Inside Pole 78.50-10.00 1 No Ice 0.00 0.08 - (AT&T-E) 1/2"Ice 0.00 0.08 I"Ice 0.00 0.08 2"Ice 0.00 0.08 ******* 7/8" C No Inside Pole 60.00-10.00 12 No Ice 0.00 0.33 (Verizon-E) 1/2"Ice 0.00 0.33 1"Ice 0.00 0.33 2"Ice 0.00 0.33 • Job Page tnxTower ATT-609/6140035 3 of 6 Morrison Hershfield Project Date 1455 Lincoln Parkway,Suite 500 11102-A/SCHOLLS FERRY BEEF BEND 09:28:14 11/19/13 Atlanta,GA,30346 Client Designed by Phone:(770)379-8500 AT&T Towers Chaitan a Katari FAX:(770)379-8501 y Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft .t ft2 fi2 K ft ft ******* 742-265 w/pipe mount A From Face 4.00 -15.0000 82.00 No Ice 8.10 652 0.09 (AT&T-E) -6.50 1/2"Ice 8.77 7.82 0.16 0.00 1"Ice 9.48 8.97 0.23 2"Ice 10.86 10.94 0.40 742-265 w/pipe mount B From Face 4.00 0.0000 82.00 No Ice 8.10 6.52 0.09 (AT&T-E) -6.50 1/2"Ice 8.77 7.82 0.16 0.00 I"Ice 9.48 8.97 0.23 2"Ice 10.86 10.94 0.40 742-265 w/pipe mount C From Face 4.00 0.0000 82.00 No Ice 8.10 632 0.09 (AT&T-E) -6.50 1/2"Ice 8.77 7.82 0.16 0.00 1"Ice 9.48 8.97 0.23 2"Ice 10.86 10.94 0.40 AP14/17-880/1940/065D/AD A From Face 4.00 -15.0000 82.00 No Ice 5.81 4.17 0.06 T/XXP w/Mount Pipe 3.00 1/2"Ice 650 521 0.11 (AT&T-E) 0.00 I"Ice 7.08 5.97 0.16 2"Ice 8.27 753 0.29 AP14/17-880/1940/065D/AD B From Face 4.00 0.0000 82.00 No Ice 5.81 4.17 0.06 T/XXP w/Mount Pipe 3.00 1/2"Ice 650 5.21 0.11 (AT&T-E) 0.00 1"Ice 7.08 5.97 0.16 2"Ice 8.27 733 0.29 AP14/I 7-880/1940/065D/AD C From Face 4.00 0.0000 82.00 No Ice 5.81 4.17 0.06 T/XXP w/Mount Pipe 3.00 1/2"Ice 630 521 0.11 (AT&T-E) 0.00 1"Ice 7.08 5.97 0.16 2"Ice 8.27 733 0.29 AM-X-CD-16-65-00T-RET A From Face 4.00 -15.0000 82.00 No Ice 830 6.30 0.08 w/pipe mount 630 1/2"Ice 9.15 7.48 0.15 (AT&T-E) 0.00 1"Ice 9.77 8.37 0.22 2"Ice 11.03 10.18 0.39 P65-17-XLH-RR w/pipe B From Face 4.00 0.0000 82.00 No Ice 11.47 8.70 0.10 - mount 650 1/2"Ice 12.08 10.11 0.18 (AT&T-E) 0.00 1"Ice 12.71 11.38 0.28 2"Ice 14.07 13.58 0.49 P65-17-XLH-RR w/pipe C From Face 4.00 0.0000 82.00 No Ice 11.47 8.70 0.10 mount 650 1/2"Ice 12.08 10.11 0.18 (AT&T-E) 0.00 l"Ice 12.71 11.38 0.28 2"Ice 14.07 13.58 0.49 P65-17-XLH-RR w/pipe A From Face 4.00 -15.0000 82.00 No Ice 11.47 8.70 0.10 mount -3.00 1/2"Ice 12.08 10.11 0.18 (AT&T-F) 0.00 I"Ice 12.71 11.38 0.28 2"Ice 14.07 13.58 0.49 P65-17-XLH-RR w/pipe B From Face 4.00 0.0000 82.00 No Ice 11.47 8.70 0.10 mount -3.00 1/2"Ice 