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39-060 (13)
Monopole Pier and Pad Foundation BU#: 800530 Site Name: MA NORTHAMPTON II CAC App. Number: 200852, Rev 3 MCA L TIA-222 RevisionsX' ? fr Desk R actr� Z Design Checks Shear,S: 29 kips Capacity/ Demand/ Moment,M: 3242 ft-kips Availability Limits Check Tower Height,H: 162 ft Req'd Pier Diam.(ft) 7 5.916666667 OK Tower Weight,Wt: 36 kips Overturning(ft-kips) 4976.89 3242.00 65.1% Base Diameter,BD: 4.42 ft Shear Capacity(kips) 251.25 29.00 11.5% Bearing(ksf) 6.00 2.36 39.3% Cr1d3� EtitnS14L#S Pad Shear-1-way(kips) 887.97 308.56 34.7% Depth,D: 6 ft Pad Shear-2-way(kips) 2256.89 76.41 3.4% Pad Width,W: 24 ft Pad Moment Capacity(k-ft) 4917.07 1146.62 23.3% Neglected Depth,N: 4 ft Pier Moment Capacity(k-ft) 4731.83 3358.00 71.0% Thickness,T: 3.00 ft Pier Diameter,Pd: 7.00 Ift Ext.Above Grade,E: 1.00 ft BP Dist.Above Pier: 3 in. Clear Cover,Cc: 3.0 lin Soil Unit Weight,y: 0.125 kcf Ult.Bearing Capacity,Bc: 8.0 ksf Angle of Friction,m: 34 deg Cohesion,Co: 0.000 ksf Passive Pressure,Pp: 0.000 ksf Base Friction,N: 0.60 Rebar Yield Strength,Fy: 60000 psi Concrete Strength,F'c: 4000 psi Concrete Unit Weight,Sc: 0.150 kcf Seismic Zone,z: 1 Rebar Properties - Pier Rebar Size,Sp: 8 Pier Rebar Quanity,mp: 36 36 Pad Rebar Size,Spad: 8 Pad Rebar Quanity,mpad: 44 12 Pier Tie Size,St: 4 3 Tie Quanity,mt: 5 5 Monopole Pier and Pad Version 1.2 Effective Date:9/9/2010 Individual Bars Distance to Area of Angle Distance Distance equivalent: steel in from first to to neutral ' crimp:. compressi Axial Bar bar centroid axis zone " Strain, on Stress force' #` (deg) (in) (in) (in) (in^2) (ksi) (kips)' 1 0.00 0.00 -31.16 -32.79 -0.008625 0.00 -60.00 -47.40 2 10.00 ` 6.69' -24.48 -26.10 -0.0067746` 0.00 -60.00 -47.40 3 20.00 13.17 -17.99 -19.62 -0.0049804 0.00 -60.00 -47.40 4 30.00 19.25 -11.91 -13.64 -0.0032969' 0.00 -60.00 -47.40 5 40.00 24.75 -6.41 -8.04 -0.0017753 0.00 -51.48 -40.67 6 50.00 29.49 -1.67 ' -129 -0.0004619 0.00 13.39 -10.58 7 60.00 33.34 2.18 0.55 0.0006036 0.79 17.50 11.14 8 70.00 36.18 5.02 3.39 0.0013886 0.79 40.27 29.13 9 80.00 37.92 6.75 5.13 0.0018694 0.79 54.21 40.14 10 90.00 38.50 7.34 5.71 0.0020312; 0.79 58.91 43.85 11 100.00 37.92 6.75 5.13 0.0018694 0.79 54.21 40.14 12 110.00 36.18 5.02 3.39 0.0013886 0.79 40.27 29.13 13 120.00 33.34 2.18 0.55 0.0006036 0.79 17.50 11.14 14 130.00 29.49 -1.67 -3.29 -0.0004619' 0.00 -13.39 -10.58 15 140.00 24.75 -6.41 -8.04 -0.0017753 0.00 -51.48 -40.67 16 150.00 19.25 -11.91 -13.54 -0.0032969 0.00 -60.00 -47.40 17 160.00 13.17 -17.99 -19.62 -0.0049804 0.00 -60.00 -47.40 18 170.00 6.69 -24.48 -26.10 -0.0067746 0.00 -60.00 -47.40 19 180.00 0.00 -31.16 -32.79 -0.008625 0.00 -60.00 -47.40 20 190.00 -6.69 -37.85 -39.47 -0.0104755 0.00 =60.00 =47,41-n 21 200.00 -13.17 -44.33 -45.95 -0.0122697 0.00 -60.00 -47.40 22 210.00 -19.25 50.41 -52.04 -0.0139532 0.00 -60.00 -47.40 23 220.00 -24.75 1 -55.91 -57.53 -0.0154748 0.00 -60.00 -47.40 24 230.00 -29:49 -60.65 -62.28 -0.0167882 0.00 60.00 -47.40 ; 25 240.00 -33.34 -64.50 -66.13 -0.0178537 0.00 -60.00 -47.40 26 250.00 -36.18 67.34 -68.97 -0.0186387 0.00 -60.00 47.40- 27 260.00 -37.92 -69.08 -70.70 -0.0191194 0.00 -60.00 -47.40 28 270.00' -38.50 69.66 -71.29 0.0192813 0.00 -60.00 47.40 29 280.00 -37.92 -69.08 -70.70 -0.0191194 0.00 -60.00 -47.40 30 290.00 -36.18 -67.34 -68.97 -0.0186387 0.00 -60.00 -47.40' 31 300.00 -33.34 -64.50 -66.13 -0.0178537 0.00 -60.00 1 -47.40 32 310.00 -29.49 -60.65 -62.28 -0.0167882 0.00 -60.00 c -47.40 33 320.00 -24.75 -55.91 -57.53 -0.0154748 0.00 -60.00 -47.40 2 3 34 330.00 -19.25 -50.41 -52.04 -0.0139532 0.00 -60.00 -47.40 5 340.00 -13.17 -44.33 1 -45.95 -0.0122697 0.00 -60.00 -47.40 36 350.00 -6.69 -37.85 1 -39.47 -0.0104755 0.00 -60.00 -47.40 Maximum Allowable Moment of a Circular Pier Axial Load(Negative for Compression)= 36.00 kips Pier Properties Material Properties Concrete: Concrete compressive strength= 4000 psi Pier Diameter= 7.0 ft Reinforcement yield strength= 60000 psi Concrete Area= 5541.8 in Modulus of elasticity= -29000 ksi Reinforcement yield strain= 0.00207 Reinforcement: Limiting compressive strain= 0.003 Clear Cover= 3.00 in Cage Diameter= 6.42 ft Bar Size=® Seismic Properties Bar Diameter= 1.00 in Seismic Zone= 1 Bar Area= 0.79 in Number of Bars= 36 Minimum Area of Steel Required area of steel= 27.71 in Provided area of steel= 28.44 in OK Axial Loading Load factor=I_� Reduction factor= 0.9 Factored axial load= -40 kips Neutral Axis Distance from extreme edge to neutral axis= 10.84 in Equivalent compression zone factor= 0.85 Distance from extreme edge to equivalent compression zone factor= 9.21 in Distance from centroid to neutral axis= 31.16 in Compression Zone Area of steel in compression zone= 5.53 in Angle from centroid of pier to intersection of equivalent compression zone and edge of pier= 38.68 deg Area of concrete in compression= 330.25 in Force in concrete= 0.85`f c"Acc= 1122.84 kips Total reinforcement forces= -1082.84 kips Factored axial load= -40.00 kips Force in concrete= -1122.84 kips Sum of the forces in concrete= 0.00 kips OK Maximum Moment First moment of the concrete area in compression about the centoid= 12057.06 in' Distance between centroid of concrete in compression and centroid of pier= 36.51 in Moment of concrete in compression= 40994.01 in-kips Total reinforcement moment= 22097.12 in-kips Nominal moment strength of column= 63091.13 in-kips Factored moment strength of column= 56782.01 in-kips Maximum Allowable Moment=1 4731,831 ft-kips Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material TIA Rev G Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding(1)*(Rod Diameter) Site Data Reactions BUM 800530 Mu: 3242 ft-kips Site Name: MA NORTHAMPTON I/CA Axial,Pu: 36 kips App#: 200852, Rev 3 Shear,Vu: 29 kips Pole Manufacturer: Other Eta Factor, q 0.5 TIA G(Fig.4-4) Anchor Rod Data Ilf No stiffeners,Criteria: I AISC LRFD -Only Applcable to Unstiffened Cases Qty: 16 Diam: 2.25 in Rod Material: A615-J Anchor Rod Results Rigid Strength(Fu): 100 ksi Max Rod(Cu+Vu/r): 162.7 Kips AISC LRFD Yield(Fy): 75 ksi Allowable Axial, (D*Fu*Anet: 260.0 Kips cp`Tn Bolt Circle: 62 in Anchor Rod Stress Ratio: 62.6% Pass Plate Data Diam: 68 in Base Plate Results Flexural Check Rigid Thick: 2 in Base Plate Stress: 41.8 ksi AISC LRFD Grade: 60 ksi Allowable Plate Stress: 54.0 ksi (p*Fy Single-Rod B-eff: 10.51 in Base Plate Stress Ratio: 77.5% Pass Y.L.Length: 32.17 Stiffener Data(Welding at both sides) n/a Config: 0 * Stiffener Results Weld Type: Horizontal Weld : n/a Groove Depth: in** Vertical Weld: n/a Groove Angle: degrees Plate Flex+Shear,fb/Fb+(fv/Fv)^2: n/a Fillet H.Weld: <—Disregard Plate Tension+Shear,ft/Ft+(fv/Fv)^2:n/a Fillet V.Weld: lin Plate Comp.(AISC Bracket): n/a Width: lin Height: in Pole Results Thick: in Pole Punching Shear Check: n/a Notch: in Grade: ksi Weld str.: ksi Pole Data Diam: 53 in - Thick: 0.375 in Grade: 65 ksiry #of Sides: 18 "0"IF Round Fu 80 ksi Reinf.Fillet Weld 0 "0"if None 0=none,1 =every bolt,2=every 2 bolts,3=2 per bolt '*Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate 1.5-Circular Base G 1.3,Effective March 19,2012 Analysis Date: 10/24/2013 October 24,2013 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 662953,Application 200852, Revision 3 Page 22 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 6.1.3.1 9C 994 O O ' �`w p0� WO m WOO\ • � � i October 24,2013 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 662953,Application 200852,Revision 3 Page 21 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 6.1.3.1 October 24,2013 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 662953,Application 200852, Revision 3 Page 20 Pole lntairaction Desi n Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow Criteria No. P„ M. M„Y V. T Stress Stress ft Pn Mnx 0101Y ov. Tn Ratio Ratio L1 162-113.12 0.007 1.006 0.000 0.036 0.001 1.015 1.000 4.8.2 (1) L2 113.12-84.7 0.005 0.711 0.000 0.018 0.000 0.716 1.000 4.8.2 (2) V L3 84.7-42.03 0.006 0.659 0.000 0.014 0.000 0.665 1.000 4.8.2 " (3) y+''' L4 42.03-0(4) 0.009 0.716 0.000 0.014 0.000 0.725 1.000 4-82 V Section Capacity Table Section Elevation Component Size Critical P op.,,.. % Pass No. ft Type Element K K Capacity Fail L1 162-113.12 Pole TP25.71x13x0.1875 1 -6.92 1001.38 101.5 Fail L2 113.12-84.7 Pole TP32.6x24.35990.3125 2 -11.69 2292.86 71.6 Pass L3 84.7-42.03 Pole TP42.94x30.80190.375 3 -21.64 3544.07 66.5 Pass L4 42,03-0 Pole TP53x40.6692x0.375 4 -36.33 4183.67 72.5 Pass Summary Pole(1-1) 101.5 Fail RATING= 101.5 Fail x tnxTower Report-version 6.1.3.1 October 24, 2013 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 662953,Application 200852, Revision 3 Page 19 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature It Comb. in ft 162.00 Lighting Rod 5/8"x 4' 10 156.440 9.7945 0.0560 4533 158.00 ANT150F2 10 148.320 9.5396 0.0515 4533 152.00 (2)DB846F65ZAXY w/Mount 10 136.217 9.1554 0.0448 2264 Pipe 139.00 (2)800 10122 w/Mount Pipe 10 110.830 8.3035 0.0312 980 132.00 742 213 w/Mount Pipe 10 97.969 7.8261 0.0247 748 Compression Checks Pole Design Data Section Elevation Size L L„ K11r A P� Ratio No. P. ft ft ft in K K �P L1 162-113.12 TP25.71x13x0.1875 48.88 0.00 0.0 14.608 -6.92 1001.38 0.007 (1) 8 4.8.2(1.01 CR)-1 L2 113.12-84.7 TP32.6x24.3599x0.3125 32.17 0.00 0.0 30.861 -11.69 2292.86 0.005 (2) 6 L3 84.7-42.03 TP42.94x30.80190.375 47.25 0.00 0.0 48.852 -21.64 3544.07 0.006 (3) 9 L4 42.03-0(4) TP53x40.6692x0.375 47.95 0.00 0.0 62.636 -36.33 4183.67 0.009 9 Pole Bending Design Data Section Elevation Size MIX om- Ratio M„Y OKI Ratio No. M„x M„y ft kip-ft kip-ft �M kip-ft kip-ft �M L1 162-113.12 TP25.71xl3x0.1875 508.82 505.58 1.006 0.00 505.58 0.000 (1) L2 113.12-84.7 TP32.6x24.35990.3125 1040.53 1463.83 0.711 0.00 1463.83 0.000 (2) L3 84.7-42.03 TP42.94x30.8019x0.375 1968.23 2987.43 0.659 0.00 2987.43 0.000 (3) L4 42.03-0(4) TP53x40.6692x0.375 