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Miscellaneous - 691 JOHNSON STREET 4/30/2018
/ Johnson St,691' Map 38 Parcel 29 rr structural Structural Components, LLC Voice: 866-386-7622 1 G 11611 E 51 s'Ave. Fax: 303-962-3577 C0rn*%^nentS Denver,CO 80239 FW n ;f�xvjj Bringing n ADTogmhcr. March 7, 2016 n Mikala Mann �J InSite Towers, LLC J01184�� e 1199 N. Fairfax St. Suite 700 Alexandria,VA 22314 u Re: Structural Analysis Report Irr f, Structure: 185ft OHN Monopole U V " "144JI Site Address: J011rJohnson Street, North Andover, MA 01845(Essex County) Latitude: 42.6621°N, Longitude: 71.0998*W Site Name: InSite Towers, LLC—North Andover Massachusetts Bay Transportation Authority—North Andover-Clay Pit Hill Site Number: InSite Towers, LLC—MA708 SC Number: 160171 Status: Structure Passes(85%Capacity) f1 Foundation Passes Dear Ms.Mann: f-I Per your request, Structural Components, LLC has completed a structural analysis for the above i referenced project to verify the tower's com liance to the following design criteria: u TIA-222-G Standard: Structural Standard for Antenna Supporting Structures and Antennas u Building Code: 2009 International Building Code Massachusetts State Building Code 8th Edition Design Basic Wind Speed without Ice: 110 mph 3-second gust r1 Design Basic Wind Speed with Ice: 50 mph 3-second gust loe Thickness: 1.0"radial Serviceability Basic Wind Speed: 60 mph 3-second gust Exposure Category: C Topographic Category: 3 Crest Height: 21 Oft Structure Class: II Seismic Site Class: D, Ss=0.323* S,=0.074 Seismic Design Category: C *.Per TIA-222-G, SSs1.00 therefore seismic analysis not required. n Please refer to the following structural analysis report, which gives complete details of the tower loading, results, information provided, and necessary assumptions. u We trust you find this report satisfactory. Please do not hesitate to contact us if you should have any n questions or concerns. �+ Best Regards, Structural Components, LLC !� H OF Af4S Wesley Culver, P.E. dos Massachusetts P.E.#50151 WESLEyp m v CULVER ISMCIVIL ti NO.50151 U F 1STEIR�O �N rf181) n Structural Analysis Report March 7, 2016 E 185ft ROHN Monopole North Andover(MA 708), MA 2 Fl 1 LOADING CONFIGURATION Li The following antennas, mounts,transmission lines, and other appurtenances were considered for the structural analysis. Elev. Appurtenance Line I/0(2) Notes (3) CommScope LNX-6515DS-A1 M Panels w/Pipe Mounts n (3) Ericsson AIR21 62A/134P Panels w/Pipe Mounts (12) 1-1/4"TX T-Mobile 130.0 (3) Ericsson AIR21 134A/13213 Panels w/Pipe Mounts (1) 1-1/2" Hybrid I Existing !J (3) Ericsson RRUS11-1312 (3) Andrew ATMAA1412 D-1 A20 TMAs 177 1 Low Profile Platform Mount LP 301-1 Li: Massachusetts (1) CommScope DB224-B(4)Element Dipole Bay 100.0 (1) Side Arm Mount w/Collar (1) 1-1/4"TX O Transportation n Authority Proposed Li 1) Elevations reference centerline of panel, yagi, and dish antennas, and base of whip antennas, in relation to the base of the tower. E2)1/0" designates whether the lines are placed inside or outside of the pole. 2 RESULTS n The analysis was performed using tnxTower v7.0.5.1 a structural analysis program developed by Tower Numeric Inc. specifically for the communication tower industry. u 2.1 TOWER MEMBER STRESS LEVELS The tower has the following stress ratios in its structural members. Elev. ftMember Stress Ratio 0-185 Monopole Shaft 0.54 0Base Plate 0.48 0 Anchor Rods 0.85 Stress ratio (SR)criteria: SR< 1.00 is completely within code limits. SR< 1.05 is considered within acceptable tolerance of code limits. SR> 1.05 is outside acceptable tolerance of code limits and requires structural modifications. 