12.08 10.11 0.18 (AT&T-F) 0.00 1"Ice 12.71 11.38 0.28 2"Ice 14.07 13.58 0.49 P65-17-XLH-RR w/pipe C From Face 4.00 0.0000 82.00 No Ice 11.47 8.70 0.10 mount -3.00 1/2"Ice 12.08 10.11 0.18 (AT&T-F) 0.00 1"Ice 12.71 11.38 0.28 2"Ice 14.07 13.58 0.49 (2)LGP21401 A From Face 350 -15.0000 82.00 No Ice 1.29 023 0.01 (AT&T-E) 0.00 1/2"Ice 1.45 0.31 0.02 0.00 1"Ice 1.61 0.40 0.03 2"Ice 1.97 0.61 0.05 (2)LGP21401 B From Face 350 0.0000 82.00 No Ice 1.29 023 0.01 Job°b Page ATT-609/6140035 4 of 6 Morrison Hershfield Project Date 1455 Lincoln Parkway,Suite 500 11102-A/SCHOLLS FERRY BEEF BEND 09:28:14 11/19/13 Atlanta,GA.30346 Client Designed by Phone:(770)379-8500 AT&T Towers ( FAX:(770)379-8501 Chaitanya Katari ` Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft fl2 ft2 K ft ft (AT&T-E) 0.00 1/2"Ice 1.45 031 0.02 0.00 1"Ice 1.61 0.40 0.03 2"Ice 1.97 0.61 0.05 (2)LGP2140I C From Face 350 0.0000 82.00 No Ice 1.29 023 0.01 (AT&T-E) 0.00 1/2"Ice 1.45 0.31 0.02 0.00 1"Ice 1.61 0.40 0.03 2"Ice 1.97 0.61 0.05 (2)LGP21403 A From Face 350 -15.0000 82.00 No lce 1.29 023 0.01 (AT&T-E) 0.00 1/2"Ice 1.45 031 0.02 0.00 1"Ice 1.61 0.40 0.03 2"Ice 1.97 0.61 0.05 (2)LGP21403 B From Face 350 0.0000 82.00 No Ice 129 023 0.01 (AT&T-E) 0.00 1/2"Ice 1.45 031 0.02 0.00 I"Ice 1.61 0.40 0.03 2"Ice 1.97 0.61 0.05 (2)LGP21403 C From Face 350 0.0000 82.00 No Ice 1.29 023 0.01 (AT&T-E) 0.00 1/2"Ice 1.45 031 0.02 0.00 1"Ice 1.61 0.40 0.03 2"Ice 1.97 0.61 0.05 (2)9442 RRH A From Face 350 -15.0000 82.00 No Ice 2.49 2.21 0.05 (AT&T-E) 0.00 1/2"Ice 2.71 2.42 0.07 0.00 1"Ice 2.94 2.63 0.10 2"Ice 3.42 3.10 0.16 (2)9442 RRH B From Face 350 0.0000 82.00 No Ice 2.49 2.21 0.05 (AT&T-E) 0.00 1/2"Ice 2.71 2.42 0.07 0.00 1"Ice 2.94 2.63 0.10 2"Ice 3.42 3.10 0.16 (2)9442 RRH C From Face 350 0.0000 82.00 No Ice 2.49 2.21 0.05 (AT&T-E) 0.00 1/2"Ice 2.71 2.42 0.07 0.00 1"Ice 2.94 2.63 0.10 2"Ice 3.42 3.10 0.16 DC6-48-60-18-8F B From Face 050 0.0000 82.00 No Ice 2.22 222 0.02 • (AT&T-E) 0.00 1/2"Ice 2.44 2.44 0.04 0.00 1"Ice 2.66 2.66 0.06 2"Ice 3.15 3.15 0.12 14'Platform w/Handrails C None 0.0000 78.50 No Ice 47.70 47.70 3.02 (AT&T-E) 1/2"Ice 59.50 59.50 3.62 1"Ice 71.30 71.30 4.22 2"Ice 94.90 94.90 5.43 BXA-70063/8CF w/pipe A From Leg 4.00 5.0000 60.00 No Ice 10.68 7.88 0.06 mount 3.00 1/2"Ice 11.30 928 0.13 (Verizon-E) 0.00 I"Ice 11.92 10.53 0.22 2"Ice 13.18 12.71 0.42 BXA-70063/8CF