3242.34 4530.63 0.716 0.00 4530.63 0.000 Pole Shear Design Data Section Elevation Size Actual ov„ Ratio Actual �T Ratio No. V. V. T. T. ft K K W kip-ft kip-ft �T L1 162-113.12 TP25.71x13x0.1875 18.12 500.69 0.036 1.41 1012.40 0.001 (1) L2 113.12-843 TP32.6x24.3599x0.3125 20.47 1146.43 0.018 1.40 2931.24 0.000 (2) L3 84.7-42.03 TP42.94x30.80194.375 24.41 1772.03 0.014 1.39 5982.15 0.000 (3) L4 42.03-0(4) TP53x40.6692x0.375 28.54 2091.83 0.014 1.39 9072.33 0.000 tnxTower Report-version 6.13.1 October 24,2013 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 662953,Application 200852, Revision 3 Page 18 31 Yes 6 0.00000001 0.00023083 32 Yes 6 0.00000001 0.00023448 33 Yes 6 0.00000001 0.00016888 34 Yes 6 0.00000001 0.00022322 35 Yes 6 0.00000001 0.00022542 36 Yes 6 0.00000001 0.00016651 37 Yes 6 0.00000001 0.00022783 38 Yes 6 0.00000001 0.00022412 39 Yes 4 0.00000001 0.00015387 40 Yes 4 0.00000001 0.00077773 41 Yes 4 0.00000001 0.00069784 42 Yes 4 0.00000001 0.00005757 43 Yes 4 0.00000001 0.00068848 44 Yes 4 0.00000001 0.00081010 45 Yes 4 0.00000001 0.00016331 46 Yes 4 0.00000001 0.00066468 47 Yes 4 0.00000001 0.00073423 48 Yes 4 0.00000001 0.00006293 49 Yes 4 0.00000001 0.00078117 50 Yes 4 0.00000001 0.00066987 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 162-113.12 31.587 43 1.9751 0.0114 L2 116.87-84.7 14.710 43 1.3506 0.0029 L3 89.28-42.03 8.109 43 0.9184 0.0013 L4 47.95-0 2.225 43 0.4368 0.0005 Critical Deflections and Radius of Curvature- Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature /t _ _ Comb ft _ in _ _°___ 162.00 Lighting Rod 5/8"x 4' 43 31.587 1.9751 0.0114 21270 158.00 ANT150F2 43 29.939 1.9230 0.0105 21270 152.00 (2)DB846F65ZAXY w/Mount 43 27.482 1.8446 0.0091 10635 Pipe 139.00 (2)800 10122 w/Mount Pipe 43 22.333 1.6709 0.0064 4623 132.00 742 213 w/Mount Pipe 43 19.726 1.5738 0.0050 3544 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 162-113.12 156.440 10 9.7945 0.0560 L2 116.87-84.7 73.181 10 6.7241 0.0140 L3 89.28-42.03 40.391 10 4.5771 0.0065 L4 47.95-0 11.093 10 2.1779 0.0022 Critical Deflections and Radius of Curvature - Design Wind tnxTower Report-version 6.1.3.1 October 24,2013 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 662953,Application 200852, Revision 3 Page 17 Sum of Applied Forces Sum of Reactions Load PX Py PZ PX Py PZ %Error Comb. K K K K K K 21 -28.46 -27.26 -0.06 28.46 27.26 0.06 0.000% 22 -24.68 -36.35 -14.27 24.68 36.35 14.27 0.000% 23 -24.68 -2726 -14.27 24.68 27.26 14.27 OA00% 24 -14.28 -36.35 -24.66 14.28 36.35 24.66 0.000% 25 -14.28 -27.26 -24.66 14.28 27.26 24.66 0.000% 26 0.00 -68.90 0.00 -0.00 68.90 0.00 0.000% 27 0.00 -68.90 -5.36 -0.00 68.90 5.36 0.000% 28 2.69 -68.90 -4.65 -2.69 68.90 4.65 0.000% 29 4.65 -68.90 -2.68 -4.65 68.90 2.68 0.000% 30 5.37 -68.90 -0.00 -5.37 68.90 0.00 0.000% 31 4.65 -68.90 2.68 -4.65 68.90 -2.68 0.000% 32 2.69 -68.90 4.64 -2.69 68.90 -4.64 0.000% 33 -0.00 -68.90 5.36 0.00 68.90 -5.36 0.000% 34 -2.69 -68.90 4.65 2.69 68.90 -4.65 0.000% 35 -4.65 -68.90 2.68 4.65 68.90 -2.68 0.000% 36 -5.37 -68.90 0.00 5.37 68.90 -0.00 0.000% 37 -4.65 -68.90 -2.68 4.65 68.90 2.68 0.000% 38 -2.69 -68.90 -4.64 2.69 68.90 4.64 0.000% 39 -0.01 -30.29 -5.73 0.01 30.29 5.73 0.000% 40 2.85 -30.29 -4.95 -2.85 30.29 4.95 0.000% 41 4.96 -30.29 -2.85 -4.96 30.29 2.85 0.000% 42 5.73 -30.29 0.01 -5.73 30.29 -0.01 0.000% 43 4.97 -30.29 2.87 -4.97 30.29 -2.87 0.000% 44 2.88 -30.29 4.97 -2.88 30.29 -4.97 0.000% 45 0.01 -30.29 5.73 -0.01 30.29 -5.73 0.000% 46 -2.85 -30.29 4.95 2.85 30.29 -4.95 0.000% 47 -4.96 -30.29 2.85 4.96 30.29 -2.85 0.000% 48 -5.73 -30.29 -0.01 5.73 30.29 0.01 0.000% 49 -4.97 -30.29 -2.87 4.97 30.29 2.87 0.000% 50 -2.88 -30.29 -4.97 2.88 30.29 4.97 0.000% Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes ---,_ 4 ._. -.._. 0.00000001 0.00000001 2 Yes 5 0.00000001 0.00008331 3 Yes 5 0.00000001 0.00003321 4 Yes 6 0.00000001 0.00008035 5 Yes 5 0.00000001 0.00073715 6 Yes 6 0.00000001 0.00007693 7 Yes 5 0.00000001 0.00070519 8 Yes 4 0.00000001 0.00044375 9 Yes 4 0.00000001 0.00013324 10 Yes 6 0.00000001 0.00007593 11 Yes 5 0.00000001 0.00069564 12 Yes 6 0.00000001 0.00008121 13 Yes 5 0.00000001 0.00074489 14 Yes 5 0.00000001 0.00011817 15 Yes 5 0.00000001 0.00004669 16 Yes 6 0.00000001 0.00007568 17 Yes 5 0.00000001 0.00069349 18 Yes 6 0.00000001 0.00007897 19 Yes 5 0.00000001 0.00072390 20 Yes 5 0.00000001 0.00004079 21 Yes 4 0.00000001 0.00054722 22 Yes 6 0.00000001 0.00008033 23 Yes 5 0.00000001 0.00073638 24 Yes 6 0.00000001 0.00007518 25 Yes 5 0.00000001 0.00068866 26 Yes 4 0.00000001 0.00011246 27 Yes 6 0.00000001 0.00017009 28 Yes 6 0.00000001 0.00023588 29 Yes 6 0.00000001 0.00023376 30 Yes 6 0.00000001 0.00017214 tnxTower Report-version 6.1.3.1 October 24, 2013 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 662953,Application 200852,Revision 3 Page 16 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,Mx Moment,M, K K K kip-ft kip-ft kip-ft 1.2 Dead+1.0 Wind 60 68.90 4.65 -2.68 -320.50 -558.59 0.09 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 68.90 5.37 -0.00 -1.10 -644.30 -0.09 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 68.90 4.65 2.68 318.35 -558.39 -0.25 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 68.90 2.69 4.64 552.26 -323.89 -0.35 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 68.90 -0.00 5.36 637.95 -3.62 -0.35 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 68.90 -2.69 4.65 552.46 316.58 -026 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 68.90 -4.65 2.68 318.70 550.93 -0.09 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 68.90 -5.37 0.00 -0.69 636.64 0.09 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 68.90 -4.65 -2.68 -320.14 550.73 0.25 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 68.90 -2.69 -4.64 -554.05 316.23 0.35 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 30.29 -0.01 -5.73 -648.07 1.36 0.42 Dead+Wind 30 deg-Service 30.29 2.85 -4.95 -560.33 -323.19 0.31 Dead+Wind 60 deg-Service 30.29 4.96 -2.85 -322.47 -561.28 0.13 Dead+Wind 90 deg-Service 30.29 5.73 0.01 1.76 -649.11 -0.09 Dead+Wind 120 deg- 30.29 4.97 2.87 325.49 -563.16 -0.29 Service Dead+Wind 150 deg- 30.29 2.88 4.97 561.96 -326.45 -0.41 Service Dead+Wind 180 deg- 30.29 0.01 5.73 647.83 -2.41 -0.42 Service Dead+Wind 210 deg- 30.29 -2.85 4.95 560.08 322.13 -0.31 Service Dead+Wind 240 deg- 30.29 -4.96 2.85 322.22 560.22 -0.13 Service Dead+Wind 270 deg- 30.29 -5.73 -0.01 -2.00 648.06 0.09 Service Dead+Wind 300 deg- 30.29 -4.97 -2.87 -325.73 562.10 0.29 Service Dead+Wind 330 deg- 30.29 -2.88 -4.97 -562.21 325.40 0.41 Service Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.00 30.29 0.00 0.00 30.29 0.00 0.000% 2 -0.06 -36.35 -28.44 0.06 36.35 28.44 0.000% 3 -0.06 -27.26 -28.44 0.06 27.26 28.44 0.000% 4 14.18 -36.35 -24.60 -14.18 36.35 24.60 0.000% 5 14.18 -27.26 -24.60 -14.18 27.26 24.60 0.000% 6 24.62 -36.35 -14.17 -24.62 36.35 14.17 0.000% 7 24.62 -27.26 -14.17 -24.62 27.26 14.17 0.000% 8 28.46 -36.35 0.06 -28.46 36.35 -0.06 0.000% 9 28.46 -27.26 0.06 -28.46 27.26 -0.06 0.000% 10 24.68 -36.35 14.27 -24.68 36.35 -14.27 0.000% 11 24.68 -27.26 14.27 -24.68 27.26 -14.27 0.000% 12 14.28 -36.35 24.66 -14.28 36.35 -24.66 0.000% 13 14.28 -27.26 24.66 -1428 27.26 -24.66 0.000% 14 0.06 -36.35 28.44 -0.06 36.35 -28.44 0.000% 15 0.06 -27.26 28.44 -0.06 27.26 -28.44 0.000% 16 -14.18 -36.35 24.60 14.18 36.35 -24.60 0.000% 17 -14.18 -27.26 24.60 14.18 27.26 -24.60 0.000% 18 -24.62 -36.35 14.17 24.62 36.35 -14.17 0.000% 19 -24.62 -27.26 14.17 24.62 27.26 -14.17 0.000% 20 -28.46 -3635 -0.06 28.46 36.35 0.06 0.000% tnxTower Report-version 6.1.3.1 October 24,2013 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 662953,Application 200852, Revision 3 Page 15 Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Min.H. 8 36.35 -28.46 -0.06 Min.HZ 14 36.35 -0.06 -28.44 Min.M. 14 -3231.32 -0.06 -28.44 Min.M, 20 -3233.97 28.46 0.06 Min.Torsion 3 -2.00 0.06 28.44 Tower Mast Reaction Summary Load Vertical Shear, Shear Overturning Overturning Torque Combination Moment,M Moment,Mr K K K kip-ft kip-ft kip-ft Dead Only 30.29 0.00 0.00 -0.12 -0.50 0.00 1.2 Dead+1.6 Wind 0 deg- 36.35 -0.06 -28.44 -3231.61 8.79 1.99 No Ice 0.9 Dead+1.6 Wind 0 deg- 27.26 -0.06 -28.44 -3197.86 8.84 2.00 No Ice 1.2 Dead+1.6 Wind 30 deg- 36.35 14.18 -24.60 -2794.04 -1609.81 1.50 No Ice 0.9 Dead+1.6 Wind 30 deg- 27.26 14.18 -24.60 -2764.86 -1592.86 1.51 No Ice 1.2 Dead+1.6 Wind 60 deg- 36.35 24.62 -14.17 -1607.77 -2797.22 0.60 No Ice 0.9 Dead+1.6 Wind 60 deg- 27.26 24.62 -14.17 -1590.97 -2767.87 0.61 No Ice 1.2 Dead+1.6 Wind 90 deg- 36.35 28.46 0.06 9.25 -3235.20 -0.45 No Ice 0.9 Dead+1.6 Wind 90 deg- 27.26 28.46 0.06 9.18 -3201.29 -0.46 No Ice 1.2 Dead+1.6 Wind 120 deg 36.35 24.68 14.27 1623.70 -2806.49 -1.39 -No Ice 0.9 Dead+1.6 Wind 120 deg 27.26 24.68 14.27 1606.78 -2777.05 -1.39 -No Ice 1.2 Dead+1.6 Wind 150 deg 36.35 14.28 24.66 2803.04 -1626.01 -1.95 -No Ice 0.9 Dead+1.6 Wind 150 deg 27.26 14.28 24.66 2773.83 -1608.88 -1.96 -No Ice 1.2 Dead+1.6 Wind 180 deg 36.35 0.06 28.44 3231.32 -9.99 -1.99 -No Ice 0.9 Dead+1.6 Wind 180 deg 27.26 0.06 28.44 3197.65 -9.72 -2.00 -No Ice 1.2 Dead+1.6 Wind 210 deg 36.35 -14.18 24.60 2793.73 1608.60 -1.50 -No Ice 0.9 Dead+1.6 Wind 210 deg 27.26 -14.18 24.60 2764.63 1591.98 -1.50 -No Ice 1.2 Dead+1.6 Wind 240 deg 36.35 -24.62 14.17 1607.47 2795.98 -0.61 -No Ice 0.9 Dead+1.6 Wind 240 deg 27.26 -24.62 14.17 1590.75 2766.97 -0.61 -No Ice 1.2 Dead+1.6 Wind 270 deg 36.35 -28.46 -0.06 -9.53 3233.97 0.45 -No Ice 0.9 Dead+1.6 Wind 270 deg 27.26 -28.46 -0.06 -9.38 3200.38 0.45 -No Ice 1.2 Dead+1.6 Wind 300 deg 36.35 -24.68 -14.27 -1623.96 2805.27 1.38 -No Ice 0.9 Dead+1.6 Wind 300 deg 27.26 -24.68 -14.27 -1606.97 2776.15 1.39 -No Ice 1.2 Dead+1.6 Wind 330 deg 36.35 -14.28 -24.66 -2803.30 1624.81 1.95 -No Ice 0.9 Dead+1.6 Wind 330 deg 27.26 -14.28 -24.66 -2774.02 1608.00 1.96 -No Ice 1.2 Dead+1.0 Ice+1.0 Temp 68.90 0.00 -0.00 -0.86 -3.68 0.00 1.2 Dead+1.0 Wind 0 68.90 0.00 -5.36 -639.74 -4.04 0.35 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 68.90 2.69 -4.65 -554.25 -324.24 0.26 deg+1.0 Ice+1.0 Temp tnxTower Report-version 6.1.3.1 October 24,2013 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 662953,Application 200852, Revision 3 Page 14 Comb. Description No. 