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39-060 (4) Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material TIA Rev F Site Data Reactions BU#: 800530 Moment: 1805 ft-kips Site Name: MA Northampton 11 CAC 8C Axial: 28 kips App #: 93192 Rev #3 Shear:_ 16 kips Pole Manufacturer:I Other Anchor Rod Data Ilf No stiffeners, Criteria: I AISC ASD +< -Only Applcable to Unstiffened Cases Qty: 16 Diam: 2.25 in Rod Material: A615 -J Anchor Rod Results Rigid Strength (Fu): 100 ksi Maximum Rod Tension: 85.6 Kips Service, ASD Yield (Fy): 75 ksi Allowable Tension: 195.0 Kips Fty *ASIF Bolt Circle: 62 in Anchor Rod Stress Ratio: 43.9% Pass Plate Data Diam: 68 in Base Plate Results Flexural Check Rigid Thick: 2 in Base Plate Stress: 35.1 ksi Service ASD Grade: 60 ksi Allowable Plate Stress: 60.0 ksi 0.75 *Fy *ASIF Single -Rod B -eff:_ 10.51 in Base Plate Stress Ratio: 58.6% Pass Y.L. Length: 32.17 Stiffener Data (Welding at both sides) n/a Config: 0 * Stiffener Results Weld Type: Both Horizontal Weld : n/a Groove Depth: 0.25 in ** Vertical Weld: n/a Groove Angle: 45 degrees Plate Flex +Shear, fb /Fb +(fv /Fv) ^2: n/a Fillet H. Weld: 0.3125 in Plate Tension +Shear, ft/Ft +(fv /Fv) ^2: n/a Fillet V. Weld: 0.3125 in Plate Comp. (AISC Bracket): n/a Width: 5 in Height: 18 in Pole Results Thick: 0.75 in Pole Punching Shear Check: n/a Notch: 0.5 in Grade: 50 ksi Weld str.: 70 ksi Pole Data Diam: 53 in Thick: 0.375 in Grade: 65 ksi # of Sides: 18 °0° IF Round Fu 80 ksi Reinf. Fillet Weld 0 "0" if None Stress Increase Factor i ASIF:I 1.333 I mo. * 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 CCIplate 1.2 - Circular Base F 1.2, Effective October 26, 2009 Analysis Date: 1/14/2010 Monopole Pier and Pad Foundation ��� � BU # : 800530 r,, i r° -- e, Site Name: MA Northampton 11 CA( ,,,r ` `� _ ,'""' (s T App. Number: 93192 Rev #3 Pi '-', <r1 d a c : • . r< . , wr ° :L ` . n,,,r,,r .`. e.. ,a 8 €. " T .t h:,., , , ,... .w 3: , ,. -.f;', .. Shear S. 16 kips Capacity/ Demand/ Capacity/ Demand/ Moment, M. 1805 ft -kips Availability Limits Check Availability Limits Check Tower Height, H. 162 it Req'd Pier Diam.(5) 7 5,91667 OK Sleeve Rebar Area (in2) = 158 " 0.00 Not Used Tower Weight, Wt: 28 kips Overturning (ft -kips) 4441.55 1917.00 OK 43.2% Sleeve Moment Capacity (k -ft) ' 364147 „1869,,00 ?. = '';' Not Run -.a Base Diameter, BD: 4.41667 ft Shear Capacity (kips) 55.03 16.00 OK 29.1 % Sleeve Rebar Spacing (in) - 14/e " 't8'a -''. Not Used Beanng (ksf) 4.00 1.79 OK 44.7% Sleeve Tie Spacing (in) 1'11+#" 9> 9'8`„45 ^ Not Used e Pad Shear -1 -way (kips) 1183.96 403.86 OK 34.1% Minimum Extra Thickness (in): .. ' 9 r Not Used Depth, D: 0 f1 Pad Shear - 2 -way (kips) 2169.71 619.54 OK Pad Rebar Area -short (,n2) • 044. , i. "2 -9.,00::::',. , . , , '. Not Used Pad Width, W: 24 ft Pier Rebar Area (€n 28.44 27.71 OK Pad Rebar Area -long (m2) 044 690 k'h, Not Used Neglected Depth, N 5 ft Pad Rebar Area (in 34.76 12.42 OK Pad Rebar Spacing -short (in) _. 935 18 8'4 C 2, , Not Used Thickness, T. 3.00 8 Pier Moment Capacity (k -ft) 3640.70 1869.00 OK 51.3% Pad Rebar Spacing -bng (in) { 93.0 ' " 19> s *2.: Not Used Per Diameter, Pd 7. 00 ft Pier Bar Spacing (in) _ 5.81 18 > s > 2 OK End Cap Width (9) 0 0 Not Used Ext. Above Grade, E. 1.00 ft Pad Bar Spacing (in) _ 5.53 18 > s > 2 OK End Cap Rebar Area (in2) 3.16 '" b Not Used Clear Cover, Cc: 3.0 in Pier Development Length (in) 45 36.05 OK Rebar Spacing (m) - 3.09 18a 8;2 Not Used Pad Development Length (in) 33 _ 36.05 Hooks? Tie Spacing (in) 19,64 282> 8 >4,5' +. Not Used 4 '? ,; ,; - Hook Development Length (in) 141.00 13.28 OK Dowel Area (in2) , 2.2 9,00 Not Used Sod Und Weight y 0.125 kcf Rebar Hook Length (in) 102.00 16.00 OK Dowel Embedment (in) 9 . 2 ' 6 Not Used Bearing Capacity, Bc: 4.0 ksf Cone Shear Strength (kips) • b. 28.59 = 23.76 Not Used Angle of Friction, 0' 34 deg Dowel Edge Dist (in) 12.90 . 4,78 Not Used 'Cohesion, Co.' 0.000 ksf Dowel Spacing (in) 66.00 16,00 ': Not Used Passive Pressure. Pp 0.000 kcf Dowel Edge Dist (vert) (in) 18,00 ' , 4,78 ? Not Used Base Friction, p'. 0.20 Dowel Devel. Length (in) 4.00 13.32'' Not Used Modifications < . e a.a : , Pier Sleeve, ds: 0 in End Cap Width, Wec: 0 ft Rebar Yield Strength. Fy 60000 ps Revised Pier Diameter. dx: i7 ft " .Revised W€d€tt, W4<, 241 ft - - Concrete Strength. F'c: 4000 psi ? PS Rabat Sixe,Ss - . -' <$ ECRdbar Size, Sect B ': - , or 6184 toe8 betluw Concrete Unit Weight, bc'. 0.150 kcf Aebat Ouartity, lets: '20 0 RebarOuen€ty. mes 4 i.- ' i 0 l ' Seismic Zone, z: Tie Size, Est 3 EC TM Siza, Sect: 4 per side' lie fluently, 9185 , 9 S . Tie (Wendy, meat; 15 0 l ^ . ,; ,, 'M Pad Thickness, Te: 0 In E0 Rowe€ Size, Seed: '' . 6 per side Pier Rebar Size Sp 8 Revised Pier Thickness, Tx: ..:, ft DSowei"i]uanity, mecd: 5 0 Pier Rebar Quanity. mp. 36 36 Reber Size, S¢. '.3 , Rows of Dbwela, Ndi ' 1. -. Pad Rebar Sze, Spad. 8 Reber Ouan €ty (tOng), m 4 0 ()deist Depth, decd: 9 , in Pad Rebar Quanity, mpad 44 16 Rabat Quanity (anon), mex: 4 0 Edge Distance; seed: 12 In Pier Tie Size, St 4 3 Dowel Size, Sect '3 Tie Quanity, mt: 5 5 Oowet Quanity, mad: 0 0 Monopole Pier and Pad Version 1.0 Effective Date: 7/15/09 ' 4 1 r • January 14, 2010 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 312710, Application 93192, Revision 3 Page 8 APPENDIX C ADDITIONAL CALCULATIONS RiSATower Report - version 5.3.1.0 il r (INSTALLED) (12) 1 -5/8 TO 152 FT LEVEL (1) 1/2" TO 152 FT LEVEL f W / \ / \ / (RESERVED) / \ 0 111 (1) 7/8 TO 158 FT LEVEL / /-- ---.\ \ / \ 1 03 Q2 / I 94)':" .� (6) 55/8' TO 132 FT LEVEL 1 \ / \ / \ / \ / \ / \ / \ / N -- (INSTALLED) (12) 1-5/8 . TO 139 FT LEVEL 0 1 2 3FT BUSINESS UNR: 800530 TOWER ID: C_BASELEVEL : SCALE : January 14, 2010 162 Ft Monopole Tower Structural Analysis CCl BU No 800530 Project Number 312710, Application 93192, Revision 3 Page 7 APPENDIX B BASE LEVEL DRAWING RISATower Report - version 5.3.1.0 � ( TISA laver Job BU #800530 Page 12 of 12 Crown Castle Project Date 2000 Corporate Drive 16:16:59 01/13/10 Canonsburg, PA Client Designed by Phone: 724- 416 -2000 Crown Castle jmcelroy FAX. 724 -416 -2254 Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P f .fh, f, f„ Stress Stress ft P, F F F F Ratio Ratio L4 42.1484 - 0 (4) 0.010 0.699 0.000 0.022 0.000 0..709 1.333 H 1 -3 +VT / "' Y _. ..._....__.......__......_..... Section Capacity Table ............._.............. . Section Elevation Component Size Critical P SF *P „,,,. % Pass No. /t 7Ype Element K K Capacity Fail L 162 - 113.227 Pole TP25.7021x13x0.1875 1 -5.68 759.47 73.0 Pass L2 113.227 - Pole TP32.6066x24.36x0.3125 2 -9.23 1604.71 56.1 Pass 84.7969 L3 84.7969 - Pole TP42.9634x30.8077x0.375 3 -16.95 2541.78 51.3 Pass 42.1484 L4 42.1484 - 0 Pole TP53x40.7025x0.375 4 -19.10 2588.38 53.2 Pass Summary Pole (LI) 73.0 Pass RATING = 73.0 Pass Program Version 5.3.1.0 - 10/3/2008 File:R. /SA Models - Letters /Work Area/Mac /800530/800530.eri Job o b Page 11 of 12 BU #800530 Crown Castle Project Date 2000 Corporate Drive 16:16:59 01/13/10 Canonsburg, PA Client Designed by Phone: 724 - 416 -2000 Crown Castle jmcelroy FAX: 724 -416 -2254 Section Elevation Size L L„ Kl /r F„ A Actual Allow. Ratio No. P P„ P ft li ft ksi in K K P LI 162 - 113.227 TP25.7021x13x0.1875 48.77 0.00 0.0 39.000 14.6088 -5.68 569.74 0.010 (1) L2 113.227 - TP32.6066x24.36x0.3125 32.14 0.00 0.0 39.000 30.8674 -9.23 1203.83 0.008 84.7969 (2) L3 84.7969 - TP42.9634x30.8077x0.375 47.22 0.00 0.0 39.000 48.8925 -16.95 1906.81 0.009 42.1484 (3) L4 42.1484 - 0 (4) TP53x40.7025x0.375 48.02 0.00 0.0 39.000 49.7890 -19.10 1941.77 0.010 Pole Bending Design Data Section Elevation Size Actual Actual Allow. Ratio Actual Actual Allow. Ratio