w/pipe B From Leg 4.00 0.0000 60.00 No Ice 10.68 7.88 0.06 mount 3.00 1/2"Ice 1 1.30 928 0.13 (Verizon-E) 0.00 1"Ice 11.92 10.53 0.22 2"Ice 13.18 12.71 0.42 BXA-7006318CF w/pipe C From Leg 4.00 5.0000 60.00 No Ice 10.68 7.88 0.06 mount 3.00 1/2"Ice 1 130 9.28 0.13 (Verizon-E) 0.00 1"Ice 11.92 10.53 0.22 2"Ice 13.18 12.71 0.42 XP18-80-0 w/pipe mount A From Leg 4.00 5.0000 60.00 No Ice 4.91 4.83 0.05 (Verizon-E) -3.00 1/2"Ice 5.37 5.75 0.10 0.00 1"Ice 5.82 654 0.15 2"Ice 6.76 8.19 0.27 XP18-80-0 w/pipe mount B From Leg 4.00 0.0000 60.00 No Ice 4.91 4.83 0.05 Job Page tnxTower ATT-609/6140035 5 of 6 Morrison Hershfield Project Date 1455 Lincoln Parkway,Suite 500 11102-A/SCHOLLS FERRY BEEF BEND 09:28:14 11/19/13 Atlanta,GA.30346 Client Designed by Phone:(770)379-8500 AT&T Towers Chaitan a Katari - FAX:(770)379-8501 y Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft o .t ft2 ft2 K ft .h (Verizon-E) -3.00 1/2"Ice 5.37 5.75 0.10 0.00 1"Ice 5.82 654 0.15 2"Ice 6.76 8.19 0.27 XP 18-80-0 w/pipe mount C From Leg 4.00 5.0000 60.00 No Ice 4.91 4.83 0.05 (Verizon-E) -3.00 1/2"Ice 5.37 5.75 0.10 0.00 1"Ice 5.82 654 0.15 2"Ice 6.76 8.19 0.27 BXA-80080/8CF w/pipe A From Leg 4.00 5.0000 60.00 No Ice 8.47 8.73 0.07 mount 6.00 1/2"Ice 9.17 10.23 0.14 (Verizon-P) 0.00 1"Ice 9.88 11.76 0.22 2"Ice 11.23 14.07 0.42 BXA-80080/8CF w/pipe B From Leg 4.00 0.0000 60.00 No Ice 8.47 8.73 0.07 mount 6.00 1/2"Ice 9.17 10.23 0.14 (Verizon-P) 0.00 1"Ice 9.88 11.76 0.22 2"Ice 11.23 14.07 0.42 BXA-80080/8CF w/pipe C From Leg 4.00 5.0000 60.00 No Ice 8.47 8.73 0.07 mount 6.00 1/2"Ice 9.17 10.23 0.14 (Verizon-P) 0.00 1"Ice 9.88 11.76 0.22 2"Ice 11.23 14.07 0.42 AXP18-80-0 w/pipe mount A From Leg 4.00 5.0000 60.00 No Ice 4.91 4.82 0.05 (Verizon-P) -6.00 1/2"Ice 5.36 5.74 0.10 0.00 1"Ice 5.82 654 0.15 2"Ice 6.75 8.18 0.27 AXP 18-80-0 w/pipe mount B From Leg 4.00 0.0000 60.00 No Ice 4.91 4.82 0.05 (Verizon-P) -6.00 1/2"Ice 5.36 5.74 0.10 0.00 1"Ice 5.82 654 0.15 2"Ice 6.75 8.18 0.27 AXP18-80-0 w/pipe mount C From Leg 4.00 5.0000 60.00 No Ice 4.91 4.82 0.05 (Verizon-P) -6.00 1/2"Ice 5.36 5.74 0.10 0.00 1"Ice 5.82 654 0.15 2"Ice 6.75 8.18 0.27 RRUS-11 A From Leg 350 5.0000 60.00 No Ice 2.94 1.25 0.06 (Verizon-P) 0.00 1/2"Ice 3.17 1.41 0.07 - 0.00 1"Ice 3.41 159 0.10 2"Ice 3.91 1.96 0.15 RRUS-1 1 B From Leg 350 0.0000 60.00 No Ice 2.94 1.25 0.06 (Verizon-P) 0.00 