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg-Service 40 Dead+Wind 30 deg-Service 41 Dead+Wind 60 deg-Service 42 Dead+Wind 90 deg-Service 43 Dead+Wind 120 deg-Service 44 Dead+Wind 150 deg-Service 45 Dead+Wind 180 deg-Service 46 Dead+Wind 210 deg-Service 47 Dead+Wind 240 deg-Service 48 Dead+Wind 270 deg-Service 49 Dead+Wind 300 deg-Service 50 Dead+Wind 330 de -Service Maximum Member Forces Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n It Type Load Moment Moment No. _ _ Comb. K kip-ft kip-ft L1 162-113.12 Pole Max Tension 8 0.00 0.00 0.00 Max.Compression 26 -28.08 -3.37 0.79 Max.Mx 8 -6.94 -507.51 -1.85 Max.My 2 -6.94 1.49 506.22 Max.Vy 8 18.07 -507.51 -1.85 Max.Vx 2 -18.05 1.49 506.22 Max.Torque 3 -2.04 L2 113.12- Pole Max Tension 1 0.00 0.00 0.00 84.7 Max.Compression 26 -34.94 -3.58 0.84 Max.Mx 8 -11.70 -1037.84 -3.61 Max.My 2 -11.71 3.20 1035.99 Max.Vy 8 20.42 -1037.84 -3.61 Max.Vx 2 -20.40 3.20 1035.99 Max.Torque 3 -2.02 L3 84.7-42.03 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -48.91 -3.68 0.86 Max.Mx 8 -21.65 -1963.45 -6.25 Max.My 2 -21.65 5.80 1960.79 Max.Vy 8 2436 -1963.45 -6.25 Max.Vx 2 -24.34 5.80 1960.79 Max.Torque 3 -2.01 L4 42.03-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -68.90 -3.68 0.86 Max.Mx 8 -36.33 -3235.20 -9.25 Max.My 2 -36.33 8.79 3231.61 Max.Vy 8 28.49 -3235.20 -9.25 Max.Vx 2 -28.47 8.79 3231.61 Max.Torque 3 -2.00 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 30 68.90 -5.37 0.00 Max.Fix 21 27.26 28.46 0.06 Max.H. 2 36.35 0.06 28.44 Max.Mx 2 3231.61 0.06 28.44 Max.M. 8 3235.20 -28.46 -0.06 Max.Torsion 15 2.00 -0.06 -28.44 Min.Vert 11 27.26 -24.68 -14.27 tnxTower Report-version 6.1.3.1 October 24,2013 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 662953,Application 200852, Revision 3 Page 13 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft 1"Ice 742 213 w/Mount Pipe A From Leg 1.00 0.0000 132.00 No Ice 5.37 4.62 0.05 0.00 1/2" 5.95 6.00 0.09 0.00 Ice 6.50 6.98 0.15 1"Ice 742 213 w/Mount Pipe B From Leg 1.00 0.0000 132.00 No Ice 5.37 4.62 0.05 0.00 1/2" 5.95 6.00 0.09 0.00 Ice 6.50 6.98 0.15 1"Ice 742 213 w/Mount Pipe C From Leg 1.00 0.0000 132.00 No Ice 5.37 4.62 0.05 0.00 1/2" 5.95 6.00 0.09 0.00 Ice 6.50 6.98 0.15 1"Ice Pipe Mount[PM 601-3] C None 0.0000 132.00 No Ice 4.39 4.39 0.20 1/2" 5.48 5.48 0.24 Ice 6.57 6.57 0.28 1"Ice Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg-No Ice 3 0.9 Dead+1.6 Wind 0 deg-No Ice 4 1.2 Dead+1.6 Wind 30 deg-No Ice 5 0.9 Dead+1.6 Wind 30 deg-No Ice 6 1.2 Dead+1.6 Wind 60 deg-No Ice 7 0.9 Dead+1.6 Wind 60 deg-No Ice 8 1.2 Dead+1.6 Wind 90 deg-No Ice 9 0.9 Dead+1.6 Wind 90 deg-No Ice 10 1.2 Dead+1.6 Wind 120 deg-No Ice 11 0.9 Dead+1.6 Wind 120 deg-No Ice 12 1.2 Dead+1.6 Wind 150 deg-No Ice 13 0.9 Dead+1.6 Wind 150 deg-No Ice 14 1.2 Dead+1.6 Wind 180 deg-No Ice 15 0.9 Dead+1.6 Wind 180 deg-No Ice 16 1.2 Dead+1.6 Wind 210 deg-No Ice 17 0.9 Dead+1.6 Wind 210 deg-No Ice 18 1.2 Dead+1.6 Wind 240 deg-No Ice 19 0.9 Dead+1.6 Wind 240 deg-No Ice 20 1.2 Dead+1.6 Wind 270 deg-No Ice 21 0.9 Dead+1.6 Wind 270 deg-No Ice 22 1.2 Dead+1.6 Wind 300 deg-No Ice 23 0.9 Dead+1.6 Wind 300 deg-No Ice 24 1.2 Dead+1.6 Wind 330 deg-No Ice 25 0.9 Dead+1.6 Wind 330 deg-No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp tnxTower Report-version 6.1.3.1 October 24, 2013 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 662953,Application 200852, Revision 3 Page 12 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert It ft ftz ft K ft ° ft 1"Ice (2)800 10122 w/Mount C From Leg 4.00 0.0000 139.00 No Ice 7.86 6.65 0.09 Pipe 0.00 1/2" 8.46 7.88 0.15 3.00 Ice 9.10 8.85 0.22 1"Ice (4)860 10025 C From Leg 4.00 0.0000 139.00 No Ice 0.16 0.14 0.00 0.00 1/2" 0.23 0.20 0.00 3.00 Ice 0.30 0.27 0.01 1"Ice (3)LGP2140X C From Leg 4.00 0.0000 139.00 No Ice 1.26 0.38 0.02 0.00 112" 1.42 0.49 0.03 3.00 Ice 1.58 0.62 0.04 1"Ice (2)782-10250 C From Leg 4.00 0.0000 139.00 No Ice 0.52 0.27 0.01 0.00 1/2" 0.63 0.36 0.01 3.00 Ice 0.75 0.46 0.02 1"Ice P65-17-XLH-RR w/Mount A From Leg 4.00 0.0000 139.00 No Ice 11.70 8.94 0.09 Pipe 0.00 112" 12.42 10.45 0.18 3.00 Ice 13.15 11.99 027 1"Ice (2)RRUS-11 A From Leg 4.00 0.0000 139.00 No Ice 3.25 1.37 0.05 0.00 1/2" 3.49 1.55 0.07 3.00 Ice 3.74 1.74 0.09 1"Ice DC6-48-60-18-8F A From Leg 4.00 0.0000 139.00 No Ice 1.27 1.27 0.02 0.00 1/2" 1.46 1.46 0.04 3.00 Ice 1.66 1.66 0.05 1"Ice P65-17-XLH-RR w/Mount B From Leg 4.00 0.0000 139.00 No Ice 11.70 8.94 0.09 Pipe 0.00 1/2" 12.42 10.45 0.18 3.00 Ice 13.15 11.99 0.27 1"Ice (2)RRUS-11 B From Leg 4.00 0.0000 139.00 No Ice 3.25 137 0.05 0.00 1/2" 3.49 1.55 0.07 3.00 Ice 3.74 1.74 0.09 1"Ice AM-X-CD-14-65-OOT-RET C From Leg 4.00 0.0000 139.00 No Ice 5.74 4.02 0.03 w/Mount Pipe 0.00 112" 6.20 4.63 0.08 3.00 Ice 6.66 5.28 0.13 1"Ice (2)RRUS-11 C From Leg 4.00 0.0000 139.00 No Ice 3.25 1.37 0.05 0.00 1/2" 3.49 1.55 0.07 3.00 Ice 3.74 1.74 0.09 1"Ice 4'x 2"Pipe Mount A From Leg 4.00 0.0000 139.00 No Ice 0.79 0.79 0.03 0.00 1/2" 1.03 1.03 0.04 2.00 Ice 128 1.28 0.04 1"Ice 4'x 2"Pipe Mount B From Leg 4.00 0.0000 139.00 No Ice 0.79 0.79 0.03 0.00 1/2" 1.03 1.03 0.04 2.00 Ice 1.28 1.28 0.04 1"Ice 4'x 2"Pipe Mount C From Leg 4.00 0.0000 139.00 No Ice 0.79 039 0.03 0.00 1/2" 1.03 1.03 0.04 2.00 Ice 1.28 1.28 0.04 1"Ice Side Arm Mount[SO 102- C From Leg 0.00 0.0000 139.00 No Ice 3.00 3.00 0.08 31 0.00 1/2" 3.48 3.48 0.11 2.00 Ice 3.96 3.96 0.14 1"Ice Platform Mount[LP 601-11 C None 0.0000 139.00 No Ice 28.47 28.47 1.12 1/2" 33.59 33.59 1.51 lee 38.71 38.71 1.91 tnxTower Report-version 6.1.3.1 October 24,2013 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 662953,Application 200852,Revision 3 Page 11 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ftz K ft ° ft 1"Ice RRH2X40-AWS A From Leg 4.00 0.0000 152.00 No Ice 2.52 1.59 0.04 0.00 1/2" 2.75 1.80 0.06 1.00 Ice 2.99 2.01 0.08 1"Ice APX18-206517-CT2 w/ A From Leg 4.00 0.0000 152.00 No Ice 5.36 4.73 0.05 Mount Pipe 0.00 1/2" 5.91 5.90 0.09 1.00 Ice 6.44 6.79 0.15 1"Ice RRH2X40-AWS B From Leg 4.00 0.0000 152.00 No Ice 2.52 1.59 0.04 0.00 1/2" 2.75 1.80 0.06 1.00 Ice 2.99 2.01 0.08 1"Ice BXA-171063-12CF-EDIN-2 B From Leg 4.00 0.0000 152.00 No Ice 5.03 5.29 0.04 w/Mount Pipe 0.00 1/2" 5.58 6.46 0.09 1.00 Ice 6.10 7.35 0.14 1"Ice DB-T1-6Z-8AB-OZ B From Leg 4.00 0.0000 152.00 No Ice 5.60 2.33 0.04 0.00 1/2" 5.92 2.56 0.08 1.00 Ice 6.24 2.79 0.12 1"Ice RRH2X40-AWS C From Leg 4.00 0.0000 152.00 No Ice 2.52 1.59 0.04 0.00 1/2" 2.75 1.80 0.06 1.00 Ice 2.99 2.01 0.08 1"Ice APX18-206517-CT2 w/ C From Leg 4.00 0.0000 152.00 No Ice 5.36 4.73 0.05 Mount Pipe 0.00 1/2" 5.91 5.90 0.09 1.00 Ice 6.44 6.79 0.15 1"Ice Platform Mount[LP 601-1] C None 0.0000 152.00 No Ice 28.47 28.47 1.12 1/2" 33.59 33.59 1.51 Ice 38.71 38.71 1.91 1"Ice (2)800 10122 w/Mount A From Leg 4.00 0.0000 139.00 No Ice 7.86 6.65 0.09 Pipe 0.00 1/2" 8.46 7.88 0.15 3.00 Ice 9.10 8.85 0.22 1"Ice (3)LGP2140X A From Leg 4.00 0.0000 139.00 No Ice 1.26 0.38 0.02 0.00 1/2" 1.42 0.49 0.03 3.00 Ice 1.58 0.62 0.04 1"Ice (4)860 10025 A From Leg 4.00 0.0000 139.00 No Ice 0.16 0.14 0.00 0.00 1/2" 0.23 0.20 0.00 3.00 Ice 0.30 0.27 0.01 1"Ice (2)782-10250 A From Leg 4.00 0.0000 139.00 No Ice 0.52 0.27 0.01 0.00 1/2" 0.63 0.36 0.01 3.00 Ice 075 0.46 0.02 1"Ice (2)800 10122 w/Mount B From Leg 4.00 0.0000 139.00 No Ice 7.86 6.65 0.09 Pipe 0.00 1/2" 8.46 7.88 0.15 3.00 Ice 9.10 8.85 0.22 1"Ice (4)860 10025 B From Leg 4.00 0.0000 139.00 No Ice 0.16 0.14 0.00 0.00 1/2" 0.23 0.20 0.00 3.00 Ice 0.30 0.27 0.01 1"Ice (3)LGP2140X B From Leg 4.00 0.0000 139.00 No Ice 1.26 0.38 0.02 0.00 1/2" 1.42 0.49 0.03 3.00 Ice 1.58 0.62 0.04 1"Ice (2)782-10250 B From Leg 4.00 0.0000 139.00 No Ice 0.52 0.27 0.01 0.00 1/2" 0.63 0.36 0.01 100 Ice 0.75 0.46 0.02 tnxTower Report-version 6.1.3.1 October 24,2013 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 662953,Application 200852, Revision 3 Page 10 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft Lighting Rod 5/8"x 4' C From Leg 0.00 0.0000 162.00 No Ice 0.25 0.25 0.03 0.00 112" 0.66 0.66 0.03 2.00 Ice 0.97 0.97 0.04 1"Ice ANT150F2 B From Leg 4.00 0.0000 158.00 No Ice 1.23 1.23 0.01 0.00 112" 1.53 1.53 0.02 2.00 Ice 1.84 1.84 0.04 1"Ice Side Arm Mount[SO 701- B From Leg 2.00 0.0000 158.00 No Ice 0.85 1.67 0.07 1] 0.00 112" 1.14 2.34 0.08 0.00 Ice 1.43 3.01 0.09 1"Ice (2)DB846F65ZAXY w/ A From Leg 4.00 0.0000 152.00 No Ice 7.27 7.82 0.05 Mount Pipe 0.00 112" 7.88 9.01 0.11 1.00 Ice 8.48 9.91 0.19 1"Ice APX75-866514-CTO w/ A From Leg 4.00 0.0000 152.00 No Ice 10.00 6.57 0.04 Mount Pipe 0.00 1/2" 10.72 7.88 0.11 1.00 Ice 11.43 9.02 0.19 1"Ice (2)FDGW5504/1S-3 A From Leg 4.00 0.0000 152.00 No Ice 0.52 0.24 0.00 0.00 1/2" 0.62 0.32 0.01 0.00 Ice 032 0.40 0.01 1"Ice BXA-185063/8CFx2 w/ A From Leg 4.00 0.0000 152.00 No Ice 3.20 3.02 0.03 Mount Pipe 0.00 1/2" 3.58 3.64 0.06 1.00 Ice 3.99 4.26 0.10 1"Ice BXA-70063/6CF w/Mount B From Leg 4.00 0.0000 152.00 No Ice 7.98 5.70 0.04 Pipe 0.00 1/2" 8.62 6.85 010 1.00 Ice 9.23 7.71 0.17 1"Ice (2)FDGW5504/1S-3 B From Leg 4.00 0.0000 152.00 No Ice 0.52 0.24 0.00 0.00 1/2" 0.62 0.32 0.01 0.00 Ice 0.72 0.40 0.01 1"Ice (2)LPA-80063/4CF w/ B From Leg 4.00 0.0000 152.00 No Ice 7.25 7.26 0.04 Mount Pipe 0.00 1/2" 7.72 7.96 0.10 1.00 Ice 8.20 8.67 018 1"Ice BXA-18506318CFx2 w/ B From Leg 4.00 0.0000 152.00 No Ice 3.20 102 0.03 Mount Pipe 0.00 1/2" 3.58 3.64 0.06 1.00 Ice 3.99 4.26 0.10 1"Ice GPS_A B From Leg 4.00 0.0000 152.00 No Ice 0.30 0.30 0.00 0.00 1/2" 0.37 0.37 0.00 1.00 Ice 0.46 0.46 0.01 1"Ice BXA-70063/6CF w/Mount C From Leg 4.00 0.0000 152.00 No