No. M, 1. Fn, J M 1r„ Fn, t fi kip ft ksi ksi F kip ft ksi ksi F,, L1 162 - 113.227 TP25.7021x13x0.1875 276.80 37.528 39.000 0.962 0.00 0.000 39.000 0.000 (1) L2 113.227 - TP32.6066x24.36x0.3125 568.46 28.841 39.000 0.740 0.00 0.000 39.000 0.000 84.7969 (2) L3 84.7969 - TP42.9634x30.8077x0.375 1085.08 26.307 39.000 0.675 0.00 0.000 39.000 0.000 42.1484 (3) L4 42.1484 - 0 (4) TP53x40.7025x0.375 1166.40 27.265 39.000 0.699 0.00 0.000 39.000 0.000 Pole Shear Design Data Section Elevation Size Actual Actual Allow. Ratio Actual Actual Allow. Ratio No. V f F, 1 T f, F,, 1„ ft K ksi ksi F kip ft ksi ksi F, Ll 162 - 113.227 TP25.7021x13x0.1875 9.88 0.676 26.000 0.052 0.57 0.038 26.000 0.001 (1) L2 113.227 - TP32.6066x24.36x0.3125 11.31 0.366 26.000 0.028 0.57 0.014 26.000 0.001 84.7969 (2) L3 84.7969 - TP42.9634x30.8077x0.375 13.67 0.280 26.000 0.022 0.57 0.007 26.000 0.000 42.1484 (3) L4 42.1484 - 0 (4) TP53x40.7025x0.375 14.17 0.285 26.000 0.022 0.57 0.006 26.000 0.000 ____ _ T Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Conti). Allow. Criteria No. P J., 1m 1; _ .f, Stress Stress .0 P„ Fn, F. F, F„ Ratio Ratio L1 162 - 113.227 0.010 0.962 0.000 0.052 0.001 0.973 1.333 Hl -3 +VT 1 ( V L2 113.227 - 0.008 0.740 0.000 0.028 0.001 0.747 1.333 H1 -3 +VT 84.7969 (2) V L3 84.7969 - 0.009 0.675 0.000 0.022 0.000 0.684 1.333 H1-34 VT 42.1484 (3) V f t 4 c► Job Page RI SA BU #800530 10 of 12 Crown Castle Project Date 2000 Corporate Drive 16:16:59 01/13/10 Canonsburg, PA Client Designed b Phone: 724- 416 -2000 Crown Castle g by FAX: 724 -916 -2254 jmcelroy Section Elevation Horz. Gov. Tilt Twist No. Deflection Load 1 in Comb. ° ° L2 116.94 - 84.7969 18.003 30 1.6438 0.0018 L3 89.3724 - 42.1484 9.959 30 1.1229 0.0008 L4 48.0182 - 0 2.744 30 0.5372 0.0003 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in o o f1 164.00 Lightning Rod 5/8x4' 30 38.470 2.4000 0.0088 17601 158.00 ANTI50F2 30 36.469 2.3360 0.0080 17601 152.00 BXA- 185063/8CFx2 wi Mount Pipe 30 33.488 2.2397 0.0069 8800 139.00 (2) 782 - 10250 30 27.236 2.0274 0.0046 3825 132.00 742 213 w/ Mount Pi se 30 24.071 1.9097 0.0035 2932 Maximum Tower Deflections - Design Wind I Section Elevation Horz. Gov. Tilt Twist No. Deflection Loud ,11 in Comb. o ° L1 162 - 113.227 86.361 5 5.3888 0.0210 L2 116.94 - 84.7969 40.446 5 3.6928 0.0043 L3 89.3724 - 42.1484 22.380 5 2.5233 0.0020 L4 48.0182 - 0 6.168 5 1.2076 0.0007 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature 111 Comb. in ° 0 ft 164.00 Lightning Rod 5/8x4' 5 86.361 5.3888 0.0210 7945 158.00 ANT150F2 5 81.874 5.2461 0.0192 7945 152.00 BXA- 185063/8CFx2 w/ Mount Pipe 5 75.186 5.0314 0.0164 3972 139.00 (2) 782- 10250 5 61.163 4.5570 0.0109 1724 132.00 742 213 w% Mount Pi .e 5 54.062 4.2930 0.0084 1320 Compression Checks Pole Design Data • ( s I RISAT'ower Job Page BU #800530 9 of 12 Crown Castle Project Date 2000 Corporate Drive 16:16:59 01/13/10 Canonsburg, PA Client Designed by Phone: 724- 416 -2000 Crown Castle FAX: 724 -416 -2254 jmcelroy Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ % Error Comb. K K K K K K _ 37 -6.28 -28.48 -3.62 6.28 28.48 3.62 0.000% 38 -3.63 -28.48 -6.27 3.63 28.48 6.27 0.000% Non - Linear Convergence Results Load Converged"i Nunsbe ber Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00009015 3 Yes 5 0.00000001 0.00028516 4 Yes 5 0.00000001 0.00029376 5 Yes 4 0.00000001 0.00035460 6 Yes 5 0.00000001 0.00028227 7 Yes 5 0.00000001 0.00029147 8 Yes 4 0.00000001 0.00009013 9 Yes 5 0.00000001 0.00029055 10 Yes 5 0.00000001 0.00028275 11 Yes 4 0.00000001 0.00035460 12 Yes 5 0.00000001 0.00029430 13 Yes 5 0.00000001 0.00028431 14 Yes 4 0.00000001 0.00000001 15 Yes 5 0.00000001 0.00020170 16 Yes 5 0.00000001 0.00061963 17 Yes 5 0.00000001 0.00063384 18 Yes 5 0.00000001 0.00020452 19 Yes 5 0.00000001 0.00061501 20 Yes 5 0.00000001 0.00062898 21 Yes 5 0.00000001 0.00020156 22 Yes 5 0.00000001 0.00062766 23 Yes 5 0.00000001 0.00061559 24 Yes 5 0.00000001 0.00020451 25 Yes 5 0.00000001 0.00063456 26 Yes 5 0.00000001 0.00061845 27 Yes 4 0.00000001 0.00004210 28 Yes 5 0.00000001 0.00003832 29 Yes 5 0.00000001 0.00004055 30 Yes 4 0.00000001 0.00009867 31 Yes 4 0.00000001 0.00098116 32 Yes 5 0.00000001 0.00003991 33 Yes 4 0.00000001 0.00004204 34 Yes 5 0.00000001 0.00003966 35 Yes 4 0.00000001 0.00098408 36 Yes 4 0.00000001 0.00009867 37 Yes 5 0.00000001 0.00004069 38 Yes 4 0.00000001 0.00099514 Maximum Tower Deflections - Service Wind Section Elevation Horn. Gov. Tilt Twist No. Deflection Load 1 in Comb. 0 ° LI 162 113.227 38.470 30 24000 0.0088 Y . 1 RISATower J Page 8 of 12 BU #800530 Crown Castle Project Date 2000 Corporate Drive 16:16:59 01/13/10 Canonsburg, PA Client Designed by Phone: 724 -416 -2000 Crown Castle jmcelroy FAX: 724- 416 -2254 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, M, Moment, M, K K K kip -ft kip fi kipJi Dead4 Wind 240 deg +lce +Temp 33.91 -11.56 6.65 757.62 1320.57 0.52 Dead +Wind 270 deg +Ice +Temp 33.91 -13.35 0.00 -0.30 1524.86 0.62 Dead +Wind 300 deg +Ice+Temp 33.91 -1 1.56 -6.65 - 758.23 1320.57 0.56 Dead +Wind 330 deg +Ice +Temp 33.91 -6.68 -11.52 - 1313.08 762.43 0.35 Dead +Wind 0 deg - Service 28.48 0.00 -7.24 - 800.86 -0.00 0.02 Dead t Wind 30 deg - Service 28.48 3.63 -6.27 - 693.59 - 401.40 -0.1 1 Dead +Wind 60 deg - Service 28.48 6.28 -3.62 - 400.52 - 695.25 -0.21 Dead +Wind 90 deg - Service 28.48 7.25 0.00 -0.19 - 802.80 -0.25 Dead +Wind 120 deg - Service 28.48 6.28 3.62 400.15 - 695.25 -0.23 Dead +Wind 150 deg - Service 28.48 3.63 6.27 693.22 - 401.40 -0.14 Dead +Wind 180 deg - Service 28.48 0.00 7.24 800.49 -0.00 -0.02 Dead Wind 210 deg - Service 28.48 -3.63 6.27 693.22 401.40 0.11 Dead +Wind 240 deg - Service 28.48 -6.28 3.62 400.15 695.24 0.21 Dead +Wind 270 deg - Service 28.48 -7.25 0.00 -0.19 802.79 0.25 Dead +Wind 300 deg - Service 28.48 -6.28 -3.62 - 400.52 695.24 0.23 Dead +Wind 330 de_ - Service 28.48 -3.63 -6.27 - 693.59 401.40 0.14 Solution Summary Sum o /'Applied Forces Sum 0/ Reactions Load PX PY PZ PX PY P7, % Enor Comb. K K K K K K 1 0.00 -28.48 0.00 0.00 28.48 0.00 0.000% 2 0.00 -28.48 -16.29 0.00 28.48 16.29 0.000% 3 8.16 -28.48 -14.10 -8.16 28.48 14.10 0.000% 4 14.13 -28.48 -8.14 -14.13 28.48 8.14 0.000% 5 16.31 -28.48 0.00 -16.31 28.48 0.00 0.000 6 14.13 -28.48 8.14 -14.13 28.48 -8.14 0.000% 7 8.16 -28.48 14.10 -8.16 28.48 -14.10 0.000% 8 0.00 -28.48 16.29 0.00 28.48 -16.29 0.000% 9 -8.16 -28.48 14.10 8.16 28.48 -14.10 0.000% 10 -14.13 -28.48 8.14 14.13 28.48 -8.14 0.000% 11 -16.31 -28.48 0.00 16.31 28.48 0.00 0.000% 12 -14.13 -28.48 -8.14 14.13 28.48 8.14 0.000% 13 -8.16 -28.48 -14.10 8.16 28.48 14.10 0.000% 14 0.00 -33.91 0.00 0.00 33.91 0.00 0.000% 15 0.00 -33.91 -13.30 0.00 33.91 13.30 0.000% 16 6.68 -33.91 -11.52 -6.68 33.91 11.52 0.000% 17 11.56 -33.91 -6.65 -11.56 33.91 6.65 0.000% 18 13.35 -33.91 0.00 -13.35 33.91 -0.00 0.000% 19 11.56 -33.91 6.65 -11.56 33.91 -6.65 0.000% 20 6.68 -33.91 11.52 -6.68 33.91 -11.52 0.000% 21 0.00 -33.91 13.30 0.00 33.91 -13.30 0.000% 22 -6.68 -33.91 11.52 6.68 33.91 -11.52 0.000% 23 -11.56 -33.91 6.65 11.56 33.91 -6.65 0.000% 24 -13.35 -33.91 0.00 13.35 33.91 -0.00 0.000% 25 -11.56 -33.91 -6.65 11.56 33.91 6.65 0.000% 26 -6.68 -33.91 -11.52 6.68 33.91 11.52 0.000% 27 0.00 -28.48 -7.24 0.00 28.48 7.24 0.000% 28 3.63 -28.48 -6.27 -3.63 28.48 6.27 0.000% 29 6.28 -28.48 -3.62 -6.28 28.48 3.62 0.000% 30 7.25 -28.48 0.00 -7.25 28.48 0.00 0.000% 31 6.28 -28.48 3.62 -6.28 28.48 -3.62 0.000% 32 3.63 -28.48 6.27 -3.63 28.48 -6.27 0.000% 33 0.00 -28.48 7.24 0.00 28.48 -7.24 0.000% 34 -3.63 -28.48 6.27 3.63 28.48 -6.27 0.000% 35 -6.28 -28.48 3.62 6.28 28.48 -3.62 0.000° 36 -7.25 -28.48 0.00 7.25 28.48 0.00 0.000 ° /, y RIS �j r Tower Job Page