1/2"Ice 3.17 1.41 0.07 0.00 1"Ice 3.41 159 0.10 2"Ice 3.91 1.96 0.15 RRUS-11 C From Leg 3.50 5.0000 60.00 No Ice 2.94 1.25 0.06 (Verizon-P) 0.00 1/2"Ice 3.17 1.41 0.07 0.00 1"Ice 3.41 159 0.10 2"Ice 3.91 1.96 0.15 (2)850/1900 Diplexer A From Leg 350 5.0000 60.00 No Ice 052 0.16 0.01 (Verizon-E) 0.00 1/2"Ice 0.62 023 0.01 0.00 1"Ice 0.73 0.31 0.01 2"Ice 0.97 0.49 0.03 (2)850/1900 Diplexer B From Leg 350 0.0000 60.00 No Ice 052 0.16 0.01 (Verizon-E) 0.00 1/2"Ice 0.62 023 0.01 0.00 1"Ice 0.73 0.31 0.01 2"Ice 0.97 0.49 0.03 (2)850/1900 Diplexer C From Leg 350 5.0000 60.00 No Ice 052 0.16 0.01 (Verizon-E) 0.00 1/2"Ice 0.62 0.23 0.01 0.00 1"Ice 0.73 0.31 0.01 2"Ice 0.97 0.49 0.03 RCMDC-3315-PF-48 A From Leg 050 0.0000 60.00 No Ice 4.42 2.90 0.03 (Verizon-P) 0.00 1/2"Ice 4.72 3.16 0.06 • • r�►over + l Job ATT-609/6140035 6 of 6 Morrison Hershfield Project Date 1455 Lincoln Parkway,Suite 500 11102-A/SCHOLLS FERRY BEEF BEND 09:28:14 11/19/13 Atlanta,GA.30346 Client Designed by - Phone:(770)379-8500 AT&T Towers Chaitanya Katari FAX.:(770)379-8501 y Description Face Offset Offsets: Azimuth Placement CAAA CAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft it2 ft2 K ft ft 0.00 1"Ice 5.02 3.42 0.10 2"Ice 5.65 3.98 0.18 12'T-Arm w/Walkway A From Leg 2.00 5.0000 60.00 No Ice 14.16 9.13 0.36 (Verizon-E) 0.00 1/2"Ice 14.16 12.17 0.47 0.00 1"Ice 14.16 15.21 0.57 2"Ice 14.16 21.29 0.78 12'T-Arm w/Walkway B From Leg 2.00 0.0000 60.00 No Ice 14.16 9.13 0.36 (Verizon-E) 0.00 1/2"Ice 14.16 12.17 0.47 0.00 1"Ice 14.16 15.21 0.57 2"Ice 14.16 21.29 0.78 12'T-Arm w/Walkway C From Leg 2.00 5.0000 60.00 No Ice 14.16 9.13 0.36 (Verizon-E) 0.00 1/2"Ice 14.16 12.17 0.47 0.00 1"Ice 14.16 15.21 0.57 2"Ice 14.16 21.29 0.78 Section Capacity Table I Section Elevation Component Size Critical P 0P„tt,,,, % Pass No. .t Type Element K K Capacity Fail LI 78.5-49.33 Pole TP28.012x 18.87x0.1875 1 -9.28 1054.59 45.8 Pass L2 49.33-0 Pole TP43.1x26.4868x0.3125 2 -18.28 2861.65 42.8 Pass Summary Pole(LI) 45.8 Pass RATING= 45.8 Pass . • Feed Line Plan Round Flat App In Face App Out Face oi C Power Cable(7/8")(AT&T-E) #big19 (t`l &IE) ./8"(AT&T-E) (3)1-5/8"(AT&T-E) Hybrid Cable(1.09")(Verizon-P) (12)7/8erizon-E) MMil Morrison Hershfield bo ATT-609/6140035 1455 Lincoln Parkway,Suite 500 11102-A/SCHOLLS FERRY BEEF BEND Chant AT&T Towers Drawn bY.Chaitanya Katari