Ice 7.98 5.70 0.04 Pipe 0.00 1/2" 8.62 6.85 0.10 1.00 Ice 9.23 7.71 0.17 1"Ice (2)FDGW5504/1S-3 C From Leg 4.00 0.0000 152.00 No Ice 0.52 0.24 0.00 0.00 112" 0.62 0.32 0.01 0.00 Ice 0.72 0.40 0.01 1"Ice BXA-185063/8CFx2 w/ C From Leg 4.00 0.0000 152.00 No Ice 3.20 3.02 0.03 Mount Pipe 0.00 1/2" 3.58 3.64 0.06 1.00 Ice 3.99 4.26 0.10 1"Ice (2)LPA-80063/4CF w/ C From Leg 4.00 0.0000 152.00 No Ice 7.25 7.26 0.04 Mount Pipe 0.00 1/2" 7.72 7.96 0.10 1.00 Ice 8.20 8.67 0.18 tnxTower Report-version 6.1.3.1 October 24, 2013 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 662953,Application 200852, Revision 3 Page 9 Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft2 ft2 ft2 ft2 K L1 162.00-113.12 A 0.000 0.000 0.000 0.000 0.54 B 0.000 0.000 0.000 0.000 0.11 C 0.000 0.000 0.000 0.000 0.29 L2 113.12-84.70 A 0.000 0.000 0.000 0.000 0.40 B 0.000 0.000 0.000 0.000 0.15 C 0.000 0.000 0.000 0.000 0.31 L3 84.70-42.03 A 0.000 0.000 0.000 0.000 0.59 B 0.000 0.000 0.000 0.000 0.23 C 0.000 0.000 0.000 0.000 0.47 L4 42.03-0.00 A 0.000 0.000 0.000 0.000 0.59 B 0.000 0.000 0.000 0.000 0.22 C 0.000 0.000 0.000 0.000 0.47 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face /ce AR AF CAAA CAAA Weight Sectio Elevation or Thickness In Face Out Face n ft Leg in fe ft2 rte ft2 L1 162.00-113.12 A 2.303 0.000 0.000 0.000 0.000 0.54 B 0.000 0.000 0.000 0.000 0.11 C 0.000 0.000 0.000 0.000 0.29 L2 113.12-84.70 A 2.231 0.000 0.000 0.000 0.000 0.40 B 0.000 0.000 0.000 0.000 0.15 C 0.000 0.000 0.000 0.000 0.31 L3 84.70-42.03 A 2.133 0.000 0.000 0.000 0.000 0.59 B 0.000 0.000 0.000 0.000 0.23 C 0.000 0.000 0.000 0.000 0.47 L4 42.03-0.00 A 1.912 0.000 0.000 0.000 0.000 0.59 B 0.000 0.000 0.000 0.000 0.22 C 0.000 0.000 0.000 0.000 0.47 Feed Line Center of Pressure Section Elevation CPX CPZ CPX CPZ Ice Ice ft in in_ in in_ L1 `162.00-113.12 r _ 0.0000 0.0000 0.0000 _ 0.0000-_ L2 113.12-84.70 0.0000 0.0000 0.0000 0.0000 L3 84.70-42.03 0.0000 0.0000 0.0000 0.0000 L4 42.03-0.00 0.0000 0.0000 0.0000 0.0000 Shielding Factor Ka Tower Feed Line Description Feed Line K, I Ka Section Record No. Segment No Ice Ice Elev. Discrete Tower Loads tnxTower Report-version 6.1.3.1 October 24, 2013 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 662953,Application 200852, Revision 3 Page 8 Ta ere+d.Pole Pro ernes Section Tip Dia. Area I r C 1/C J It/Q w w/t in in in in in in in in in L1 13.2005 7.6250 158.1420 4.5484 6.6040 23.9464 316.4921 3.8132 1.9580 10.443 26.1066 15.1891 1250.0152 9.0605 13.0607 95.7083 2501.6751 7.5960 4.1950 22.373 L2 25.7110 23.8520 1742.6060 8.5368 12.3748 140.8185 3487.5050 11.9283 3.7373 11.96 33.1029 32.0252 4217.9133 11.4621 16.5608 254.6926 8441.3767 16.0156 5.1876 16.6 L3 32.4718 36.2156 4235.9170 10.8015 15.6473 270.7115 8477.4077 18.1112 4.7611 12.696 43.6024 50.6630 11596.676 15.1106 21.8135 531.6279 23208.612 25.3363 6.8974 18.393 8 8 L4 42.8425 47.9602 9837.9203 14.3044 20.6600 476.1831 19688.785 23.9846 6.4978 17.327 5 53.8176 62.6369 21915.529 18.6819 26.9240 813.9775 43859.895 31.3244 8.6680 23.115 4 9 Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness A, Factor Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Diagonals Horizontals ft ft2 in in in L1 162.00- 1 1 1 113.12 L2 113.12- 1 1 1 84.70 L3 84.70- 1 1 1 42.03 L4 42.03-0.00 1 1 1 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Lech It ft/fr pit LDF5-50A(7/8") B No Inside Pole 158.00-0.00 1 No Ice 0.00 0.33 1/2"Ice 0.00 0.33 1"Ice 0.00 0.33 HJ7-50A(1-5/8") A No Inside Pole 152.00-0.00 12 No Ice 0.00 1.04 1/2"Ice 0.00 1.04 1"Ice 0.00 1.04 LDF4-50A(1/2") A No Inside Pole 152.00-0.00 1 No Ice 0.00 0.15 1/2"Ice 0.00 0.15 1"Ice 0.00 0.15 HB158-1-08U8-S8J18( A No Inside Pole 152.00-0.00 1 No Ice 0.00 1.30 1-5/8) 1/2"Ice 0.00 1.30 1"Ice 0.00 1.30 LDF7-50A(1-5/8") C No Inside Pole 139.00-0.00 12 No Ice 0.00 0.82 1/2"Ice 0.00 0.82 1"Ice 0.00 0.82 FB-L98B-002-75000( C No Inside Pole 139.00-0.00 1 No Ice 0.00 0.06 3/8") 1/2"Ice 0.00 0.06 1"Ice 0.00 0.06 WR-VG86ST-BRD( C No Inside Pole 139.00-0.00 2 No Ice 0.00 0.59 3/4) 1/2"Ice 0.00 0.59 1"Ice 0.00 0.59 CR 50 1873(1-5/8") B No Inside Pole 132.00-0.00 6 No Ice 0.00 0.83 1/2"Ice 0.00 0.83 1"Ice 0.00 0.83 Feed Line/Linear Appurtenances Section Areas tnxTower Report-version 6.1.3.1 October 24, 2013 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 662953,Application 200852,Revision 3 Page 7 Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: 2) Tower is located in Hampshire County, Massachusetts. 3) Basic wind speed of 100 mph. 4) Structure Class 11. 5) Exposure Category C. 6) Topographic Category 1. 7) Crest Height 0.00 ft. 8) Nominal ice thickness of 1.0000 in. 9) Ice thickness is considered to increase with height. 10) Ice density of 56 pcf. 11) A wind speed of 40 mph is used in combination with ice. 12) Temperature drop of 50 °F. 13) Deflections calculated using a wind speed of 60 mph. 14) A non-linear(P-delta)analysis was used. 15) Pressures are calculated at each section. 16) Stress ratio used in pole design is 1. 17) 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 N1 Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification `1 Use Clear Spans For Wind Area Ignore Redundant Members in FEA Use Code Stress Ratios Use Clear Spans For KUr SR Leg Bolts Resist Compression Use Code Safety Factors-Guys Retension 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 Use Azimuth Dish Coefficients Consider Feedline Torque Use Special Wind Profile Project Wind Area of Appurt. Include Angle Block Shear Check Include Bolts In Member Capacity Autocalc Torque Arm Areas 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 L1 162.00-113.12Y 48.88 3.75 18 13.0000 25.7100 0.1875 0.7500 A572-65 (65 ksi) L2 113.12-84.70 32.17 4.58 18 24.3599 32.6000 0.3125 1.2500 A572-65 (65 ksi) L3 84.70-42.03 47.25 5.92 18 30.8019 42.9400 0.3750 1.5000 A572-65 (65 ksi) L4 42.03-0.00 47.95 18 40.6692 53.0000 0.3750 1.5000 A572-65 65 ksi tnxTower Report-version 6.1.3.1 162.0 ft DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Lighting Rod S8"x 4' 162 (4)86010025 139 . ANT1501`2 158 _._ - - 139 _ (2)-782-10250- 2)782 1_0.2.50 _ Side A S0 Mount rm 701 1 158 - I ] (2)-800 10122 wl Mount Pipe 1 -- — (2)D8846F65ZAXY w/Mount Pipe L52 (4)NO 10025 --_-_-139 -- __ I � APX75-866514 CTO w/Mount Pipe i 152 --(3)LGP2140X 139 (2 F W5504/1S 3 _ 152 (2)782-10250 _ _ 139 °o o° BXA 185063/8CFx2 w/Mount Pipe 152 - 2)800 10122 w/Mount Pi 139 -I BX A 7IN6l6CF w/Moun t unt Pope -_ 152 8R6GR0 PU 12S 0142 0R5 o n X R -.. 139 (2)FDGW5504/1S 3 152 (3)L 139 r P( SA 6063/BCFx2 w/Mount P P 2 w/Mount Pipe G 2) -- 13XA-70063/6CF w/Mount Pipe 152 -- __. 1)(36-48-60-118 ;139 _ (2)fDGW5504/1S-3 152 P65-17 XLH-RR w/Mount Pipe '.139 BXA 185063/BCFx2 w/Mount Pope 152 _ (2)RRUS ri 139 (2)LPA-80063/4CF w/Mount Pipe 152 AM-X-CD-14-65-007-REF w/Mount 139 '.. RRH2X40AWS 152 Pipe APX18-206517-CT2 w/Mount Pipe 152 - 1(2)RRUS-11 139 113,1 it RRH2X40-AWS 152 4'x 2"Pipe Mount 139 BXA-1 71 063-1 2CF-EDIN-2 w/Mount 152- 4'x 2 Pipe Mount _ 139 - Pipe 4'x 2'Pipe Mount 1139 _. _. __ ' I DB-Tt-6Z-8AB-OZ 152 Side Arm Mount[SO 102-3)31 139 RRH2X40-AWS 152 Platform Mount[LP 601-1) 139 APX18-206517-CT2 w/Mount Pipe 152 742 213 w/Mount Pipe 132 m Platform Mount[LP 601-1) 152 - 742 213 w/Mount Pipe 132- 0 � (2)600 10122 w/Mount Pipe-- .139 742 213 w/Mount Pipe 132 (3)LGP214OX __-.... 139 Pipe Mount(PM 601-31 -_132 MATERIAL STRENGTH �RADE Fy Fu GRADE Fy j Fu ' A572-65 i65 ksi 80 ksi Y 84.7 it TOWER DESIGN NOTES y 1. Tower is located in Hampshire County,Massachusetts. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 100 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower is also designed for a 40 mph basic wind with 1.00 in ice.Ice is considered to increase in 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 If 8. TOWER RATING:101.5% to m �I 420 it ALL REACTIONS ARE FACTORED AXIAL 69 K SHEAR MOMENT S 5K J f 644 kip-ft TORQUE 0 kip-1t 40 mph WIND- 1.0000 in ICE AXIAL 36K SHEAR MOMENT 29 K J 3242 kip-ft 0.0 it TORQUE 2 kip-fl REACTIONS-100 mph WIND _ _ Y E D0 _ Crown Castle Job:BU#800530 2000 Corporate Drive project a rAREPA 15317 code_ Drawn by:ASaintonge IAPPd r� t- Canonsburg, Crown Castle I We Are solutions Phone.(724)416-2000 TIA-222 G Date 10/24/13 Scale NTS FAX: 724 416-4158 Path:a,.s+ i��rn�swo,.n�a.ls�awK.AOUss�aerosxaoos3o.�,;Dwg No E-1 October 24,2013 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 662953,Application 200852,Revision 3 Page 6 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 6.1.3.1 October 24,2013 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 662953,Application 200852,Revision 3 Page 5 4)ANALYSIS RESULTS Table 5-Section Capacity(Summary) 8+ on 1ECevatic�n i� Cfunp°nent �ft �ao� Atc � Type L1 162-113.12 Pole TP25.71x13x0.1875 1 -6.92 1001.38 101.5 Pass(2) L2 113.12-84.7 Pole TP32.6x24.3599x0.3125 2 11.69 2292.86 71.6 Pass L3 84.7-42.03 Pole TP42.94x30.8019x0.375 3 -21.64 3544.07 66.5 Pass L4 42.03-0 Pole TP53x40.6692x0.375 4 -36.33 4183.67 72.5 Pass Summary Pole(L1) 101.5 Pass�z Table 6-Tower Component Stresses vs. Capacity—LC5 Notes Component Elevation(ft). %Capa�tty Pass t Fait. .'. 1 Anchor Rods 0 62.6 Pass 1 Base Plate 0 77.5 Pass 1 Base Foundation 0 71.0 Pass Structure Rating Amax from all componen#s} Notes: 1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity consumed. 2) A structure rating of 105%or less is within engineering tolerances and considered acceptable. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the existing and proposed loads. No modifications are required at this time. tnxTower Report-version 6.1.3.1 October 24,2013 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 662953,Application 200852, Revision 3 Page 4 Center lU ntrng Line Numbeer A rtna� Nutnber f � Antet�naIlad l� of Note' kevei(ft)l Elev�t�on Marna urer U $ire 3 kathrein 742 213 w/Mount Pipe 6 1-5/8 1 132.0 , 132.0 1 tower mounts Pipe Mount[PM 601-31 Notes: 1) Existing Equipment Table 3- Design Antenna and Cable Information Center Number Nttrnbe>r Feed.