2.2 FOUNDATION REACTIONS The reactions listed below are for the design wind speed listed. Current Current No Ice Iced E Reaction T e Reactions Reactions Foundation Status Moment ft-kis 4312.8 1151.0 Shear kis 49.1 12.8 Passes* Axial kis 48.9 86.4 *See Appendix A for full foundation calculations. Li 2.3 TOWER DEFLECTION The deflections are listed below for critical tower elevations usina the serviceability wind speed listed. Elev. Displacement Sway Twist `� ft in de de 100.0 4.654 0.4184 0.0003 n u ri Structural Components,LLC phone: 866-386-7622 u 11611 E 51"Ave fax: 303-962-3577 Denver, CO 80239 www.StructuralComponents.net n u Structural Analysis Report March 7, 2016 r' 185ft ROHN Monopole North Andover(MA 708), MA 3 3 PROVIDED INFORMATION AND ASSUMPTIONS Information about the tower was provided by InSite Towers, LLC. Structural Components, LLC did not visit this site. 17 Data Document Author Date File Structural Analysis Report NB+C Engineering Services, LLC 06/25/2015 27126 L-' Tower Original Tower Drawings& ROHN Products, LLC 04/22/2014 209929 Structural Calculations r7 Existing Structural Letter FDH Engineering, Inc. 08/18/2014 146ANL1400 and Structural Analysis Report NB+C Engineering Services, LLC 06/25/2015 27126 Proposed Customer Application InSite Towers/Massachusetts Bay 01/18/2016 MA708 Loads Transportation Authority 177 Structural Analysis Report NB+C Engineering Services, LLC 06/25/2015 27126 L Foundation Original Foundation ROHN Products, LLC 04/22/2014 209929 Drawings&Structural Calculations �, Soil Geotechnical Evaluation of FDH Engineering, Inc. 01/23/2014 1310671600 Subsurface Conditions u The following assumptions were made in order to complete the analysis. These assumptions must be n checked. If they do not accurately represent the existing or proposed tower,foundation, soil, and loading L, conditions,we must be notified so that we can make the appropriate changes to our analysis, conclusions, and recommendations. LC 1. The tower and foundation are constructed as shown in the provided drawings, previous structural analysis reports, mapping reports, photos, and/or other documents. 2. The tower and foundation are in good condition with no corrosion, damage or fatiguing issues which n could reduce the carrying capacity of the tower. Il J 3. The tower has been properly maintained in accordance with industry standards. 4. The tower and foundation have not been modified except as indicated in the provided information or in this report. LJ 4 CONCLUSIONS To the best of our knowledge and belief the tower and foundation satisfy the requirements of the F, applicable codes and standards having jurisdiction over the work for the loadings and conditions as Li outlined in this report. Structural modifications are not required at this time. n L F C t-? LJ n L Structural Components,LLC phone: 866-386-7622 11611 E 51 f Ave fax: 303-962-3577 Denver,CO 80239 www.StructuralComponents.net r-i u 7 ij Structural Analysis Report March 1, 2016 r' 185ft ROHN Monopole