App'd' Atlanta,GA.30346 Y Consulting Engineers Phone:(770)379-8500 Code: TIA-222-G Date:11/19/13 Scala: NT£ FAX:(770)379-8501 Path:c rocennuoesNrannrr. -1 noaeonemsnw*Iwnaw Coum Owg No.E-/ ■ MORRISON HERSHFIELD Project: ATT-609/6140035 Client AT&T Towers Site Name: SCHOLLS FERRY BEEF BEND Site ID: 11102-A Des. By: CK Ck. By: TH Date: 11/19/2013 page: 1 OF 1 Base Plate&Anchor Rod Analysis Summary Base Reactions: Mu: 1061.9 ft-kips Axial,Pu: 18.3 kips Shear, Vu: 16.9 kips Eta Factor,ri 0.55 TIA G(Fig.4-4) Anchor Rod Data: Number of Anchor Rods: 12 EA Anchor Rod Diam: 2.25 in Anchor Strength(Fu): 100 ksi Anchor Yield(Fy): 75 ksi Bolt Circle: 50 in Base Plate Data: Base Plate Diam: 56 in Base Plate Thickness: 2.5 in Base Plate Grade(Fy): 60 ksi Stiffener Data: Is Stiffened? NO Stiffener Configuration: N/A Stiffener Height: in • Stiffener Width: in Notch: in Stiffener Grade: ksi Weld Type: Weld Electrode: Grrove Depth: in Groove Angle: in • Harz.Fillet Weld Size: in Vert.Fillet Weld Size: in Pole Data: Pole Base Diameter: 43.1 in Pole Shell Thickness: 0.3125 in Pole Number of Sides: 18 Pole Grade(Fy): 65 ksi Pole Strength(Fu): 80 Ksi Analysis Results: Anchor Rod Capacity 34.2% PASS Base Plate Capacity 20.3% PASS Stiffener Weld Capacity n/a Stiffener Structural Capacity n/a ■ MORRISON HERSHFIELD Project: ATT-609/6140035 Client AT&T Towers Site Name: SCHOLLS FERRY BEEF BEND Site ID: 11102-A Des. By: CK Ck. By: TH Date: 11/19/2013 page: 1 OF 1 Pad&Pier Analysis Summary Base Reactions: TIA Revision: G Factored DL Axial,Pdu: 18.3 kips Factored WL Axial,Pwu: 0 kips Factored WL Shear,Vu: 16.9 kips Factored WL Moment,Mu: 1061.9 ft-kips Pad and Pier Data" Base PL Dist.Above Pier: 0 in Pier Dist.Above Grade: 6 in Pad Bearing Depth,D: 15 ft Pad Thickness,T: 2 ft Pad Width/Length,L: 13 ft Pier Cross Section Shape: Round Enter Pier Diameter: 5.33 ft Concrete Density: 150 pcf Pier Cross Section Area: 22.31 ft 2 Pier Height: 13.5 ft Soil(above pad)Height: 13 ft Soil Parameters: Unit Weight,y: 110 pcf Ultimate Bearing Capacity,qn: 16 ksf Strength Reduct.factor,tp: 0.75 Angle of Friction,0: 28 degrees • Undrained Shear Strength,Cu: 0 ksf Design Bearing:cp*qn: 12 ksf Passive Pres.Coeff.,Kp: 2.77 Bearing Results: Orthogonal Direction= 39.8% Pass Diagonal Direction= 47.7% Pass Overturning Stability Results: Moment Orthogonal= 33.8% Pass Moment Diagonal= 35.0% Pass