BU #800530 7 of 12 Crown Castle Project Date 2000 Corporate Drive 16:16:59 01/13/10 Canonsburg, PA Client Designed by Phone: 724- 416 -2000 Crown Castle FAX: 714 - 416 -2254 jmcelroy Section Elevation Component Condition Gov. Force Major Axis Minor Axis No. f Type Load Moment Moment Comb. K kip-ft kip,ft L4 42.1484 - 0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 14 -33.91 -0.02 0.29 Max. Mx 5 -28.48 - 1804.91 0.18 Max. My 2 -28.48 -0.00 1800.33 Max. Vy 5 16.33 - 1804.91 0.18 Max. Vx 2 -16.30 -0.00 1800.33 Max. Torque 24 - 0.62 Maximum Reactions Location Condition Gov. Vertical Horizontal. X Horizontal. Z Load K K K Comb. - ��Pole��� -- Max. Vert ] 8�� 33.91 - 13.35 - 0.00 ��- Max. H, 11 28.48 16.31 0.00 Max. H, 2 28.48 0.00 16.29 Max. M. 2 1800.33 0.00 16.29 Max. M, 5 1804.91 -16.31 0.00 Max. Torsion 18 0.62 -13.35 -0.00 Min. Vert 1 28.48 0.00 0.00 Min. H, 5 28.48 -16.31 0.00 Min. H, 8 28.48 0.00 -16.29 Min. M, 8 - 1799.96 0.00 -16.29 Min. M, 11 - 1804.90 16.31 0.00 Min. Torsion 24 -0.62 13.35 -0.00 Tower Mast Reaction Summary Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment. M, Moment, M_ K K K ki -fi kip -ft ki -ft Dead Only 28.48 0.00 0.00 -0.17 - 0.00 0.00 Dead +Wind 0 deg - No Ice 28.48 0.00 -16.29 - 1800.33 -0.00 0.04 Dead +Wind 30 deg - No Ice 28.48 8.16 -14.10 - 1559.15 - 902.46 -0.25 Dead +Wind 60 deg - No lce 28.48 14.13 -8.14 - 900.25 - 1563.10 -0.47 Dead +Wind 90 deg - No Ice 28.48 16.31 -0.00 -0.18 - 1804.91 -0.57 Dead +Wind 120 deg - No Ice 28.48 14.13 8.14 899.88 - 1563.10 -0.51 Dead +Wind 150 deg - No Ice 28.48 8.16 14.10 1558.78 - 902.46 -0.32 Dead +Wind 180 deg - No Ice 28.48 0.00 16.29 1799.96 -0.00 -0.04 Death Wind 210 deg - No Ice 28.48 -8.16 14.10 1558.78 902.45 0.25 Dead +Wind 240 deg - No Ice 28.48 -14.13 8.14 899.88 1563.09 0.47 Dead +Wind 270 deg - No Ice 28.48 -16.31 -0.00 -0.18 1804.90 0.57 Dead +Wind 300 deg - No Ice 28.48 -14.13 -8.14 - 900.25 1563.09 0.51 Dead +Wind 330 deg - No lce 28.48 -8.16 -14.10 - 1559.15 902.45 0.32 Dead +Ice -Temp 33.91 0.00 0.00 -0.29 -0.02 0.00 Dead Wind 0 deg- lce-Temp 33.91 0.00 -13.30 - 1516.18 -0.02 0.04 Death Wind 30 deg +Ice +Temp 33.91 6.68 -11.52 - 1313.08 - 762.47 -0.27 Dead +Wind 60 deg +Ice'Temp 33.91 11.56 -6.65 - 758.23 - 1320.61 -0.52 Death Wind 90 deg +Ice -Temp 33.91 13.35 0.00 -0.30 -1524.90 -0.62 Dead -Wind 120 deg-+ Ice+Temp 33.91 11.56 6.65 757.62 - 1320.61 -0.56 Dead +Wind 150 deg *Ice -Temp 33.91 6.68 11.52 1312.47 - 762.47 -0.35 Dead' Wind 180 deg Ice 33.91 0.00 13.30 1515.56 - 0.02 -0.04 Dead -Wind 210 deg Ice +Temp 33.91 -6.68 11.52 1312.47 762.43 0.27 Page RISA Tower Job BU #800530 6 of 12 Crown Castle Project Date 2000 Corporate Drive 16:16:59 01/13/10 Canonsburg, PA Client Designed by Phone: 724 -416 -2000 Crown Castle FAX: 724 -416 -2259 jmcelroy Comb. Description No. 9 Dead +Wind 210 deg - No Ice 10 Dead +Wind 240 deg - No lce 11 Dead+ Wind 270 deg - No lce 12 Dead +Wind 300 deg - No lce 13 Dead +Wind 330 deg - No lce 14 Dead +Ice+Temp 15 Dead +Wind 0 deg + Ice +Temp 16 Dead +Wind 30 deg +Ice +Temp 17 Dead +Wind 60 deg +Ice +Temp 18 Dead +Wind 90 deg-4lce +Temp 19 Dead +Wind 120 deg +lce+Temp 20 Dead +Wind 150 deg +lce +Temp 21 Dead +Wind 180 deg +lce +Temp 22 Dead +Wind 210 deg +lce +Temp 23 Dead +Wind 240 deg +Ice +Temp 24 Dead +Wind 270 deg +Ice -Temp 25 Dead +Wind 300 deg +Ice +Temp 26 Dead +Wind 330 deg +lce+Temp 27 Dead +Wind 0 deg - Service 28 Dead +Wind 30 deg - Service 29 Dead +Wind 60 deg - Service 30 Dead +Wind 90 deg - Service 31 Dead +Wind 120 deg - Service 32 Dead -+Wind 150 deg - Service 33 Dead +Wind 180 deg - Service 34 Dead +Wind 210 deg - Service 35 Dead +Wind 240 deg - Service 36 Dead +Wind 270 deg - Service 37 Dead + -Wind 300 deg - Service 38 Dead +Wind 330 de. - Service Maximum Member Forces Section Elevation Component Condition Gov. Force Major Axis Minor Axis No %t Type Load Moment Moment Comb. K kip-ft LI 162 - 113.227 Pole Max Tension 8 0.00 0.00 0.00 Max. Compression 14 -8.91 -0.02 0.29 Max. Mx 5 -5.68 - 276.80 0.16 Max. My 2 -5.68 -0.00 275.68 Max. Vy 5 9.88 - 276.80 0.16 Max. Vx 2 -9.85 -0.00 275.68 Max. Torque 24 -0.62 L2 113.227 - Pole Max Tension 1 0.00 0.00 0.00 84.7969 Max. Compression 14 -12.81 -0.02 0.29 Max. Mx 5 -9.23 - 568.46 0.17 Max. My 2 -9.23 -0.00 566.53 Max. Vy 5 11.31 - 568.46 0.17 Max. Vx 2 -11.28 -0.00 566.53 Max. Torque 24 -0.62 L3 84.7969 - Pole Max Tension 1 0.00 0.00 0.00 42.1484 Max. Compression 14 -21.26 -0.02 0.29 Max. Mx 5 -16.95 - 1085.09 0.18 Max. My 2 -16.95 -0.00 1081.91 Max. Vy 5 13.67 - 1085.09 0.18 Max. Vx 2 -13.64 -0.00 1081.91 Max. Torque 24 -0.62 - RI A l awer Job BU #800530 Page 5 of 12 Crown Castle Project Date 2000 Corporate Drive 16:16:59 01/13/10 Canonsburg, PA Client Designed by Phone: 724- 416 -2000 Crown Castle FAX: 724 -416 -2254 jmcelroy Description Face Offset Offsets: Azimuth Placement C C Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft fi It' fr K It .>! ........................_.._....._............................................._....................._.._............................._................_............._.........._...._...._..._.................__..._..._... ...... ..........__............ (2) 782 -10250 B From Leg 4.00 0.0000 139.00 No Ice 0.52 0.27 0.01 0.00 1/2" Ice 0.63 0.36 0.01 3.00 (2) 800 10122 w/ Mount Pipe B From Leg 4.00 0.0000 139.00 No lce 7.86 6.65 0.09 0.00 1/2" Ice 8.46 7.88 0.15 3.00 (4) 860 10025 B From Leg 4.00 0.0000 139.00 No Ice 0.09 0.15 0.00 0.00 1/2" Ice 0.15 0.21 0.00 3.00 (2) LGP2140X B From Leg 4.00 0.0000 139.00 No Ice 1.26 0.38 0.02 0.00 1/2" Ice 1.42 0.49 0.03 3.00 (2) 782 -10250 C From Leg 4.00 0.0000 139.00 No Ice 0.52 0.27 0.01 0.00 1/2" Ice 0.63 0.36 0.01 3.00 (2) 800 10122 w/ Mount Pipe C From Leg 4.00 0.0000 139.00 No lce 7.86 6.65 0.09 0.00 1/2" Ice 8.46 7.88 0.15 3.00 (4) 860 10025 C From Leg 4.00 0.0000 139.00 No Ice 0.09 0.15 0.00 0.00 1/2" Ice 0.15 0.21 0.00 3.00 (2) LGP2140X C From Leg 4.00 0.0000 139.00 No Ice 1.26 0.38 0.02 0.00 1/2" Ice 1.42 0.49 0.03 3.00 Platform Mount [LP 601 -1] C None 0.0000 139.00 No lce 28.47 28.47 1.12 1/2" lce 33.59 33.59 1.51 s* 742 213 w/ Mount Pipe A From Leg 2.00 0.0000 132.00 No Ice 5.37 4.62 0.05 0.00 1/2" Ice 5.95 6.00 0.09 0.00 742 213 w/ Mount Pipe B From Leg 2.00 0.0000 132.00 No Ice 5.37 4.62 0.05 0.00 1/2" Ice 5.95 6.00 0.09 0.00 742 213 w/ Mount Pipe C From Leg 2.00 0.0000 132.00 No Ice 5.37 4.62 0.05 0.00 1/2" Ice 5.95 6.00 0.09 0.00 Pipe Mount [PM 601 -3] C None 0.0000 132.00 No Ice 4.39 4.39 0.20 1/2" lce 5.48 5.48 0.24 Load Combinations Comb. Description No. 1 Dead Only 2 Dead +Wind 0 deg - No lce Dead +Wind 30 deg - No Ice 4 Dead +Wind 60 deg - No lce 5 Dead' -Wind 90 deg - No Ice 6 Dead-i Wind 120 deg - No Ice 7 Dead IWind 150 deg - No lce 8 Dead +Wind 180 deg - No Ice RISATower Job BU Page #800530 4 of 12 Project Date Crown Castle 16:16:59 01/13/10 2000 Corporate Drive Canonsburg, PA Client Designed by Phone: 724 - 416 -2000 Crown Castle jmcelroy FAX 729 -416 -2254 Description Face Offset Offsets. Azimuth Placement CA_ C,A,, Weight or Type Horz Adjustment Front Side Leg Lateral Vert fi c ft 1t' fr K . ft ..fr ................. ._.._..._............_...._ __.........._._. _ ...._..... ......_...._....._............