L, North Andover(MA 708), MA A n Li E Li Li E F APPENDIX A Tower Profile and Calculations Li E E E Li u n tj n U C Structural Components,LLC phone: 866-386-7622 E 11611 E51"Ave fax: 303-962-3577 Denver,CO 80239 www.StructuralComponents.net E 185.0 ft DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Ericsson AIR21 B2A/B4P Panels w/ 130 Ericsson AIR21 B2A/B4P Panels w/ 130 Pipe Mounts(T-Mobile) Pipe Mounts(T-Mobile) Ericsson AIR21 B4A/B2P Panels w/ 130 Ericsson AIR21 B4A/B2P Panels w/ 130 o v < N Pipe Mounts(T-Mobile) Pipe Mounts(T-Mobile) Andrew ATMAA1412 D-1A20 TMA 130 Andrew ATMAA1412 D-1A20TMA 130 (T-Mobile) (T-Mobile) Ericsson RRUS 11-B12(T-Mobile) 130 Ericsson RRUS 11-B12(T-Mobile) 130 CommSoope LNX-6515DS-AlM 130 CommScope LNX-6515DS-AlM 130 Panels w/Pipe Mounts(T-Mobile) Panels w/Pipe Mounts(T-Mobile) Ericsson AIR21 B2A/B4P Panels w/ 130 Low Profile Platform(T-Mobile) 130 Pipe Mounts(T-Mobile) DB224-B 4 Element Dipole 100 143.9 ft Ericsson AIR21 B4A/B2P Panels w/ 130 (Massachusetts Bay Transportation Pipe Mounts(T-Mobile) Authority) Andrew ATMAA1412 D-1 A20 TMA 130 Side Arm Mount w/Collar 100 (T-Mobile) (Massachusetts Bay Transportation Ericsson RRUS11-B12(T-Mobile) 130 Authority) 0 CommSwpe LNX-6515DS-AlM 130 N N ti) O N NPanels w/Pipe Mounts(T-Mobile) MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu 119.3 ft A572-65 165 ksi 180 ksi TOWER DESIGN NOTES 1. Tower is located in Essex County,Massachusetts. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 110 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower is also designed for a 50 mph basic wind with 1.00 in ice.Ice is considered to increase N in thickness with height. o o 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class II. 7. Topographic Category 3 with Crest Height of 210.00 ft 8. TOWER RATING:53.5% a 83.4 ft o p 4 r O N O < N O 41.2 It ALL REACTIONS ARE FACTORED AXIAL 86328 Ib SHEAR MOMENT S 1278816 1150935 lb-ft v g o m H N m O a � � TORQUE 550 lb-ft 50 mph WIND-1.0000 in ICE AXIAL 48874 Ib SHEAR� MOMENT 4908516 4312723 lb-ft 0.0 it TORQUE 1266 lb-ft REACTIONS-110 mph WIND m � - m o a E m r°n � m° c3 3 n Structural Components,LLlob: 160171 u 11611 E 51st Ave Project North Andover(MA 708) Denver, CO 80239 Client: InSite Towers,LL Drown by:S.Mukher'e App�d: i—i sctower.net Phone:866-386-7622 Code: TIA-222-G Date:03/07/16 Scale: NTS FAX:303-962-3577 Path: Dwg No.E-1 lu u b tnxTower Jo160171 Page1 of 11 n L-i Structural Components,LLC Project Date 11611 E51stAve North Andover(MA708) 14:06:38 03/07/16 n Denver,CO 80239 Client Designed by Phone:866-386-7622 InSite Towers, LLC Ll FAX:303-962-3577 S.Mu kherjee Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Essex County,Massachusetts. C Basic wind speed of 110 mph. Structure Class II. Exposure Category C. Topographic Category 3. Crest Height 210.00 ft. Nominal ice thickness of 1.0000 in. Ice thickness is considered to increase with height. F� Ice density of 56 pcf. L A wind speed of 50 mph is used in combination with ice. Temperature drop of 50°F. Deflections calculated using a wind speed of 60 mph. r7l A non-linear(P-delta)analysis was used. Li Pressures are calculated at each section. Stress ratio used in pole design is 1. nn Local bending stresses due to climbing loads,feed line supports,and appurtenance mounts are not considered. f LJ Options