- Mountirtg .,Line Antenrfa .: of Antenri Model of)= ac Lind Level(ft) Elevation Manufacturer Lines Size(in)' O Antennas 160 160 2 decibel 1 DB2246 2 1-5/8 150 ( 150 12 j swedcom ALP 9212 12 1-5/8 140 140 12 swedcom ALP 9212 12 1-5/8 130 130 12 swedcom ALP 9212 12 1-5/8 �_ 120 120 12 swedcom ALP 9212 12 1-5/8 V 110 110 12 �__ swedcom ALP 9212 � 12 1-5/8 3)ANALYSIS PROCEDURE Table 4-Documents Provided -4 quas �' - a aw '€' lca�umerst remarksteference Source 4-GEOTECHNICAL REPORTS Clarence Welti Assoc., Inc. a. 834886 CCISITES 4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS Engineered Endeavors, Inc. 834883 I CCISITES ! 4-TOWER DRAW DRAWINGS TURER Engineered Endeavors, Inc. 834878 CCISITES 3.1) Analysis Method 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 included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. This analysis may be affected if any assumptions are not valid or have been made in error. Crown Castle should be notified to determine the effect on the structural integrity of the tower. tnxTower Report-version 6.1.3.1 October 24,2013 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 662953,Application 200852, Revision 3 Page 3 1)INTRODUCTION This tower is a 162 ft Monopole tower designed by ENGINEERED ENDEAVORS, INC. in May of 2000. The tower was originally designed for a wind speed of 75 mph per TIA/EIA-222-F. 2)ANALYSIS CRITERIA The analysis has been performed in accordance with the TIA-222-G standard and 2009 IBC as amended by the 2010 Massachusetts State Building Code, Eighth Edition, based upon a wind speed of 100 mph 3-second gust. Exposure Category C was used in this analysis. Table 1 -Proposed Antenna and Cable Information Number Number Feed Center, . Mounting Line Antenna of Antenna Model of Feed Line Note. Level(ft) Elevation Manufacturer Antennas Lines'. Sizetm 3 alcatel lucent RRH2X40-AWS { tmm i ante) BXA-171063-12CF-EDIN- 152.0 153.0 € i 2 w/Mount Pipe ( � APX18-206517-CT2 w/ 1 1-5/8 2� rfs celwave Mount Pipe F 1 rfs celwave- DB-T1-6Z-8AB-OZ Table 2-Existing and Reserved Antenna and Cable Information tenter JN NuM=M i=eed ounfilr>g tine Anfienria tine Of Antenna Model of>+ Note° kevet tft) Elevation Manufacturer Size Antennas Lines, th) �r 160.0 1 telewave ANT150F2 1 7/8 1 158.0 158.0 1 tower mounts Side Arm Mount[SO 701-1] 3 _._-,-.__ante) �XA185063/8CFx2 w/Mount Pipe _ 2 antel -T-BXA-70063/6CF w/Mount Pipe 4 ante) LPA-80063/4CF w/Mount Pipe 153.0 2 decibel DB846F65ZAXY w/Mount Pipe 12 1-5/8' 1 152.0 �- rr 9ps GPS A 1 1/2 1 rfs celwave APX Pipe 75-866514-CTO w/Mount 6 rfs celwave FDGW5504/1 S-3� _ I 152.0 1 ' tower mounts Platform Mount[LP�601-1] 6 encsson�� RRUS-11 6 kathrein 782-10250 6 { kathrein ; 800 10122 w/Mount Pipe r_....._.............._._____.,_ p.._.___........__,_....,..__�___...,.........___ ___.....___._.........__._............z { f ; 12 kathrein i 86010025 < - --- ............ __a.._._... ______v �-w_._. kmw AM-X-CD-14-65-OOT-RET w/ 2 13548 1 142.0 1 ;communications; Mount Pipe 139.0 __..._ powerwave m 3/8 9 � technologies - _LGP2140X-._.._____�__.__..__� powerwave 2 � P65-17-XLH-RR w/Mount Pipe technologies 1 raycap DC6 48-60-18-8F i 141.0 1 tower mounts Side Arm Mount[SO 102-31 1 139.0 1 tower mounts Platform Mount[LP 601-11 tnxTower Report-version 6.1.3.1 October 24,2013 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 662953,Application 200852,Revision 3 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 -Existing and Reserved Antenna and Cable Information Table 3- Design Antenna and Cable Information 3)ANALYSIS PROCEDURE Table 4-Documents Provided 3.1)Analysis Method 3.2)Assumptions 4)ANALYSIS RESULTS Table 5-Section Capacity(Summary) Table 6—Tower Components vs. Capacity 4.1) Recommendations 5)APPENDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations tnxTower Report-version 6.1.3.1 C DWN Date:October 24,2013 MAS TL E Patrick Byrum Crown Castle Crown Castle 2000 Corporate Drive 3530 Toringdon Way, Suite 300 Canonsburg,PA Charlotte, NC 28277 (724)416-2000 Subject:Structural Analysis Report Carrier Designation: verizon Wireless Co-Locate Carrier Site Number: N/A Carrier Site Name: Northampton 2 MA Crown Castle Designation: Crown Castle BU Number: 800530 Crown Castle Site Name: MA NORTHAMPTON'll CAC 800530 Crown Castle JDE Job Number: 246722 Crown Castle Work Order Number: 662953 Crown Castle Application Number: 200852 Rev. 3 Engineering Firm Designation: Crown Castle Project Number: 662953, , Site Data: ATWOOD DRIVE, NORTHAMPTON,Hampshire County,MA Latitude 42°18'9.77",Longitude-72°37'30.74" 162 Foot-Monopole Tower Dear Patrick Byrum, Crown Castle is pleased to submit this"Structural Analysis Report"to determine the structural integrity of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural 'Statement of Work' and the terms of Crown Castle Purchase Order Number 662953, in accordance with application 200852, revision 3. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case,to be: LC5: Existing+ Proposed Equipment Sufficient Capacity Note:See Table I and Table It for the proposed and existinglreserved loading,respectively. The analysis has been performed in accordance with the TIA-222-G standard and 2009 IBC as amended by the 2010 Massachusetts State Building Code, Eighth Edition, based upon a wind speed of 100 mph 3-second gust. Exposure Category C was used in this analysis. All modifications and equipment proposed in this report shall be installed in accordance with the attached drawings for the determined available structural capacity to be effective. We at Crown Castle 6ppreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on this or any other projects please give us a call. W== ; Of 19M Structural analysis prepared by:Tay[ ver/A DCOUGt!yS K. a Respectfully submitted by: PMEQ CIVIL O. 45281 Douglas K. Pineo, P.E. r i � Manager Structural Design t i tnxTower Report-version 6.13.1 Excellent RF performance Features Benefits Because of its small size and weight, • Zero-footprint deployment • Leverages existing real estate the Alcatel-Lucent RRH2x40-AWS . Easy installation,with a lightweight with lower site costs can be installed close to the antenna. unit can be carried and set up by • Reduces installation costs,with Operators can therefore locate the one person fewer installation materials and Alcatel-Lucent RRH2x40-AWS where RF simplified logistics Optimized RF power,with flexible p 9 engineering is deemed ideal, minimiz site selection and elimination of • Decreases power costs and minimiz- ing trade-offs between available sites and RF optimum sites.The RF feeder a TMA es environmental impacts,with the cost and installation costs are reduced • Convection-cooled(fanless) potential for eco-sustainable power or eliminated,and there is no need • Noise-free options for a Tower Mounted Amplifier(TMA) • Best-in-class power efficiency, • Improves RF performance and adds because losses introduced by the with significantly reduced flexibility to network planning RF feeder are greatly reduced. energy consumption The Alcatel-Lucent RRH2x40-AWS provides more RF power while at the same time consuming less electricity. Antenna Antenna ii ii RF feeder '� RF jumper RRH•' �\ Radio Optical link Digital Digital Backhaul Backhaul Macro RRH for space-constrained cell sites Distributed Technical specifications • Passive convection cooling Optical characteristics Optical fiber length (no fans) Type/number of fibers • Up to 500 in(0.31 mi),using Physical dimensions • Enclosure rotection MM fiber p Single-mode variant • Height:620 mm(24.4 in.) IP65(International -One Single Mode Single Fiber • Up to 20 km(12.43 mi),using • Width:270 mm(10.63 in.) Protection rating) per RRH2x,carrying UL and DL SM fiber • Depth:170m(6.7 in.) using CWDM Digital Ports and Alarms • Weight(without mounting kit): RF characteristics -Single mode dual fiber(SM/DF) less than 20 kg(44 Ib) • Frequency band: 1700/2100 MHz . Multi-mode variant • Two optical ports to support (AWS);3GPP Band 4 daisy-chaining Power • Bandwidth:up to 20 MHz Two Multi-mode fibers per • Six external alarms RRH2x:one carrying UL, •Power supply:-48VDC • RF output power at antenna port: the other carrying DL 40 W nominal RF power for each Operating environment Tx port • Outdoor temperature range: . Rx diversity:2-way or 4-way with With solar load:-40'C to optional Rx Diversity module +50'C(-40°F to+122°F) • Noise figure:below 2.0 dB typical Without solar load:-40'C • Antenna Line Device features to+55oC(40oF to+131°F) TMA and Remote electrical tilt (RET)support via AISG v2.0 www.alcatel-lucent.COM Alcatel,Lucent,Alcatel-Lucent and the Alcatel-Lucent logo are trademarks of Alcatel-Lucent.All other trademarks are the property of their respective owners. The information presented is subject to change without notice.Alcatel-Lucent assumes no responsibility for inaccuracies contained herein.Copyright @ 2010 Alcatel-Lucent.All rights reserved. CPG2909100912(09) Alcatel-Lucent Q Alcatel-Lucent Alcatel-Lucent RRH2x40-AWS REMOTE RADIO HEAD The Alcatel-Lucent RRH2x40-AWS is a high-power, small form-factor Remote Radio Head (RRH) operating in the AWS frequency band (1700/2100MHz - 3GPP Band 4). The Alcatel-Lucent RRH2x40-AWS is designed with an eco-efficient approach, providing operators with the means to achieve high quality and capacity coverage with minimum site requirements. A distributed eNodeB expands capital expenditures(CAPEX)and low deployment options by using two operating expenditures(OPEX).The components,a Base Band Unit(BBU) limited space available in some sites containing the digital assets and a may prevent the installation of separate RRH containing the radio- traditional single-cabinet BTS equip- frequency(RF)elements.This modular ment or require costly cranes to be design optimizes available space and employed, leaving