_ 0.00 1/2" Ice 1.14 2.34 0.08 2.00 ** 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" Ice 3.58 3.64 0.06 1.00 (2) DB846F65ZAXY w/ A From Leg 4.00 0.0000 152.00 No Ice 7.27 7.82 0.05 Mount Pipe 0.00 1/2" Ice 7.88 9.01 0.11 1.00 APX75- 866514 -CTO w/ A From Leg 4.00 0.0000 152.00 No lce 10.00 6.57 0.04 Mount Pipe 0.00 1 /2" lce 10.72 7.88 0.11 1.00 (2) FDG W5504/1 S -3 A From Leg 4.00 0.0000 152.00 No lce 0.52 0.24 0.00 0.00 1/2" lce 0.62 0.32 0.01 1.00 GPS_RESERVED B From Leg 4.00 0.0000 152.00 No Ice 0.30 0.30 0.00 0.00 1/2" Ice 0.37 0.37 0.00 1.00 BXA- 185063/8CFx2 w/ B From Leg 4.00 0.0000 152.00 No Ice 3.20 3.02 0.03 Mount Pipe 0.00 1/2" Ice 3.58 3.64 0.06 1.00 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" Ice 8.62 6.85 0.10 1.00 (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" Ice 7.72 7.96 0.10 1.00 (2)FDGW55041S -3 B From Leg 4.00 0.0000 152.00 No 0.52 0.24 0.00 0.00 1/2" Ice 0.62 0.32 0.01 1.00 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" Ice 3.58 3.64 0.06 1.00 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" Ice 8.62 6.85 0.10 1.00 (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" Ice 7.72 7.96 0.10 1.00 (2) FDGW5504!7S -3 C From Leg 4.00 0.0000 152.00 No lce 0.52 0.24 0.00 0.00 1 /2 "lee 0.62 0.32 0.01 1.00 Platform Mount 1LP 601 -1] C None 0.0000 152.00 No Ice 28.47 28.47 1.12 1/2" Ice 33.59 33.59 1.51 (2) 782 -10250 A From Leg 4.00 0.0000 139.00 No ice 0.52 0.27 0.01 0.00 1/2" Ice 0.63 0.36 0.01 3.00 (2) 800 10122 w/ Mount Pipe A From Leg 4.00 0.0000 139.00 No Ice 7.86 6.65 0.09 0.00 1/2" Ice 8.46 7.88 0.15 3.00 (4) 860 10025 A From Leg 4.00 0.0000 139.00 No Ice 0.09 0.15 0.00 0.00 1'2" Ice 0.15 0.21 0.00 3.00 (2) LGP2740X A From Leg 4.00 0.0000 139.00 No Ice 1.26 0.38 0.02 0.00 12" Ice 1.42 0.49 0.03 3.00 • i RISATower Job BU #800530 Page 3 of 12 Crown Castle Project Date 2000 Corporate Drive 16:16:59 01/13/10 Canonsburg, PA Client Designed by Phone: 724 -416 -2000 Crown Castle FAX: 724- 416 -2254 jmcelroy Tower Tower Face A A CA C Weight Section Elevation In Face Out Face ft fF' fF' IF j, K C 0.000 0.000 0.000 0.000 0.42 L4 42.15 -0.00 A 0.000 0.000 0.000 0.000 0.42 B 0.000 0.000 0.000 0.000 0.22 C 0.000 0.000 0.000 0.000 0.41 Feed Line /Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR A C C Weight Section Elevation or Thickness In Face Out Face It - L in t _ 1t f'1 11 - K LI 162.00 - 113.23 A 0.500 0.000 0.000 0.000 0.000 0.39 13 0.000 0.000 0.000 0.000 0.11 C 0.000 0.000 0.000 0.000 0.25 L2 113.23 -84.80 A 0.500 0.000 0.000 0.000 0.000 0.28 B 0.000 0.000 0.000 0.000 0.15 C 0.000 0.000 0.000 0.000 0.28 L3 84.80 -42.15 A 0.500 0.000 0.000 0.000 0.000 0.43 B 0.000 0.000 0.000 0.000 0.23 C 0.000 0.000 0.000 0.000 0.42 L4 42.15 -0.00 A 0.500 0.000 0.000 0.000 0.000 0.42 B 0.000 0.000 0.000 0.000 0.22 C 0.000 0.000 0.000 0.000 0.41 Feed Line Center of Pressure Section Elevation CP CP CP', CP Ice Ice It in in in in Ll 162.00 - 113.23 0.0000 0.0000 0.0000 0.0000 L2 113.23 -84.80 0.0000 0.0000 0.0000 0.0000 L3 84.80 -42.15 0.0000 0.0000 0.0000 0.0000 L4 42.15 -0.00 0.0000 0.0000 0.0000 0.0000 Discrete Tower Loads Description Face Offset 0/)sets: Azimuth Placement C,A, C,A, Weight or Type Horz Adjustment Front Side Leg Lateral Vert 11 ft fF' fr K ft Lightning Rod 5/8x4' C None ft 0.0000 164.00 No Ice 0.25 0.25 0.03 1'2" Ice 0.66 0.66 0.03 ** ANT150F2 A From Leg 4.00 0.0000 158.00 No Ice 1.23 1.23 0.01 0.00 1J2" Ice 1.53 1.53 0.02 2.00 Side Arm Mount [S0 701 -1] A From Leg 0.00 0.0000 158.00 No Ice 0.85 1.67 0.07 i. RISATower Job Page 2 of 12 BU #800530 Crown Castle Project Date 2000 Corporate Drive 16:16:59 01/13/10 Canonsburg, PA Client Designed by Phone: 724- 416 -2000 Crown Castle FAX 724 -416 -2254 jmcelroy Tapered Pole Properties Section Tip Dia. Area 1 r C 1/C 1 1t /Q w w/t in in' ,n 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 26.0986 15.1844 1248.8548 9.0577 13.0567 95.6488 2499.3528 7.5936 4.1936 22.366 L2 25.7032 23.8521 1742.6216 8.5369 12.3749 140.8194 3487.5362 11.9283 3.7374 11.96 33.1096 32.0317 4220.5005 11.4644 16.5642 254.7972 8446.5544 16.0189 5.1888 16.604 L3 32.4789 36.2225 4238.3573 10.8036 15.6503 270.8161 8482.2915 18.1147 4.7622 12.699 43.6262 50.6908 11615.8130 15.1189 21.8254 532.2152 23246.9105 25.3502 6.9016 18.404 L4 42.8568 47.9998 9862.3195 14.3163 20.6769 476.9737 19737.6162 24.0045 6.5036 17.343 53.8176 62.6369 21915.5294 18.6819 26.9240 813.9775 43859.8959 31.3244 8.6680 23.115 Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mub. Double Angle Double Angle Elevation Area Thickness A Factor Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Diagonals Horizontals fi ft' in in in LI 1 1 1 162.00 - 113.23 L2 1 1 1 113.23-84.80 L3 84.80 -42.15 1 1 I L4 42.15 -0.00 1 1 1 Feed Line /Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total C Weight or Shield Type Number Leg fit_ i - - PI LDFS- 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 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 LDF7- 50A(1 -5/8 ") A No Inside Pole 152.00 - 0.00 12 No Ice 0.00 0.82 1/2" Ice 0.00 0.82 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 CR 50 1873(1 -5/8 ") 13 No Inside Pole 132.00 - 0.00 6 No Ice 0.00 0.83 1/2" Ice 0.00 0.83 - .. ..- _ r Feed Line /Linear Appurtenances Section Areas Tower Tower Face A A,- C,A, C,A , Weight Section Elevation In Face Out Face /1 __ 1 1t �_. ft .>( K L 1 162.00 - 113.23 A 0.000 0.000 0.000 0.000 0.39 B 0.000 0.000 0.000 0.000 0.11 C 0.000 0.000 0.000 0.000 0.25 L2 113.23-84.80 A 0.000 0.000 0.000 0.000 028 B 0.000 0.000 0.000 0.000 0.15 C 0.000 0.000 0.000 0.000 0.28 L3 84.80 -42.15 A 0.000 0.000 0.000 0.000 0.43 13 0.000 0.000 0.000 0.000 0.23 RISA Tower Job Page BU #800530 1 of 12 Crown Castle Project Date 2000 Corporate Drive 1616:59 01/13/10 Canonsburg. PA Client Designed by Phone: 724 -416 -2000 Crown Castle FAX: 724 -416 -2254 jmceiroy Tower Input Data There is a pole section. This tower is designed using the TIA /EIA -222 -F standard. The following design criteria apply: Tower is located in Hampshire County, Massachusetts. Basic wind speed of 75 mph. Nominal ice thickness of 0.5000 in. Ice density of 56 pcf. A wind speed of 65 mph is used in combination with ice. Temperature drop of 50 °F. Deflections calculated using a wind speed of 50 mph. A non - linear (P- delta) analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1.333. Local bending stresses due to climbing loads, feedline 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 ■I Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification v Use Clear Spans For Wind Area Ignore Redundant Members in FEA NI Use Code Stress Ratios Use Clear Spans For KL'r SR Leg Bolts Resist Compression Use Code Safety Factors - Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable Escalate Ice ' Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz Use Azimuth Dish Coefficients Consider Feedline Torque Use Special Wind Profile N' 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 N 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 Tapered Pole Section Geometry Section Elevation Section Splice ,Vnmber Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius /1 It /i Sides n n in in LI 162.00 - 113.23 48.77 3.71 18 13.0000 25.7021 0.1875 0.7500 A572-65 (65 ksi) 1.2 113.23 -84.80 32.14 4.58 18 24.3600 32.6066 0.3125 1.2500 A572 -65 (65 ksi) L3 84.80 -42.15 47.22 5.87 18 30.8077 42.9634 0.3750 1.5000 A572 -65 (65 ksi) L4 42.15 -0.00 48.02 18 40.7025 53.0000 0.3750 1.5000 A572 -65 (65 ksi) ■ • . ._._r_— 162 �" q �I t L TYFS DESIGNED A P foN RTENANCE 1 LOADING ELEVATION N i ANT150F2 158 -_- (2) 800 10122 w/ Mount Pipe 139 s i Lightning Rod 5 /8x4' 164 (2) 782 10250 139 i Side Are Mount [SO 701-11 158 (4) 860 10025 139 k II BXA 185063/8CFx2 w/ Mount Pipe 152 (2) LGP2140X 139 - I 1 . (2) DB846F65ZAXY w/ Mount Pipe 152 (2) 782 -10250 139 APX75- 866514 -CTO wl Mount Pipe 152 -.. (2) 800 10122 w/ Mount Pipe 139 '4) ' (2) FDGW5504 /1S -3 _ - -- 152 (4) 860 10025 139 Z m ° — '" m d m ° GPS RESERVED 152 (2) LGP2140X 139 ry 0 t` `* o ry : ,, BXA- 185063/8CFx2 w/ Mount Pipe 152 (2) 782 -10250 139 BXA- 70063/6CF w/ Mount Pipe 152 (2) 800 10122 wl Mount Pipe 139 :" , 1 (2) LPA- 80063/4CF wl Mount Pipe 152 - -- (4) 860 10025 139 -. (2) FDGW5504 /1S -3 152 (2) LGP2140X 1139 BXA-185063/8CFx2 w/ Mount Pipe 152 Platform Mount [LP 601 -11 139 BXA- 7006316CF w/ Mount Pipe 152 742 213 w/ Mount Pipe 1132 (2) LPA - 80063 /4CF w/ Mount Pipe 152 742 213 w/ Mount Pipe 1132 i (2) FDGW5504 /1S -3 152 742 213 w/ Mount Pipe 1132 • 113.20 Platform Mount [LP 601 -11 152 Pipe Mount [PM 601 -31 - 132 1 MATERIAL STRENGTH — L GRADE 1 Fy Fu 1 GRADE ] --_ L- ---- - -Fu i • A572 -65 65 ksi 80 ksi I TOWER DESIGN NOTES 1. Tower is located in Hampshire County, Massachusetts. e 2 . Tower designed for a 75 mph basic wind in accordance with the TIA/EIA -222 -F Standard. 