F1 Consider Moments-Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments-Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments-Diagonals Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification Use Clear Spans For Wind Area SR Leg Bolts Resist Compression Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice Bypass Mast Stability Checks Consider Feed Line Torque eJ Always Use Max Kz Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile Project Wind Area of Appurt. Use TIA-222-G Bracing Resist.Exemption n Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-G Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Poles U Secondary Horizontal Braces Leg Sort Capacity Reports By Component Include Shear-Torsion Interaction Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets I� SR Members Are Concentric L, 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 U LI 185.00-143.92 41.08 4.33 18 24.0000 32.7200 0.1875 0.7500 A572-65 (65 ksi) L2 143.92-119.25 29.00 4.92 18 31.4252 37.4200 0.3125 1.2500 A572-65 (65 ksi) n I i F-1 Job Page tnxTQwer 160171 2 of 11 u Structural Components,LLC Project Date 11611 E 51st Ave North Andover(MA708) 14:06:38 03/07/16 Denver,CO 80239 Client Designed by Phone:866-386-7622 InSite Towers, LLC FAX.-303-962-3577 S.Mukherjee 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 L3 119.25-83.42 40.75 5.75 18 35.7786 44.2400 0.3750 1.5000 A572-65 (65 ksi) L4 83.42-41.17 48.00 6.83 18 42.2961 52.2980 0.4375 1.7500 A572-65 (65 ksi) L5 41.17-0.00 48.00 18 49.9991 60.0000 0.5000 2.0000 A572-65 (65 ksi) Li Tapered Pole Properties C Section Tip Dia. Area I r C I/C J RIQ w w/t in in' in' in in in' in' in' in L1 24.3702 14.1714 1015.2211 8.4534 12.1920 83.2694 2031.7780 7.0871 3.8940 20.768 33.2248 19.3609 2588.7968 11.5490 16.6218 155.7475 5181.0000 9.6823 5.4287 28.953 n L2 32.8196 30.8599 3774.0374 11.0450 15.9640 236.4095 7553.0408 15.4329 4.9808 15.939 37.9973 36.8060 6402.9407 13.1732 19.0094 336.8309 12814.3066 18.4065 6.0359 19.315 L3 37.3672 42.1392 6672.9705 12.5683 18.1755 367.1400 13354.7214 21.0736 5.6370 15.032 44.9225 52.2103 12691.9994 15.5721 22.4739 564.7435 25400.6992 26.1101 7.1262 19.003 L4 44.1652 58.1258 12866.9448 14.8598 21.4864 598.8413 25750.8202 29.0684 6.6741 15.255 C 53.1048 72.0148 24469.9188 18.4105 26.5674 921.0511 48972.0358 36.0142 8.4344 19.279 L5 52.2160 78.5551 24316.8129 17.5722 25.3995 957.3718 48665.6225 39.2850 7.9198 15.84 60.9256 94.4265 42234.2974 21.1225 30.4800 1385.6397 84524.1679 47.2222 9.6800 19.36 Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) Ar Spacing Spacing Spacing Diagonals Horizontals Redundants ft fi in in in in L1 1 1 1 L 185.00-143.92 L2 1 1 1 143.92-119.25 L3 1 1 1 119.25-83.42 L4 83.42-41.17 1 1 1 L5 41.17-0.00 1 1 1 n L Feed Line/Linear Appurtenances - Entered As Round Or Flat � Description Sector Component Placement Total Number Start/End Width or Perimeter Weight Type Number Per Row Position Diameter ft in in plf f-i LDF6-50A(1-1/4 FOAM) A Surface Ar 100.00-0.00 1 1 0.000 1.5500 0.66 (Massachusetts Bay (CaAa) 0.000 u Transportation Authority) Safety Line 3/8 C Surface Ar 185.00-0.00 1 1 0.000 0.3750 0.22 (CaAa) 0.000 n Feed Line/Linear Appurtenances - Entered As Area i V Job Page tnxTvwer 160171 3 of 11 EStructural Components,LLC Project Date 11611 E51stAve North Andover(MA708) 14:06:38 03/07/16 Denver,CO 80239 Client Designed by Phone:866-386-7622 InSite Towers, LLC FAX.