coverage holes. allows the main components of an However, many of these sites can – eNodeB to be installed separately, host an Alcatel-Lucent RRH2x40-AWS - within the same site or several installation, providing more flexible _ kilometres apart. site selection and improved network quality along with greatly reduced The Alcatel-Lucent RRH2x40-AWS is installation time and costs. linked to the BBU by an optical-fiber connection carrying downlink and Fast, low-cost installation uplink digital radio signals along and deployment with operations,administration and maintenance(OA&M) information. The Alcatel-Lucent RRH2x40-AWS is a The Alcatel-Lucent RRH2x40-AWS zero-footprint solution and operates has two transmit RF paths,40 W RF noise-free,simplifying negotiations output power per transmit path, and with site property owners and mini- is designed to manage up to four-way mizing environmental impacts. receive diversity.The device is ideally Installation can easily be done by a suited to support macro coverage, single person because the Alcatel- with multiple-input multiple-output Lucent RRH2x40-AWS is compact and (MIMO)2x2 operation in up to 20 MHz weighs less than 20 kg(44 lb),eliminat- of bandwidth. ing the need for a crane to hoist the BTS cabinet to the rooftop.A site can The Alcatel-Lucent RRH2x40-AWS is be in operation in less than one day designed to make available all the —a fraction of the time required for benefits of a distributed eNodeB,with a traditional BTS. excellent RF characteristics,with low ARWAmphenol 1710-2170 MHz ANTENNA SOLUTIONS BXA-171063-12CF-EDIN-X X-Pol FET Panel 1 63° 1 19.0 dBi BXA-171063-12C F-E DI N-2 BXA-171063-12C F-ED]N-2 BXA-171063-12C F-EDI N-2 2' Vertical 1 1710-1880 MHz 2` 1 Vertical 1 1850-1990 MHz 2` 1 Vertical 1 1920-2170 MHz BXA-171063-12CF-EDI N-5 BXA-171063-12C F-ED I N-5 B XA-171063-12C F-ED I N-5 5- Vertical 1 1710-1880 MHz 5 Vertical 1 1850-1990 MHz 5' Vertical 1 1920-2170 MHz Quoted performance parameters are provided to offer typical or range values only and may vary as a result of normal manufacturing and operational conditions Extreme operational conditions and/or stress on structural supports is beyond our control Such conditions may result In damage to this product Improvernents to product maybe made without notice. REV040611 www.amphenol-antennas.com 2 of 2 w ANTENNASOWTIONS BXA-171063-12CF-EDIN-X X-Pol I FET Panel 1 63° 1 19.0 dBi Electrical Characteristics 1710-2170 MHz Frequency bands 1710-1880 MHz 1850-1990 MHz 1920-2170 MHz Polarization +45" +45 +45° Horizontal beamwidth 68' 65' 60' Vertical beamwidth 4 5° 4.5` 4.5` Gain 16.1 dBd/182 dBi 16.5 dBd/18.6 dBi 16.9 dBd 1 19.0 dBi Electrical downtilt(X) 0.2.5 Impedance 500 VSWR !1.5:1 First upper sidelobe <-17 dB Front-to-back ratio >30 dB In-band isolation >28 dB IM3(20W carrier) -150 dBc Input power 300 W Lightning protection Direct Ground Connector(s) 2 Ports!EDIN/Female/Center(Back) Operating temperature -40:to+60°C/-40`to+140' F Mechanical Characteristics Dimensions Length x Width x Depth 1840 x 154 x 105 mm 72.4 x 6.1 x 4 1 in Depth with z-brackets 133 mm 52 in Weight without mounting brackets 6.8 kg 15 Ibs # Survival wind speed >201 km/hr >125 mph Wind area Front:0 28 m� Side:0.19 m Front 3 1 It Side: 21 fl` Wind load @ 161 kmlhr(100 mph) Front 460 N Side: 304 N Front: 103lbf Side. 68 Ibf Mounting Options Part Number •.• �. 2-Point Mounting Bracket Kit 26799997 50-102 mm 2.0-4.0 in 2.3 kg 5 Ibs 2-Point Mounting&Downtilt Bracket Kit 26799999 50-102 mm 2.0-4.0 in 3.6 kg 8 Ibs Concealment Configurations For concealment configurations.order BXA-171063-12CF-EDIN-X-FP BXA-171063-12 CF-EDIN-X BXA-171063-12C F-EDIN-X BXA-171063-12C F-EDIN-X Horizontal 1 1710-1880 MHz Horizontal 1 1850-1990 MHz Horizontal 1 1920-2170 MHz BXA-171063-12CF-EDIN-0 BXA-171063-12CF-EDIN-0 BXA-171063-12CF-EDIN-0 0` 1 Vertical 1 1710-1880 MHz 0` 1 Vertical 1 1850-1990 MHz 0` Vertical 1 1920-2170 MHz Quoted performance parameters are provided to offer typical or range values only and may vary as a result of normal manufacturing and operational conditions. Extreme operational conditions and/or stress on structural supports is beyond our control Such conditions may result in damage to this product. Improvements to product may be made without notice. 1 of 2 www.amphenol-antennas.com REV040611 Product Data Sheet A 1. Optimizerfl Dual Polarized Antenna, 1710-2170, 65deg, 18.5/19.OdBi, 1.8m, FET, 5deg 90 90 120 60 12103 30 0 0 30 12 60 12 -60 90 g0 Vertical Pattern Horizontal Pattern For additional mounting information please click"External Document Link"below. External Document Links APM40 Series Datasheet APM40 Series Installation Instructions o 0 d E m C O E C O U O U d J YI d L A t0 9 C d d d d L C_ 'O d C 0 C O U C O E `o RFS The Clear Choice® APX18-206517-CT5 Rev:Al Print Date:15.11.2013 Please visit us on the internet at http,itwww.rfsworld.com/ Radio Frequency Systems Product Data Sheet APX18-206517-CT5 OptimizerO Dual Polarized Antenna, 1710-2170, 65deg, 18.5/19.OdBi, 1.8m, FET, 5deg Product Dense urban networks where site aspect is essential. •Very broadband design operating from GSM1800 up to 3G-UMTS. •Reduction of visual impact by gathering 3 antennas in a cylindrical volume. •Reduction of site dimensions will ease site acceptance. •Possible camouflage solution on demand. •Wind load thrust highly reduced. •Compatible with usual base stations with 35 dB typical isolation between ports. •Effective polarization diversity ensured by high cross polar discrimination. •Optimized suppression of side lobes allows strong mechanical tilt. Specifications Technical Electrical Specifications Frequency Range,MHz 1710-1900 1900-2170 Horizontal Beamwidth deg 68 64 Vertical Beamwidth deg 5 4.5 Electrical Downtilt Range deg 5 Gain dBi(dBd) 18.5(16.4) 19(16.9) 1st Upper Sidelobe Suppression,dB >20 >18(typ 20) Front-To-Back Ratio,dB >30 >25 Polarization Dual pol+/-45° VSWR <1.4:1 Isolation between Ports dB >30(typ 35) 3rd Order IMP @ 2 x 43 dBm dBc >150,N/A 7th Order IMP @ 2 x 46 dBm dBc N/A,>170 Impedance Ohms 50 Maximum Power Input W 300 Lightning Protection Direct Ground Connector Type/Location (2)7-16 DIN Female/Bottom Mechanical Specifications Dimensions-HxWxD mm(in) 1840 x 169 x 80(72.44 x 6.65 x 3.15) Weight w/o Mtg Hardware kg(lb) 11(24.2) Survival/Rated Wind Speed km/h(mph) 200(125)/160(100) Wind Load @ Rated Wind Front N(Ibf) 553(124) Wind Load @ Rated Wind Max. N(Ibf) 553(124) Wind Load @ Rated Wind Side N(Ibf) 322(72) Wind Load @ Rated Wind Rear N(Ibf) 267(60) Operation temperature °C(°F) -40 to+60(-40 to+140) Radome Material/Color Fiberglass/Light Grey RAL7035 c Mounting Hardware Material Diecasted Aluminum p Radiating Element Material Brass ° Reflector Material Aluminum d Shipping Weight kg(lb) 16.5(36.3) E Packing Dimensions HxWxD mm(in) 1964 x 251 x 203(77.32 x 9.88 x 7.99) m o Ordering Information Mounting Hardware APM40-2 C Mounting Pipe Diameter,mm(in) 60-120(2.36-4.72) $ Mounting Hardware Weight kg(Ib) 3.4(7.5) 0 U d a v z m m v c d a m L c_ a d c m c 0 U C O E 0 Q RFS The Clear Choice® APX18-206517-CT5 Rev:Al Print Date:15.11.2013 Please visit us on the Internet at http:/lwww.rfsworld.com/ Radio Frequency Systems r ORIENTATION,(DEG) 50 150 290 DOWN TILT(MECH/DEG) 0 0 0 RAD:CTR (FT AGL) 150 150 150 TMA-QTY/MODEL DIPLEX WITH CELLULAR CABLE MCPA BRICKS(CITY) DIPLEX WITH CELLULAR CABLE DIPLEX WITH CELLULAR CABLE DIPLEX WITH CELLULAR CABLE NUMBER OF CABLE'S NEEDED ESTIMATED CABLE LENGTH MAINLINE SIZE 15/8" TOTAL#OF MAINLINES 12 MAINLINE FT JUMPER SIZE 1/2" TOTAL#OF TOP JUMPERS 18 TOP JUMPER FT 12 t1 . k1 :£ird r111 MAIN.': LEA: 12 + o TO JUMPER,#r 18 + 0 FIBER LINE SIZE 15/8" TOTAL#OF FIBER LINES 1 FIBER LINE MODEL# HB158-1.08U8-S8J18 JUMPER SIZE 1 1/4" TOTAL#OF TOP JUMPERS 0 TOP JUMPER MODEL# HB114-1-081-14-S4J18 JUMPER SIZE 5/8" TOTAL#OF TOP JUMPERS 3 TOP JUMPER MODEL# HB114-1-08U4-S4.118 : o + 1;. TOP JUMPER#'` 0 + 3 TX/RX FREQUENCIES TX POWER OUTPUT Cellular A-Band PCS F-Band 1700 Mhz C'-E Cellular(Watts) 120 TX-869-880,890-891.5 MHz TX-1970-1975 JTX-746-757 PCS Watts 16 RX-824-835,845-846.5 MHz RX-1890-1895 RX-776-787 LTE(Watts) 140 ALPHA BETA" GAMMA: Ant. Freq. Func. Color Code Ant. Freq. Func. Color Code Ant. Freq. Func. Color Code Al-A 800 Txt/RXO RED A5-A 800 Tx2/RXO BLUE A9-A 800 Tx3/RXO GREEN Al-B 1900 Txl/RxO RED/ A5-B 1900 Tx2/Rx0 BLUE/WHITE A9-B 1900 Tx3/RXO GREENIWHITE WHITE A2 700 Txl/RXO RED/ A6 700 Tx2/RxO BLUE/ A10 700 Tx3/RxO GREEN/ORANGE ORANGE ORANGE A3 700 Tx4/Rxl RED/RED/ A7 700 Tx5/Rxl BLUE/BLUE/OR All 700 Tx6/Rxl GREEN/GREEN/ORANGE ORANGE ANGE A4-B 1900 Tx4/Rxl RED/RED/ A8-B 1900 Tx5/Rxl BLUE/BLUE/W Al2-B 1900 Tx6/Rxt GREEN/GREENANHITE WHITE HITE A4-A 800 Tx4/Rxl RED/RED A8-A 800 Tx5/Rxl BLUE/BLUE Al2-A 800 Tx6/Rxl GREEN/GREEN F1-A 1700 Tx/Rx RED/ F1-B 1700 Tx/Rx BLUE/BROWN F1-C 1700 Tx/Rx GREEN/BROWN BROWN F1-D 1700 Tx/Rx RED/RED/ Fl-E 1700 Tx/Rx BLUE/BLUE/BR F1-F 1700 Tx/Rx GREEN/GREEN/BROWN BROWN OWN RF ENGINEER RF MANAGER INITIALS DATE Prepared By:Jay Latorre Robert Hesselbach jJFL 9/29/2013 Site Configuration 0° F1-A Al-B Al-A F 1-D A2 A3 A4-B A4-A 950 A— 700 PCs 950 Al2-A 850 9so A5-A A9-B PCs A— F1-B Al2-B F1-E 270° A10 goo goo A6 90° All A7 f F1-C A's PCs q5-B F 1-F A8-B A9-A 950 850 North A8-A 180° 850 Pcs 700 nws 850 . - 2' ►� -- - 4' ---►� - - 4' 12' x SITE NAME NORTHAMPTON 2 MA ECP-CELL# 3, �� 38 LATITUDE 42-18-09.77 N LONGITUDE 72-37-30.74 W Additional Comments:2014 AWS Add. Add 3 AWS Antennas,3 AWS RRH's,1 SAVE BUTTON Fiber/Power Cable,1 Main Distribution Box. 15 antennas,13 lines. All technologies have same azimuth. STRUCTURE TYPE MONOPOLE AWS-LTE ANTENNA ADD ALPHA BETA GAMMA EQUIPMENT TYPE 2100 MHz BBU 2100 MHz BBU 2100 MHz BBU QTY OF ANTENNAS PER FACE I 1 1 ORIENTATION(DEG) so i5o 290 RAD CTR (FT AGL) 150 ISO 150 SECTOR DISTRIBUTION BOX MAIN DISTRIBUTION BOX 1 DB-TI-6Z-8AB-OZ 14A 'GA MA 50 150 290 150 150 150 TMAROW9 DE 700 