3. Tower is also designed for a 65 mph basic wind with 0.50 in ice. 0 4. Deflections are based upon a 50 mph wind. 5. TOWER RATING: 73% i� v __.. 84.85 a, ° v I I i r 1 ! 42.1 ft AXIAL 34 K MOMENT P. ° 13K SHEAR �� 1525 kip ft o I o TORQUE 1 kip -ft 65 mph WIND - 0.5000 in ICE AXIAL 28 K MOMENT SHEAR' — _` 1805 kip -ft 16 K J 1 0.0 ft o TORQUE 1 kip -ft v� I I _ REACTIONS - 75 mph WIND K Y o o la E I _ F Crown Castle ' BU #800530 RO - 2000 Corporate Drive Project 1 c ltem: Crown Cast Drawn by jmcelro , A p p'd . ' " Canonsburg, PA -- _. y Code TIA/EIA -222 -F Dote 01 /13/10 scale NTS Crown Castle Phone: 724 416 - 2000 Pam Dwg No FAX: 724- 416 -2254 R\SAMoaels - Leiters. Work A,neMnc: 800530 , 800530.en I E-1 January 14, 2010 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 312710, Application 93192, Revision 3 Page 6 APPENDIX A RISA TOWER OUTPUT RISATower Report - version 5.11.0 January 14, 2010 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 312710, Application 93192, Revision 3 Page 5 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Section Component Critical SF *P allow % Elevation (ft) Size P (K) - Pass 1 Fail No. Type Element (K) Capacity L1 162 - 113.227 . A Pole , 1 TP25.7021x13x0.1875 1 i -5_68 759.47 73.0 Pass L2 113.227 Pole TP32.6066x24.36x0.3125 ! 2 -9.23 1604.71 = 56.1 Pass 84.7969 84.7969 - L3 42.1484 Pole i TP42.9634x30.8077x0.375 " 3 -16.95 2541.78 ' 51.3 Pass 1 -- L4 42.1484 - 0 - Pole TP53x40.7025x0.375 4 -19.10 2588.38 53.2 Pass ;Summary 1 Pole (L1) 73.0 Pass Rating 73.0 Pass € Table 6 - Tower Component Stresses vs. Capacity - LC1 Notes I Component I Elevation (ft) I % Capacity I Pass / Fail 1 Anchor Rods i 0 43.9 Pass 1 Base Plate 0 58.6 Pass 1 Base Foundation . 0 51.3 Pass Structure Rating (max from all components) = 1 73% Notes: 1) See additional documentation in "Appendix C — Additional Calculations" for calculations supporting the % capacity consumed. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the existing, reserved, and proposed loads. No modifications are required at this time. RISATower Report - version 5.3.1.0 January 14, 2010 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 312710, Application 93192, Revision 3 Page 4 Notes: 1) Existing Equipment 2) Reserved Equipment 3) Equipment to be Removed, Not used in this Analysis Table 3 - Design Antenna and Cable Information Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Level (ft) Elevation Manufacturer (ft) Antennas Lines Size (in) 160 160 2 Decibel DB2246 2 1 -5/8 150 150 12 Swedcom ALP 9212 12 1-5/8 ` 140 12 ALP 9212 12 1 -5/8 130 130 12 Swedcom ALP 9212 12 1 -5/8 120 120 12 Swedcom ALP 9212 12 1 -5/8 110 110 12 Swedcom ALP 9212 12 1 -5/8 3) ANALYSIS PROCEDURE Table 4 - Documents Provided Document 1 Remarks Reference Source 4- GEOTECHNICAL REPORTS Dr. Clarence Welti, P.E., P.C. 834886 CCISITES 4 -TOWER FOUNDATION EEI 834883 CCISITES DRAWINGS /DESIGN /SPECS 4 -TOWER MANUFACTURER EEI 834878 ' CCISITES DRAWINGS 4 -TOWER STRUCTURAL EEI 627272 CCISITES ANALYSIS REPORTS 3.1) Analysis Method RISATower (version 5.3.1.0), 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. 4) When applicable, transmission cables are considered as structural components for calculating wind loads as allowed by TIA/EIA- 222 -F. 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. RISATower Report - version 5.3.1.0 January 14, 2010 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 312710, Application 93192, 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 structural analysis was performed for this tower in accordance with the requirements of TIA/EIA -222 -F Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a fastest mile wind speed of 75 mph with no ice, 65 mph with 0.5 inch ice thickness and 50 mph under service loads. Table 1 - Proposed Antenna and Cable Information Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) 3 antel BXA- 185063/8CFx2 w/ Mount Pipe 2 antel BXA-70063 /6CF w/ Mount Pipe 4 antel . LPA- 80063/4CF w/ Mount 152 153 Pipe _ _ _ 2 decibel DB846F65ZAXY w/ Mount Pipe 1 rfs celwave APX75- 866514 -CTO w/ Mount Pipe 6 rfs celwave FDGW5504 /1S -3 Table 2 - Existing and Reserved Antenna and Cable Information Center Number Number Feed Mounting Line Antenna Level (ft) Elevation of Manufacturer Antenna Model of Feed Line Note (ft) Antennas Lines Size (in) 1 telewave ANT150F2 158 160 Side Arm Mount [SO 701 - 1 7/8 2 1 tower mounts 1] WPA- 80090/4CF w/ 9 antel Mount Pipe 6 decibel DB948F85T2E -M w/ - - 3 153 152 Mount Pipe _ _ _ 3 generic TMA 1 gps GPS_RESERVED 1 1/2 152 1 tower mounts Platform Mount [LP 601 -1] 12 1 -5/8 6 kathrein 782 -10250 6 kathrein 800 10122 w/ Mount Pipe 142 12 kathrein 86010025 139 12 1 -5/8 1 6 powerwave LGP214OX technologies 139 1 tower mounts Platform Mount [LP 601-1] kathrein 742 213 w/ Mount Pipe 132 132 6 1 -5/8 2 1 tower mounts Pipe Mount [PM 601 -3] RISATower Report - version 5.3.1.0 January 14, 2010 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 312710, Application 93192, 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 - Tower Component Stresses vs. Capacity 4.1) Recommendations 5) APPENDIX A RISATower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations RISATower Report - version 5.3.1.0 I � i CO N Date: January 14, 2010 1 E ' W_ v Mitzi Parker Crown Casfle 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 Name: Northhampton 2 MA Crown Castle Designation: Crown Castle BU Number: 800530 Crown Castle Site Name: MA NORTHAMPTON II CAC 800530 Crown Castle JDE Job Number: 129147 Crown Castle Work Order Number: 312710 Engineering Firm Designation: Crown Castle Project Number: 312710 Site Data: ATWOOD DRIVE, NORTHAMPTON, Hampshire County, MA Latitude 42° 18' 9.77', Longitude -72° 37' 30.74" '162 Foot - Monopole Tower Dear Mitzi Parker, 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 312710, in accordance with application 93192, 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: LC1: Existing + Reserved + Proposed Equipment Sufficient Capacity Note: See Table I and Table II for the proposed and existing /reserved loading, respectively. The analysis has been performed in accordance with the TIA/EIA -222 -F standard and local code requirements based upon a wind speed of 75 mph fastest mile. 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 appreciate 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. v Structural analysis prepared by Jon W. McElroy, Engineer I/ JYK A � p Respectfully submitted by: a 1 , l I l q NO. 02111 0,,,i2,,,„„ s k.. r-,,,,r, Fn.: () i Douglas K. Pineo, P.E. (f f� ,`� ,,:s1.01$ i t t,' .s ' , . ... p r y Manager Structural Design � C . r s,otnnt.e �.'; RISA Tower Report - version 5.3.1.0 ILQV�C a_..1 VO;r :\ Slant +l- 45° Dual Polarized, Panel 63° / 18.5 dBi BXA- 185063/8CF 2° Mechanical specifications When ordering replace `__ "with connector type. Length 1238 mm 48.8 in Width 154 mm 6.1 in Radiation pattern1) � �� Depth 80 mm 3.2 in �' Depth with t- bracket 108 mm 4.3 in , _ o - 33) F z s 4) Weight 4.5 kg 10.0 Ibs 1a, u ° , � t "t 4) • 4) t , r , p .. Wind Area _o 400 Fore /Aft 0.19 m 2.1 ft Side 0.10 m 1.1 ft ro , ' l,, 35 3, ., 15 10 5 � Rated Wind Velocity (Safety factor 2.0) j/( { 4 >322 km /hr >200 mph N, 3 h3) 1 Tu - Wind Load @ 100 mph (161 km /hr) -. , �� ; Fore /Aft 288 N 65 Ibs 44; ' r ' x 'I, k u Side 170 N 38 Ibs 1a' L Antenna consisting of aluminum alloy with brass a ' feedlines covered by a UV safe fiberglass radome. Horizontal ` w:. Mounting and Downtilting Mounting brackets attach to a pipe diameter of 123 -Er; '- 1 r' 050 -102 mm (2.0 -4.0 in). IL ''m f,.