-303-962-3577 S.Mukherjee E, Description Face Allow Component Placement Total CAAA Weight C or Shield Type Number ft Leg Aft pl LDF6-50A(1-1/4 B No Inside Pole 130.00-0.00 12 No Ice 0.00 0.66 FOAM) 1/2"Ice 0.00 0.66 (T-Mobile) 1"Ice 0.00 0.66 C 1-1/2"Hybrid B No Inside Pole 130.00-0.00 1 No Ice 0.00 2.10 (T-Mobile) 1/2"Ice 0.00 2.10 1"Ice 0.00 2.10 EFeed Line/Linear Appurtenances Section Areas C Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face f f? f� f? ? Ib Ll 185.00-143.92 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 n C 0.000 0.000 1.541 0.000 9.04 Li L2 143.92-119.25 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 107.68 C 0.000 0.000 0.925 0.000 5.43 L3 119.25-83.42 A 0.000 0.000 2.570 0.000 10.94 B 0.000 0.000 0.000 0.000 359.05 C 0.000 0.000 1.344 0.000 7.88 L4 83.42-41.17 A 0.000 0.000 6.549 0.000 27.89 B 0.000 0.000 0.000 0.000 423.35 E C 0.000 0.000 1.584 0.000 9.29 L5 41.17-0.00 A 0.000 0.000 6.381 0.000 27.17 B 0.000 0.000 0.000 0.000 412.52 C 0.000 0.000 1.544 0.000 9.06 L Feed Line/Linear Appurtenances Section Areas - With Ice n, Tower Tower Face Ice AR AF CAAA CAAA Weight UUU Section Elevation or Thickness In Face Out Face ft Leg in f? ft ftp ftp lb L1 185.00-143.92 A 2.528 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 i C 0.000 0.000 22.308 0.000 377.28 u L2 143.92-119.25 A 2.535 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 107.68 �--� C 0.000 0.000 13.395 0.000 226.54 � � L3 119.25-83.42 A 2.545 0.000 0.000 10.976 0.000 220.69 LJ B 0.000 0.000 0.000 0.000 359.05 C 0.000 0.000 19.511 0.000 330.81 L4 83.42-41.17 A 2.551 0.000 0.000 28.055 0.000 565.86 �1 B 0.000 0.000 0.000 0.000 423.35 4 C 0.000 0.000 23.090 0.000 392.91 U L5 41.17-0.00 A 2.455 0.000 0.000 27.384 0.000 553.30 B 0.000 0.000 0.000 0.000 412.52 C 0.000 0.000 22.547 0.000 384.43 ✓u Feed Line Center of Pressure n i u ' Etnx PageJobTvwer 160171 4 of 11 CStructural Components,LLC Project Date 11611 E51stAve North Andover(MA708) 14:06:38 03/07/16 Denver,CO 80239 Client Designed by Phone:866-386-7622 InSite Towers, LLC EFAX.303-962-3577 S.Mukherjee E Section Elevation CP17 CPz CPr CPZ Ice ke ft in in in in Ll 185.00-143.92 0.0000 0.0553 0.0000 0.5798 L2 143.92-119.25 0.0000 0.0553 0.0000 0.6111 L3 119.25-83.42 -0.0967 -0.0017 -0.3108 0.4125 C L4 83.42-41.17 -0.1954 -0.0595 -0.6249 0.2190 L5 41.17-0.00 -0.1958 -0.0595 -0.6491 0.2297 E Shielding Factor Ka Tower Feed Line Description Feed Line Ka Ka E Section Record No. Se ment Elev. No Ice Ice L1 6 Safety Line 3/8 143.92- 1.0000 1.0000 185.00 L2 4 LDF6-50A(1-1/4 FOAM) 119.25- 1.0000 1.0000 100.00 L2 6 Safety Line 3/8 119.25- 1.0000 1.0000 143.92 Fl L3 4 LDF6-50A(1-1/4 FOAM) 83.42-100.00 1.0000 1.0000 L3 6 Safety Line 3/8 83.42-119.25 1.0000 1.0000 L4 4 LDF6-50A(1-1/4 FOAM) 41.17-83.42 1.0000 1.0000 L4 6 Safety Line 3/8 41.17-83.42 1.0000 1.0000 E n V Discrete Tower Loads f-1 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft 0 ft ft' fig Ib r ... f Ericsson AIR21 B2AB4P A From Face 3.50 0.0000 130.00 No Ice 6.63 5.50 110.00 r l Panels w/Pipe Mounts 6.00 1/2"Ice 7.10 6.21 170.00 (T-Mobile) 0.00 1"Ice 7.57 6.95 230.00 U Ericsson AIR21 B4AB2P A From Face 3.50 0.0000 130.00 No Ice 6.63 5.50 110.00 Panels w/Pipe Mounts -6.00 