Mhz-LTE Future Config ALPHA BETA GAMMA QTY OF ANTENNAS PER FACE 1 1 1 ORIENTATION(DEG) 50 150 290 RAID CTR (FT AGL) 150 150 150 MCPA BRICKS(QTY) SECTOR DISTRIBUTION BOX MAIN DISTRIBUTION BOX $50 Celluar-Current Confl-9 ALPHA BETA GAMMA EQUIPMENT TYPE Cellular Modcell 4.013 Cellular Modcell 4.OB Cellular Modcell 4.OB ORIENTATION(DEG) 50 150 290 RAD CTR (FT AGL) 150 150 150 MdPA BRICKS(QTY) 850 Celluar-Future Config ALPHA BETA GAMMA EQUIPMENT TYPE Cellular Modeell 4.OB Cellular Modcell 4.OB Cellular Modcell 4.06 QTY OF ANTENNAS PER FACE 2 2 2 ORIENTATION(DEG) 50 150 290 RAD CTR (FT AGL) 150 150 150 MCPA BRICKS(QTY) 1900 PCS-Current Config ALPHA BETA GAMMA EQUIPMENT TYPE PCS Moccell 4.013 PCS Modcell 4.OB PCS Modcell 4.013 QTY OF ANTENNAS PER FACE 1 1 1 ORIENTATION(DEG) 50 150 290 RAD CTR (FT AGL) 150 150 150 MCPABRICKS(QTY) 1900 PCS.Future Config ALPHA BETA GAMMA EQUIPMENT TYPE PCS Mod-cell 4.OB PCS Modcell 4.013 PCS Modcell 4.013 JQTY OF ANTENNAS PER FACE 1 ' Wf N 3530 Toringdon Way I Tel: 704.405-6523 Suite 300 Fax: 724-416-6153 Charlotte, NC 28277 i i January 30,2014 RE: Crown Castle Letter of Authorization (LOA) Crown Castle, does hereby authorize Verizon Wireless ("Verizon") and its authorized contractors/agents to act as "Applicant" in the processing of all applications, permits, research and other related activities associated with the processing, planning, design review, permitting, entitlement and construction of additional equipment, antennas and site improvements for the Crown Castle existing wireless communications facility described as follows: Customer Site Northampton 2 MA Crown Castle Site 800530 Name: ID Number: Atwood Drive Crown Castle Site Site Address: Northampton,MA 01063 Name: MA Northampton II CAC 800530 This authorization is fully contingent upon Verizon's authorized contractors/agents'compliance with the following conditions: 1. Crown Castle must review the application prior to submittal. Crown Castle must be provided all applications, narratives, drawings and attachments at least 72 hours in advance of their submittal to the locality. Use of email and electronic attachments is encouraged. A Crown Castle Zoning Subject Matter Expert (SME) will review and provide written comment to the customer within 48 hours of receipt of a complete set of application materials. If Crown Castle indicates that changes are required, submissions shall be altered in accordance with Crown Castle comments prior to submission to the locality. Verification of corrections should also be accomplished via emails and attachments. 2. In no event may Verizon encourage, suggest, participate in, or permit the imposition of any restrictions or additional obligations whatsoever on the tower site or Crown Castle's current or future use or ability to license space at the tower site as part of or in exchange for obtaining any approval, permit,exception or variance. 3. A copy of the final permit and/or a written summary of the zoninglentitlement decision rendered by the locality and any/all conditions placed on that decision shall be communicated in detail to Crown Castle well within the appeal period provided by the locality(typically 10-15 days). 4. All conditions of approval pertinent to the construction of the proposed project must be included in the construction drawings for the project. The conditions of approval pertinent to the construction of the project shall be copied verbatim from the zoning permit approval language, and shall be present in the drawings prior to submission for building permits and contractor bidding. Crown Castle shall verify the inclusion of appropriate conditions of approval in the construction drawing redline process. 5. Crown Castle will provide a Notice To Proceed (NTP) to construction to the customer upon receipt of the final approved zoning permit and the approved Building Permit. By Crown Castle: Signature: Printed Name: Sarah Brown Title: Real Estate Specialist Date: January 30, 2014 The Commonwealth of Massachusetts ful 02 Department of Industrial Accidents Office of Investigations n. 600 Washington Street U1W Boston,MA 02111 www mass gov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information Please Print Leeibly Name(Business/Organization/Individual): �5wkskife.. Loie 1'e� �(�p Address: Ygo P) Gc try f �ST City/State/Zip: l01 CDt Z-_L, Phone#: V/ ., Are you an employer? Check the appropriate box: Type of project(required): 1.0 I am a employer with 0-1,S— 4. ❑ I am a general contractor and I employees(full and/or part-time).* have hired the sub-contractors 6. E]New construction 2.❑ I am a sole proprietor or partner- listed on the attached sheet. 7. ❑ Remodeling ship and have no employees These sub-contractors have g, ❑ Demolition working for me in any capacity. employees and have workers' [No workers' comp. insurance comp.insurance.$ 9. E] Building addition required.] 5. ❑ We are a corporation and its 10.0 Electrical repairs or additions 3.❑ I am a homeowner doing all work officers have exercised their 11.❑ Plumbing repairs or additions myself. [No workers' comp. right of exemption per MGL 12.❑ Roof repairs insurance required.] t c. 152, §1(4), and we have no employees. [No workers' 13.[_1 Other comp.insurance required.] *Any applicant that checks box#1 must also fill out the section below showing their workers'compensation policy information. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. :Contractors that check this box must attached an additional sheet showing the name of the sub-contractors and state whether or not those entities have employees. If the sub-contractors have employees,they must provide their workers'comp.policy number. I am an employer that is providing workers'compensation insurance for my employees. Below is the policy and job site information. 1 Insurance Company Name: �ccl n l�Z Policy#or Self-ins.Lic.#: LIO C,6 i,�,_>1 d(I Expiration Date: D Job Site Address: Atwood Drive City/State/Zip: Northampton, MA Attach a copy of the workers' compensation policy declaration page(showing the policy number and expiration date). Failure to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a fine up to $1,500.00 and/or one-year imprisonment,as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to$250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. I do hereby certify under the pains and penalties of perjury that the information provided above is true and correct. Sim ature: Date: v� Phone# Official use only. Do not write in this area, to be completed by city or town official City or Town: Permit/License# Issuing Authority(circle one): 1.Board of Health 2.Building Department 3.City/Town Clerk 4.Electrical Inspector 5.Plumbing Inspector 6.Other Contact Person: Phone#: Version 1.7 Commercial Building Permit May 15,2000 SECTION 10-STRUCTURAL PEER REVIEW(780 CMR 110.11) Independent Structural Engineering Structural Peer Review Required Yes ® No G) SECTION 11 -OWNER AUTHORIZATION-TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT See attached Letter of Authorization I, . _— _ __.— .... ._........... _ __— _ as Owner of the subject property ..... ..........__... __ s E hereby authorize[.........._ _....._ _ . .e __. _ . __.... act on my behalf, in all matters relative to work authorized by this building permit application. Signature of Owner Date __...-__ ___............ .. _._...... _-__-_ ._..... _. -_--. Ltd. d/b/a Verizon Wireless 'Ellen W.Freyman on behalf of Bell Atlantic Mobile of Massachusetts Corporatio as Owner/Authorized Agent hereby declare that the statements and information on the foregoing application are true and accurate,to the best of my knowledge and belief. Si ned under the Qains_and penalties of_perlury. by Ellen W. Freyman Pri e Signature of Owner/A en au rized agent Date SECTION 12.CO TRUCTION SERVICES 10.1 Licensed Construction Supervisor: Berkshire Wireless Not Applicable ❑ __. Dennis Teichert `CS 71466 Name of License Holder:�.. � License Number X480 Pleasant Street,Lee,MA 01238 ,04/14/2015 Address Expiration Date 7 `(413)441-4837 Signature Telephone SECTION 13-WORKERS'COMPENSATION INSURANCE AFFIDAVIT(M.G.L.c.152,§25C(6)) Workers Compensation Insurance affidavit must be completed and submitted with this application. Failure to provide this affidavit will result in the denial of the issuance of the building permit. Signed Affidavit Attached Yes G) No Versionl.7 Commercial Building Permit May 15,2000 SECTION 9-PROFESSIONAL DESIGN AND CONSTRUCTION SERVICES-FOR BUILDINGS AND STRUCTURES SUBJECT TO CONSTRUCTION CONTROL PURSUANT TO 780 CMR 116(CONTAINING MORE THAN 35,000 C.F.OF ENCLOSED SPACE) 9.1 Registered Architect: Not Applicable Name(Registrant): ........... ...........____ __.._..._._.-_ ..............................._... Registration Number Address Expiration Date Signature Telephone 9.2 Registered Professional Engineer(s): Name Area of Responsibility -..-__-- �__....._. ._.....__.�___ ...._...._._..— Address Registration Number f Signature Telephone Expiration Date . -.., .., _ ,.� __... i ..._.__....-... ___ ..........._........ _._ . .... ........_..-_.-. I Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date f" .�._...__ �,,...».......�..._,,...m,....., .�.�.e.e�>__ mum..._............._. .e,..........,.._,... ,_.. _.., .. .. ._. �.— .._...___... ._..._........................e............,...� ........,..... ....,e-.,e.,. _.. ,.. Name Area of Responsibility i ..o.......�._................n,...,...e.m.......�.�...,.�.....,..e,.m.._s.v�m........._...�._....__._�.�...,....... a.n,..e.._.. _�..,..._.......... ...... >..,.................v.. .. ._.6 b......_......._.. _....,........... �..... ..,v...m,.�...,-.--......,.._�_: Address Registration Number i Signature Telephone Expiration Date _.m_ ...