- 5 Mounting bracket kit #26799997 � Downtilt bracket kit #26799999 1f ' �• The downtilt bracket kit includes the mounting LL ' L z ., 0 bracket kit. m r Amphenol Antel's Electrical specifications , 1 f" ' Exclusive 3T (True ,q Transmission Line Frequency Range 1850 -1990 MHz ,<r, „ Technology) Impedance 5052 w c/ 9Y Antenna Design: 3) r Connector(s) NE or E - DIN 1 a: • Watercut brass feedline assembly for 2 ports / center Vertical consistent performance. 1) VSWR <_ 1.4:1 • Unique feedline design eliminates the need Polarization Slant ± 45° for conventional solder joints in the signal path. f) Isolation Between Ports < - 30 dB • A non - collinear system with access to 1) Gain 18.5 dBi every radiating element for broad band - 2) Radiation patterns for all antennas are width and superior performance. Power Rating 250 W measured with the antenna mounted on t) Half Power Angle a fiberglass pole. • Air as insulation for virtually no internal signal loss. H - Plane 63 Mounting on a metal pole will typically E - Plane 7° improve the Front -to -Back ratio. This Arnphenol Antef antenna is under a five- ) Electrical Downtilt 2° year limited warranty for repair or replacement. t) Null Fit 5% Lightning Protection Direct Ground Antenna available with center -fed connectors only. Patented Dipole Design: U.S. Patent No. 6,597,324 B2 r 1) Typical values. CF Denotes a Center -Fed 2) Power rating limited by connector only. Connector. 3) NE indicates an elongated N connector. E -DIN indicates an elongated DIN connector. 4 ) The antenna weight listed above does not include Amphenot the bracket weight. of the antenna may be made without notice. Improvements to mechanical and/or electrical performance ' ` Amphenol Antel, Inc. 1300 Capital Drive Rockford, Illinois 61109 USA Tel. (815) 399 -0001 Revision Date: 7/11/07 Toll -Free (888) 417 -9562 Fax. (815) 399 -0156 antel @antelinc.com www.antelinc.com Slant ±45° Dual Polarized FET Panel 63° / 14.5 dBd 696 -900 MHz Mechanical specifications BXA- 70063/6CF Length 1804 mm 71.0 in When ordering replace "__ ` with connector type. Width 285 mm 11.2 in Depth 114 mm 4.5 in Radiation- pattern Depth with z- bracket 154 mm 6.1 in 750 r\41-17_ Weight 4 > 7.9 kg 17.0 Ibs Wind Area Fore /Aft 0.51 m 5.5 ft Wind Area Side 0.21 m 2.2 ft2 ,— �, } Max Wind Survivability >201 km /hr >125 mph -. Wind Load @ 100 mph (161 km /hr) Fore /Aft 753 N 169 lbf 1 1 Side 351 N 79 Ibf \ \. Antenna consisting of aluminum alloy with "'';, :' brass feedlines covered by a UV safe fiber- glass radome. Horizontal Mounting & Downtilting <, i Mounting hardware attaches to pipe diameter , t 050 -160 mm; 02.0 -6.3 in -..7- ti, r J Mounting Bracket Kit 36210002 `--_,r Downtilt Bracket Kit 36114003 Sr: Electrical specifications , Vertical Featuring our Exclusive Frequency Range 696 -900 MHz g Impedance 500 850 MH1 A•a —`= 3T T echnolog y Tm Antenna Design: Connector 3 > NE or E -DIN Female 2 ports / Center /"� ~ �\ VSWR 1) s 1.35:1 \- • Watercut brass feedline assembly for Polarization Slant ±45° g consistent performance. Isolation Between Ports" < 25 dB i • Unique feedline design eliminates the / Gain 1 ) 14.5 dBd ``` need for conventional solder joints in 16.5 dBi - -- the signal path. • A non - collinear system with access to Power Rating 2> 500 W every radiating element for broad band - Half Power Angle 1 ; Horizontal width and superior performance. Horizontal Beamwidth 63° • Air as insulation for virtually no internal Vertical Beamwidth 11° signal loss. Electrical downtilt 5> 0 Null fill t> 5% - , Lightning protection Direct ground l --. Warranty: — ~ ' This antenna is under a five-year limited Patented Dipole Design: U.S. Patent No. 6.608.600 B2 warranty for repair or replacement. 1) Typical values. 2) Power rating limited by connector only. 3) NE indicates an elongated N connector. E -DIN indicates an elongated DIN connector. 4j Antenna weight does not include brackets. Vertical 5) Add') downtilts may be available. Check website for details. Improvements to mechanical and -cr electrical performance of the antenna f�tl E10 may 5e made without nonce. h o 815.399.0001 • antel @antelinc.com • ww.antelinc.com Ar► #el 1 w 'M PnR-.a ir<.. logy CwGam' *W9-_\CCSI-JA \Q Product Data Sheet APX75- 866514 -CTO Optimizer® Dual Polarized Antenna, 698 -896, 65deg, 16.1dBi, 2m, FET, Odeg issaire fairft Product Description Wideband antenna for dense networks where site aspect is essential. Features /Benefits •Wideband performance 698 -896 MHz •High sidelobe suppression -Null fill •Dual polarization •High front -to -back ratio Technical Specifications Electrical Specifications Frequency Range, MHz 698 -896 0. Horizontal Beamwidth, deg 66 +/ -5 Vertical Beamwidth, deg 9 -12 Electrical Downtilt, deg 0 Gain, dBi (dBd) 16.1 (14) 1st Upper Sidelobe Suppression, dB >18 Upper Sidelobe Suppression, dB >18 Front -To -Back Ratio, dB >30 270 30 - 20 - 10 ' 40` Polarization Slant +/ -45 degrees VSWR 1.35:1 Isolation between Ports, dB >30 3rd Order IMP @ 2 x 43 dBm, dBc >150 Impedance, Ohms 50 Maximum Power Input, W 500 Lightning Protection Chassis Ground Connector Type (2) 7 -16 Long Neck DIN Female 180° Mechanical Specifications Vertical Pattern Dimensions - HxWxD, mm (in) 2082.8 x 311.2 x 120.7 (82 x 12.25 x 4.75) Weight w/o Mtg Hardware, kg (Ib) 14.0 (30.8) 0 .. 1 Survival Wind Speed, km /h (mph) 200 (125) Rated Wind Speed, km /h (mph) 160 (100) Max Wind Loading Area, m' (ft') 0.65 (6.95) Radome Material ASA Plastic Radome Color Light Grey RAL7035 Mounting Hardware Material Diecasted Aluminum m Ordering Information 1 Mounting Hardware APM40 -:3 270° -30 - 40 90` 5 1 Mounting Hardware Weight, kg (Ib) 5.4 (11.9) b. 5 1 80` o ■ • • • . . t • 1 ;, Other Documentation APM40 Series Datasheet APM40 Series Installation Instructions E ai m j ffi I O i L. E Oi RFS The Clear Choice ® APX75 - 866514 -CTO Rev: — Print Date: 19.02.2010 Please visit us on the internet at http: /lwww.rfsworld.coml Radio Frequency Systems D...g- 4 co,p0a\ _ _ . , DECIBEL' 9850.9990 MHz !#ase Station Antennas 161 d6i, Directed Dipole Antenna MaxFRP 1850 -1990 MHz dB Director® . u ionat a taiuffiitef=t3# g:sctt nd offs and id aaty .2C:, tY _ p =ad sea _ - - ' - Dw p e ' y ' ? �Jn pn$fite fofeas: _ ava"'fs r _ • 11) K 373'. _` �' e( ` 9r • itle `a:::-,�t3 i " � �60♦i ka w.a,'�Olyys �,. .la Vv i `lt Fr i Ni. 11gy . 704. ' _ . iai:: Azimuth 1850MFiz (rtr2) '- Vertical 4850 MHz (r. t=z) - at sad ' isa= .. fit► ;4 ;111 1, ` , - - llo- ,N j 7a - - Haizonta11850 MHz (Tile =2) - ELECTRICAL MECHANICAL Frequency (MHz): 1850 -1990 Weight 85 as (3.9 hal Poiarisatioo: Ve16ca1 Dimensions (LxWxfl): 48 X 3S X 7 in . - Gala (dildldBi): 14116.1 (1219 X 89 X 178 rem) Azimuth SW: es* Max. Wind Area: 1.18IP(0.11 in9 Elevation 13W: 8• Marc Wind toad (R 10Or ph): 65 t((289 N) Beam Tilt 2- Max. Wind Speed: 125 mph (201 koW14 UStS (d6): > T8 Radiator Material: low toss Circa Board Hun RIP (d13): 15 Reflector Material: Aianiaan . Front-to Back Ratio' (dB): 40 Ratiane Material: ABS. ITV Resistant YSWR: <1131 Mounting Hardware Material: GMm anized Steel 1M Suppression - Two 20 Watt Carriers: 450 dee Cainector Type: 7 -16 DIN- Female (Bottom) 50 Ohms - tigld �y Impedance: Max input Power 250 Water Standard Mounting Hardware: 013390 Pipe Mount Kit, included Lightning Protection: DC Ground DorrntiIt Mounting Hardware: D135098, optional e • Electrical Tit 8- 4•.6 . Opt Mounting Hardware: 065094 -AZ Aanutr Wall Mount 8635 err Carew Fax: 214.631 -47t>6 Date: 4/2912004 - .. 8635 Slermror� Freeway Toll Free Tel: 1.800676.5342 In.:Totes Typical Values ANDREW Dallas. Texas 3 00 www lie Tel: A 75247-3701 l aadrr.�r oom� rfhterlutandrew rnm - x IMPORTANT If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). DISCLAIMER This Certificate of Insurance does not constitute a contract between the issuing insurer(s), authorized representative or producer, and the certificate holder, nor does it affirmatively or negatively amend, extend or alter the coverage afforded by the policies listed thereon. ACORD 25 (2009/01) ti S r s NOTEPAD HOLDER CODE BELLAT2 CONST10 PAGE 3 • INSUREDS NAME Construction Services of OP ID PR DATE 03/03/10 executed prior to a loss, as per policy forms in effect on the date of the issuance of this certificate. � 1 ACCORD- CERTIFICATE OF LIABILITY INSURANCE OP ID PR DATE (MM /OD /YYYY) `..�� CONST10 03/03/10 PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE Smith Brothers Insurance, Inc . HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR 68 National Drive ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Glastonbury CT 06033 Phone: 860 - 652 - 3235 Fax: 860 - 652 - 3236 INSURERS AFFORDING COVERAGE NAIC # INSURED INSURER A: Netherlands Insurance Company 24171 Construction Services of INSURER B: First Mercury Insurance Co. 10657 Branford LLC DBA CSB Communications INSURER C: Ace USA 22667 63 -3 North Branford Road INSURER D: Branford CT 06405 INSURER E: COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. 1NSAADD'L POLICY NUMBER POLIO EFFECTIVE POLICY EXPIRATION LTR INSRD TYPE OF INSURANCE DATE (MMIDO /YYYY) DATE (MM /DOIYYYY) LIMITS GENERAL LIABILITY EACH OCCURRENCE $1,000,000 - DAMAGE I O HEN 1 EU $ X COMMERCIAL GENERAL LIABILITY EPNY000233 01 /01 /10 01 /01 /11 PREMISES (Ea occurence) $50,000 CLAIMS MADE X OCCUR MED EXP (Any one person) $5,000 PERSONAL& ADV INJURY $ 1, 000, 000 GENERAL AGGREGATE $2,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS - COMP /OP AGG $ 1,000,000 I POLICY X PRO- LOC -- - - JECT AUTOMOBILE LIABILITY A X ANY AUTO BA 8564630 12/31/09 12/31/10 COMBINED SINGLE LIMIT $ 1, 000 000 CO accident) r ALL OWNED AUTOS BODILY INJURY SCHEDULED AUTOS (Per person) $ X HIRED AUTOS BODILY INJURY X NON -OWNED AUTOS (Per accident) _ -� PROPERTY DAMAGE (Per accident) GARAGE LIABILITY AUTO ONLY - EA ACCIDENT $ ANY AUTO OTHER THAN EA ACC $ AUTO ONLY: AGG $ EXCESS / UMBRELLA LIABILITY EACH OCCURRENCE $10,000,000 $ X OCCUR CLAIMS MADE EXNY000344 01 /01 /10 01 /01 /11 AGGREGATE $10,000,000 DEDUCTIBLE $ RETENTION $ $ WORKERS COMPENSATION X TORY LIMITS OT AND EMPLOYERS' LIABILITY ER C ANYPROPRIETOR /PARTNER /EXECUTIVES NWC C45893297 01 /01 /10 01 /01 /11 E.L.EACHACCIDENT $1,000,000 OFFICER /MEMBER EXCLUDED? i f (Mandatory in NH) E.L. DISEASE - EA EMPLOYEE $ 1, 000, 000 If yes, describe under SPECIAL PROVISIONS below E.L. DISEASE - POLICY LIMIT $ 1,000,000 OTHER A Installation Float CBP 8563930 12/31/09 12/31/10 2,000,000 Property of Others DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES / EXCLUSIONS ADDED BY ENDORSEMENT / SPECIAL PROVISIONS Re: Removing 6 Antenna Panels and replacing them with 6 upgraded Antenna Panels, on an existing telecommunications tower by Verizon Wireless, Atwood Drive, Northampton, MA. Crown Castle USA Inc. is an Additional Insured as respects to General Liability only when required by written contract, ** *SEE NEXT PAGE ** CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION BELLAT2 DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MAIL 30* DAYS WRITTEN Bell Atlantic Mobile of NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO DO SO SHALL Massachusetts Corporation, Ltd IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER, ITS AGENTS OR d /b /a Verizon Wireless 99 East River Drive REPRESENTATIVES. East Hartford, CT 06108 AUT ARIZ REPRESENTATIVE ACORD 25 (2009/01) © 1988-2009 ACORD CORPOR TION. All rights reserved. The ACORD name and logo are registered marks of ACORD f'*!)' ?'` ET lee ernm&ite.veait 01,./(ezzackiselL Board of Building Regulations and Standards Construction Supervisor License License: CS 98294 Expiration: 10/11/2011 Tr# 98294 Restriction: 00 ADRIEN PARADIS III 67 FRANKLIN AVE PLAINVILLE, CT 06062 Commissioner C O 1 V 3530 Toringdon Way AS L E Suite 300 Tel: 704 405.6600 Charlotte, NC 28277 www.crowncastle.com Tuesday March 16, 2010 RE: Crown Castle USA Inc., Letter of Authorization (LOA) Crown Castle USA Inc.,, does hereby authorize Verizon Wireless 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 USA Inc., existing wireless communications facility described as follows: Customer Site Northampton 2 MA Crown Castle Site ID Number: BU# 800530 Name: Site Address: Atwood Drive Crown Site Northampton, MA Name: MA Northampton II This authorization is fully contingent upon Verizon Wireless and Verizon Wireless's auhorized contractors /agents' compliance with the following conditions: 1. Crown Castle USA Inc., must review the application prior to submittal. Crown Castle USA Inc., 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 USA Inc., 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 USA Inc., indicates that changes are required, submissions shall be altered in accordance with Crown Castle USA Inc., comments prior to submission to the locality. Verification of corrections should also be accomplished via emails and attachments. 2. In no event may Verizon Wireless encourage, suggest, participate in, or permit the imposition of any restrictions or additional obligations whatsoever on the tower site or Crown Castle USA Inc., 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 zoning /entitlement decision rendered by the locality and any /all conditions placed on that decision shall be communicated in detail to Crown Castle USA Inc., 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 USA Inc., shall verify the inclusion of appropriate conditions of approval in the construction drawing redline process. 5. Crown Castle USA Inc., 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. Crown Castle USA Inc Signature: Printed Name: Paul Hughey Title: Property Specialist 704 405 -6571 ✓ ' ' The Commonwealth of Massachusetts Department of Industrial Accidents Office of Investigations 600 Washington Street 1 1:r= Boston, MA 02111 www.mass.gov/dia Workers' Compensation Insurance Affidavit: Builders /Contractors/Electricians /Plumbers Applicant Information "` r Please Print Legibly Name ( Business /Organization/Individual): �, fl fLt he Th 1 ' 6 �i �( �' J Lei y:,(cf\ �c\ t Address: ( cam Inc; - h c�1,�v City/State /Zip: c , -.,n6 — 1 (T . t (;t:;k-fu'7 Phone. #: Are you an employer? Check the appropriate box: Type of project (required): 1.gI am a employer with ?i..-2) 4• ❑ I am a general contractor and I employees (full and/or part - time).* have hired the sub - contractors 6. New construction listed on the attached sheet. 7. ❑ Remodeling 2. ❑ I am a 'sole proprietor or partner- ship and have no employees These sub - contractors have 8. ❑ Demolition working for me in any capacity. employees and have workers' 9. ❑ Building addition [No workers' comp. insurance comp. insurance.* 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 . 