____ ...._..... _—------- .. Name) Area of Responsibility Address Registration Number ..... _..._Y -------- Signature Telephone Expiration Date 9.3 General Contractor Not Applicable ❑� Company Name: 4 Responsible In Charge of Construction Address i r Signature Telephone Versionl.7 Commercial Building Permit May 15,2000 8. NORTHAMPTON ZON&U-] Existing Proposed Required by Zoning This column to be filled in by Building Department Lot Size Frontage Setbacks Front Side L: R: L: R: Rear Building Height Bldg.Square Footage % Open Space Footage % (Lot area minus bldg&paved parking) #of Parking Spaces Fill: volume&Location A. Has a Special Permit/Variance/Finding ever been issued for/on the site? NO O DONT KNOW O YES IF YES, date issued: IF YES: Was the permit recorded at the Registry of Deeds? NO © DON'T KNOW Q YES IF YES: enter Book Page and/or Document# B. Does the site contain a brook, body of water or wetlands? NO 0 DONT KNOW © YES IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained © Obtained O , Date Issued: C. Do any signs exist on the property? YES Q NO IF YES, describe size, type and location: D. Are there any proposed changes to or additions of signs intended for the property? YES ® NO Q IF YES, describe size, type and location: E. Will the construction activity disturb(clearing,grading,excavation,or filling)over 1 acre or is it part of a common plan that will disturb over 1 acre? YES Q NO Q IF YES,then a Northampton Storm Water Management Permit from the DPW is required. Version 1.7 Commercial Building Permit May 15,2000 SECTION 4-CONSTRUCTION SERVICES FOR PROJECTS LESS THAN 35,000 CUBIC FEET OF ENCLOSED SPACE Interior Alterations ❑ Existing Wall Signs ❑ Demolition❑ Repairs❑ Additions ❑ Accessory Building❑ Exterior Alteration ❑ Existing Ground Sign❑ New Signs❑ Roofing❑ Change of Use❑ Other❑✓ Brief Description Verizon Wireless is adding three(3)upgraded antenna panels and installing three(3)remote Of Proposed Work: radio heads,to an existing telecommunications tower. SECTION 5-USE GROUP AND CONSTRUCTION TYPE USE GROUP(Check as applicable) CONSTRUCTION TYPE A Assembly ❑ A-1 ❑ A-2 ❑ A-3 ❑ 1A ❑ A-4 ❑ A-5 ❑ 1B ❑ B Business ❑ 2A ❑ E Educational ❑ 2B I ❑ F Factory ❑ F-1 ❑ F-2 ❑ 2C ❑ H Hi h Hazard ❑ 3A ❑ i Institutional ❑ 1-1 ❑ 1-2 ❑ 1-3 ❑ 3B ❑ M Mercantile ❑ 4 ❑ R Residential ❑ R-1 ❑ R-2 ❑ R-3 ❑ 5A ❑ S Storage ❑ S-1 ❑ S-2 ❑ 5B ❑ U Utility ❑ Specify: M Mixed Use ❑ Specify: S Special Use 07 Specify: Cell Site COMPLETE THIS SECTION IF EXISTING BUILDING UNDERGOING RENOVATIONS,ADDITIONS AND/OR CHANGE IN USE Existing Use Group: Proposed Use Group: Existing Hazard Index 780 CMR 34): Proposed Hazard Index 780 CMR 34): SECTION 6 BUILDING HEIGHT AND AREA BUILDING AREA EXISTING PROPOSED NEW CONSTRUCTION OFFICE USE ONLY Floor Area per Floor(sf) 15t 1 St 2nd 2nd 3rd 3rd 4tn 4th Total Area(sf) Total Proposed New Construction(sf) Total Height(ft) Total Height ft 7.Water Supply(M.G.L.c.40,§64) 7.1 Flood Zone Information: [7.3 Sewage Disposal System: Public ❑ Private ❑ Zone Outside Flood Zone❑ Municipal ❑ On site disposal system[] Version 1.7 Commercial Building Permit May 15,2000 Department use only bity of Northampton Status of Permit: PCp ( M;�uilding Department Curb CO/Driveway Permit i 212 Main Street Sewer/Septiq Availability FfiB 1 12014 :.,' Room 100 Water/Well Availability, Northampton, MA 01060 Two Sets of Structural Plans . Electric I phone,41 -587-1240 Fax 413-587-1272 Plot/Site Plans ,o Other Specify. APPLICATION TO CONSTRUCT,REPAIR,RENOVATE,CHANGE THE USE OR OCCUPANCY OF,OR DEMOLISH ANY BUILDING OTHER THAN A ONE OR TWO FAMILY DWELLING SECTION 1 -SITE INFORMATION 1.1 Proaertv Address: This section to be completed by office Atwood Drive,Northampton Map Lot unit Zone Overlay District Elm St.District CB District SECTION 2-PROPERTY OWNERSHIP/AUTHORIZED AGENT 2.1 Owner of Record: Crown Castle USA Inc. 3530 Toringdon Way, Suite 300, Charlotte,NC 0 Name(Print) Current Mailing Address: See attached letter (704)405-6600 Signature Telephone 2.2 Authorized Aaent: Bell Atlantic Mobile of Massachusetts p 99 East River Drive,East Hartford, CT 06108 Name(Prin a Current Mailing Address: (� (413) 737-1131 Sign re ' `' Telephone SECTION 3-ESTIM ED`t0N3T6CTION COSTS, Item Estimated Cost(Dollars)to be Official Use Only completed by ermit applicant 1. Building (a)Building Permit Fee 2. Electrical (b)Estimated Total Cost of Construction from(6) - 3. Plumbing Building Permit Fee 4. Mechanical(HVAC) 5. Fire Protection � 6. Total=(1 +2+3+4+5) Check Number 61154 rqF This Section For Official Use Only Building Permit Number Date issued Signature: Building Commissioner/Inspector of Buildings Date 2/19/2014 Cityof Northampton Mail-RE:Verizon antenna Atwood Drive Northampton - RE: Verizon antenna Atwood Drive Northampton Cowl, Dana <dcowl @ssfpc.com> Tue, Feb 18, 2014 at 4:54 PM To: Louis Hasbrouck <Ihasbrouck @northamptonma.gov> Good afternoon, We are working at obtaining the electronic plans. I will send them to you as soon as possible. Thank you. Dana-Marie Cowl, Paralegal Shatz, Schwartz and Fentin, P.C. 1441 Maui Street, Ste. 1100 Springfield,MA 01103 Tel:413-737-1131 Fax:413-736-0375 dcowl c,ssfpc.com www.ssfpc.com This electronic mail transmission contains confidential information intended only for the person named. Any use, distribution, copying or disclosure by any other person is strictly prohibited. If you have received this transmission in error, please notify the sender by telephone at (413) 737-1131 or send an electronic mail message to the original sender. From: Louis Hasbrouck [mailto:Ihasbrouck @northamptonma.gov] Sent:Tuesday, February 18, 2014 9:30 AM To: Cowl, Dana Subject:Verizon antenna Atwood Drive Northampton Dana, I've reviewed the permit application for replacing and adding antennas on the Atwood Drive cell tower. I've approved the permit but we can't issue it until we have a set of electronic plans. Can you pass this email along? Thanks. Louis Hasbrouck https://niail.goog le.conV mail/ca/u/0/?ui=2&il,z-ec5fl9a57e&\AeA=pt&search=inboy&th=14446fe725ebd44c 1/2 n Shatz, Schwartz and Fentin P.C. Counsellors at Law February 10, 2014 -. VIA OVERNIGHT MAIL Mr. Louis Hasbrouck, Building Commissioner �LSL Office of the Building Commissioner v Puchalski Municipal Building 212 Main Street Northampton, MA 01060 Re: Building Permit Application for Verizon Wireless Antenna Swap—Atwood Drive, Northampton, MA Dear Mr. Hasbrouck: On behalf of Verizon Wireless, I am enclosing a building permit application for the above site along with a check payable to the City of Northampton in the amount of$55.00 as payment for the building permit fee. When ready, please send the approved building permits to my attention at the address on this letterhead. A self-addressed stamped envelope is included for your convenience. Please don't hesitate to contact Attorney Ellen Freyman or myself if you have any questions or need any additional information. Thank you for your assistance. Sincerely, � ) Dana Cowl Paralegal /dmc Enclosure U\U108\Verizon\2014\Northampton 2\LT BI w Appl& Fee.021014 1441 Main Street,Springfield,MA 01103-1450 • 413-737-1131 413-736-0375(fax) www.ssfpc.com File#BP-2014-0867 ti 6(/ J l i APPLICANT/CONTACT PERSON BERKSHIRE WIRELESS f,, t&CC(--- ADDRESS/PHONE 480 PLEASANT ST LEE (413)441-4837 1" PROPERTY LOCATION ATWOOD DR MAP 39 PARCEL 060 001 ZONE THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Building Permit Filled out Fee Paid Typeof Construction: ADD 3 PANELS&3 RADIO HEADS TO VERIZON TOWER New Construction Non Structural interior renovations Addition to Existing Accesso1y Structure Building Plans Included: Owner/Statement or License 71466 3 sets of Plans/Plot Plan THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INF9RJXATION PRESENTED: pproved Additional permits required(see below) PLANNING BOARD PERMIT REQUIRED UNDER:§ Intermediate Project: Site Plan AND/OR Special Permit With Site Plan Major Project: Site Plan AND/OR Special Permit With Site Plan ZONING BOARD PERMIT REQUIRED UNDER: § Finding Special Permit Variance* Received&Recorded at Registry of Deeds Proof Enclosed Other Permits Required: Curb Cut from DPW Water Availability Sewer Availability Septic Approval Board of Health Well Water Potability Board of Health Permit from Conservation Commission Permit from CB Architecture Committee Permit from Elm Street Commission Permit DPW Storm Water Management Demolition Delay Signature of uilding Official Date Note:Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning requirements and obtain all required permits from Board of Health,Conservation Commission,Department of public works and other applicable permit granting authorities. *Variances are granted only to those applicants who meet the strict standards of MGL 40A. Contact Office of Planning&Development for more information. ATWOOD DR BP-2014-0867 GIS#: COMMONWEALTH OF MASSACHUSETTS Map:Block: 39-060 CITY OF NORTHAMPTON Lot: -001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Buildinq DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) Category: ANTENNAS BUILDING PERMIT Permit# BP-2014-0867 Project# JS-2014-001516 Est. Cost: $6000.00 Fee: $55.00 PERMISSION IS HEREBY GRANTED TO: Const. Class: Contractor: License: Use Group: BERKSHIRE WIRELESS 71466 Lot Size(sq. ft.): 194756.76 Owner: ATWOOD DRIVE LLC Zoning: Applicant: BERKSHIRE WIRELESS AT: ATWOOD DR Applicant Address: Phone: Insurance: 480 PLEASANT ST (413)441-4837 WC LEEMA01238 ISSUED ON:212112014 0:00:00 TO PERFORM THE FOLLOWING WORK.-ADD 3 PANELS & 3 RADIO HEADS TO VERIZON TOWER POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector Underground: Service: Meter: Footings: Rough: Rough: House# Foundation: Driveway Final: Final: Final: Rough Frame: Gas: Fire Department Fireplace/Chimney: Rough: Oil: Insulation: Final: Smoke: Final: THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. Certificate of Occupancy Signature: FeeType: Date Paid: Amount: Building 2/21/2014 0:00:00 $55.00 212 Main Street,Phone(413)587-1240,Fax: (413)587-1272 Louis Hasbrouck—Building Commissioner