11.0 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' 13.0 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 that 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. Insurance Company Name: 4 Policy # or Self-ins. Lic. #: \ Cs t Lj'3 ` O 3 4-c-vi Expiration Date: r,1 101 I ao1 Job Site Address: A +IA City/ State /Zip: ■k?c 1 M i 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 D IA for insurance coverage verification. I do hereby certl under the pains and penalties of perjury that the information provided above is true and correct. ,Signature: VoA ?t,7y Qfk • Date: c? / ( • phone #: (j.(z) t- I`6`6 - C.)i 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 #: Version1.7 Commercial Building Permit May 15, 2000 SECTION 10- STRUCTURAL PEER REVIEW (780 CMR 110.11) Independent Structural Engineering Structural Peer Review Required Yes Q No SECTION 11 OWNER AUTHORIZATION - TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING: PERMIT See attached Letter of Authorization , as Owner of the subject property hereby authorize to act on my behalf, in all matters relative to work authorized by this building permit application. Signature of Owner Date Ellen W. Freyman on behalf of Bell Atlantic Mobile of Massachusetts Corporatiotd , Ltd ; 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. Sicned under the pains and penalties of perjury. Ellen W. Freyman Print Name t y� b q — •��,. { "' ► 0 Signa' iwned gent thorized agent Date SECTION 12 - CONSTRUCTION SERVICES 10.1 Licensed Construction Supervisor: Cons . Svcs . of Branford, LLC Not Applicable E] Name of License Holder : ] V t' ke .l'1 r\ C(� t 1 C a'53R U License Number 163 -3 North Branford Road, Branford, CT 06405 111 1 lid j 11 J 30\ 1 Address Expirati Date 488 -0712 Si ture __ Telephone C S -WO ERS' COMPENSATION NCE 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 ® No 0 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 I Expiration Date Signature Telephone 9.2 Registered Professional Engineer(s): Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date 1 Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date 9.3 General Contractor C � �' Z � t Not Applicable ❑ Company Name: (� 4 ok Tien PC'r Responsible In Charge of Construction Address a 6 c ? t )._ Signature Telephone Version1.7 Commercial Building Permit May 15, 2000 8.: NORTHAMPTON.ZONING Existing Proposed Required by Zoning This column to be filled in by Building Department Lot Size I I I I I Frontage 1 I II Setbacks Front 1 1 I I Side L:I I R:I 1 L:I I R:I 1 I I I I Rear 1 I 1 1 Building Height [ 1 I I 1 I Bldg. Square Footage 1 I I 1 Open Space Footage 1 I 1 I % 1 1 1 1 I (Lot area minus bldg & paved parking) # of Parking Spaces 1 I I I I Fill: (volume & Location) A. Has a Special Permit /Variance /Finding ever been issued for /on the site? NO 0 DONT KNOW Q YES 0 • IF YES, date issued: IF YES: Was the permit recorded at the Registry of Deeds? NO 0 DONT KNOW O YES 0 IF YES: enter Book Page and /or Document # B. Does the site contain a brook, body of water or wetlands? NO O DONT KNOW Q YES Q IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained O Obtained O , Date Issued: C. Do any signs exist on the property? YES O NO IF YES, describe size, type and location: D. Are there any proposed changes to or additions of signs intended for the property ? YES O 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 0 N O IF YES, then a Northampton Storm Water Management Permit from the DPW is required. 1 1 Versionl.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 12 Brief Description Verizon Wireless is removing 6 antenna panels and replacing them with 6 upgraded antenna Of Proposed Work: panels, on 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 1 ❑ A -4 ❑ A -5 ❑ 1B ❑ B Business ❑ 2A ❑ E Educational ❑ 2B I ❑ F Factory ❑ F -1 ❑ F -2 ❑ 2C ❑ H High Hazard ❑ 3A ❑ 1 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 ❑ Spec M Mixed Use ❑ Specify: j S Special Use is Specify: Cell Site COMPLETE THIS SECTION IF EXISTING BUILDING UNDERGOING RENOVATIONS, ADDITIONS AND /OR CHANGE IN USE Existing Use Group: ) Proposed Use Group: b — - __...______. Existing Hazard Index 780 CMR 34): j Proposed Hazard Index 780 CMR 34): [ _ . ___ ii SECTION 6 BUILDING HEIGHT AND AREA BUILDING AREA EXISTING PROPOSED NEW CONSTRUCTION OFFICE USE ONLY Floor Area per Floor (sf) 1 — – nd I 2nd —. 1 2 ......._.. 1 3 rd 3rd... _ -._... - -- -- - - - --- I 4 — 4th __ - --- Total Area (sf) [ 1 Total Proposed New Construction . (sf) Total Height (ft) Total Height ft 1_, 7. Water Supply (M.G.L. c. 40, § 54) 7.1 Flood Zone Information: 7.3 Sewage Disposal System: Public ❑ Private ❑ Zone r _ _._ Outside Flood ZoneD Municipal ❑ On site disposal system❑ Versionl.7 Commercial Building Permit Ma> 15, 2000 4 s '"rtmerrt ' j 6 Ln i City of Northampton 5 �b Building Department Cue , 0: f �_ - 3 212 Main Street _ _Room 100 V1ateabi"" Northampton, MA 01060 e' phone 413- 587 -1240 Fax 413- 587 - 1272 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 Property Address: This section to be completed by office Atwood Drive, Northampton Map 3.. L ot Uni Zone Overlay District Elm St. District CB! District SECTION 2 - PROPERTY OWNERSHIP /AUTHORIZED AGENT 2.1 Owner of Record: !Crown Castle USA Inc. d 3530 Toringdon Way, Suite 300, Charlotte, NC d Name (Print) Current Mailing Address: (704) 405-6600 Signature See attached Letter of Authorization Telephone 2.2 Authorized Agent: Bell Atlantic Mobile of Massachusetts 99 East River Drive, East Hartford CT 06108 �+ Name (Print) Corporation, Ltd. d b a Current Mailin• Address: ILI9r irf,, c., Ver _ _ Wireless J' / ' Q( /�' (413) 737 -1131 / 4 ' , Signature b • r _ � Telephone A ' • aut or ze.i}:ent SECTION 3 - ESTIMATED • NS • TION COSTS Item Estimated Cost (Dollars) to be Official Use Only completed by permit applicant 1. Building ) O (a) Building Permit Fee 2. Electrical ( I (b) Etal of Construct stimated To from Cost (6) 3. Plumbing Building Permit Fee 4. Mechanical (HVAC) 5. Fire Protection 6. Total = (1 + 2 + 3 + 4 + 5) 1 Check Number 74,/ //e/ This Section For Official Use Only Building Permit Number Date Issued Signature: Building Commissioner /Inspector of Buildings Date File # BP- 2010 -0914 APPLICANT /CONTACT PERSON SHATZ, SCHWARTZ & FENTIN, PC ADDRESS /PHONE 1441 MAIN ST SPRINGFIELD (413) 737 -1131 PROPERTY LOCATION ATWOOD DR MAP 39 PARCEL 060 001 ZONE GB(100) / /WP 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: REMOVE & REPLACE 6 VERIZON ANTENNA PANELS ON EXISTING TOWER New Construction Non Structural interior renovations Addition to Existing Accessory Structure Building Plans Included: Owner/ Statement or License 98294 3 sets of Plans / Plot Plan THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFORMATION PRESENTED: Approved 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 . t t/2 2. 16 Signa re of Building 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- 2010 -0914 GIS #: COMMONWEALTH OF MASSACHUSETTS ic: 39 -060 } CITY OF NORTHAMPTON Lot: -001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) Category: BUILDING PERMIT Permit # BP- 2010 -0914 Project # JS- 2010- 001351 Est. Cost: $15000.00 Fee: $90.00 PERMISSION IS HEREBY GRANTED TO: Const. Class: Contractor: License: Use Group: CONSTRUCTION SERVICES OF BRANFORD LLC 98294 Lot Size(sq. ft.): 194756.76 Owner: ATWOOD DRIVE LLC Zoning: GB(100) //WP Applicant: SHATZ, SCHWARTZ & FENTIN, PC AT: ATWOOD DR Applicant Address: Phone: Insurance: 1441 MAIN ST (413) 737 -1131 WC SPRINGFIELDMA01103 ISSUED ON:4/27/2010 0:00:00 TO PERFORM THE FOLLOWING WORK: REMOVE & REPLACE 6 VERIZON ANTENNA PANELS ON EXISTING 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 4/27/2010 0:00:00 $90.00 212 Main Street, Phone (413) 587 -1240, Fax: (413) 587 -1272 Building Commissioner - Anthony Patillo