1/2"Ice 7.10 6.21 160.00 (T-Mobile) 0.00 1"Ice 7.57 6.95 230.00 Andrew ATMAA1412 A From Face 2.50 0.0000 130.00 No Ice 1.17 0.47 10.00 D-1A20TMA 6.00 1/2"Ice 1.31 0.57 20.00 (T-Mobile) 0.00 1"Ice 1.47 0.69 30.00 Ericsson RRUS 11-B 12 A From Face 2.50 0.0000 130.00 No Ice 2.99 1.25 50.00 (T-Mobile) 0.00 1/2"Ice 3.23 1.41 70.00 0.00 1"Ice 3.47 1.59 90.00 LJ CommScope A From Face 3.50 0.0000 130.00 No Ice 11.37 9.60 80.00 LNX-6515DS-AIM Panels 0.00 1/2"Ice 11.99 11.02 170.00 w/Pipe Mounts 0.00 1"Ice 12.61 12.29 260.00 (T-Mobile) U Job Page tnxT ower 160171 5 of 11 CStructural Components,LLC Project Date 11611 ESIstAve North Andover(MA7O8) 14:06:38 03/07/16 Denver,CO 80139 Client Designed by Phone:866-386-7622 InSite Towers, LLC S.Mukhe FAX.-303-962-3577 jree CDescription Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg� Lateral, Vert ft o ft fry ftp Ib ft ft *** Ericsson AIR21 B2A/B4P B From Face 3.50 0.0000 130.00 No Ice 6.63 5.50 110.00 Panels w/Pipe Mounts 6.00 1/2"Ice 7.10 6.21 170.00 (T-Mobile) 0.00 1"Ice 7.57 6.95 230.00 Ericsson AIR21 B4A/B2P B From Face 3.50 0.0000 130.00 No Ice 6.63 5.50 110.00 Panels w/Pipe Mounts -6.00 1/2"Ice 7.10 6.21 160.00 (T-Mobile) 0.00 1"Ice 7.57 6.95 230.00 Andrew ATMAA1412 B From Face 2.50 0.0000 130.00 No Ice 1.17 0.47 10.00 D-1A20 TMA 6.00 1/2"Ice 1.31 0.57 20.00 (T-Mobile) 0.00 1"Ice 1.47 0.69 30.00 Ericsson RRUS 1 I-B 12 B From Face 2.50 0.0000 130.00 No Ice 2.99 1.25 50.00 (T-Mobile) 0.00 1/2"Ice 3.23 1.41 70.00 0.00 1"Ice 3.47 1.59 90.00 CommScope B From Face 3.50 0.0000 130.00 No Ice 11.37 9.60 80.00 LNX-6515DS-A I M Panels 0.00 1/2"Ice 11.99 11.02 170.00 w/Pipe Mounts 0.00 1"Ice 12.61 12.29 260.00 LJ (T-Mobile) Ericsson AIR21 B2A/B4P C From Face 3.50 0.0000 130.00 No Ice 6.63 5.50 110.00 Panels w/Pipe Mounts 6.00 1/2"Ice 7.10 6.21 170.00 (T-Mobile) 0.00 1"Ice 7.57 6.95 230.00 Ericsson AIR21 B4A/B2P C From Face 3.50 0.0000 130.00 No Ice 6.63 5.50 110.00 Panels w/Pipe Mounts -6.00 1/2"Ice 7.10 6.21 160.00 (T-Mobile) 0.00 1"Ice 7.57 6.95 230.00 Andrew ATMAA1412 C From Face 2.50 0.0000 130.00 No Ice 1.17 0.47 10.00 D-1A20 TMA 6.00 1/2"Ice 1.31 0.57 20.00 (T-Mobile) 0.00 1"Ice 1.47 0.69 30.00 n Ericsson RRUS 11-B 12 C From Face 2.50 0.0000 130.00 No Ice 2.99 1.25 50.00 (T-Mobile) 0.00 1/2"Ice 3.23 1.41 70.00 0.00 1"Ice 3.47 1.59 90.00 CommScope C From Face 3.50 0.0000 130.00 No Ice 11.37 9.60 80.00 LNX-6515DS-A I M Panels 0.00 1/2"Ice 11.99 11.02 170.00 �--1 w/Pipe Mounts 0.00 1"Ice 12.61 12.29 260.00 (T-Mobile) Low Profile Platform A None 0.0000 130.00 No Ice 20.00 20.00 1200.00 (T-Mobile) 1/2"Ice 25.00 25.00 1500.00 1"Ice 30.00 30.00 1800.00 *** DB224-B 4 Element Dipole C From Face 1.00 0.0000 100.00 No Ice 4.40 4.40 38.00 (Massachusetts Bay 0.00 1/2"Ice 6.63 6.63 71.83 Transportation Authority) 11.00 1"Ice 8.87 8.87 119.45 Side Arm Mount w/Collar C From Face 0.50 0.0000 100.00 No Ice 0.75 0.75 21.00 (Massachusetts Bay 0.00 1/2"Ice 0.89 0.89 35.00 Transportation Authority) 0.00 1"Ice 1.07 1.07 50.00 C Load Combinations Comb. Description No. �--I 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg-No Ice n tnxTo.weh Job 160171 Page6 of 11 Structural Components,LLC Project Date 11611 E 51st Ave North Andover(MA708) 14:06:38 03/07/16 Denver,CO 80239 Client Designed by Phone:866-386-7622 InSite Towers, LLC LJ FAX-303-962-3577 S.Mukherjee CComb. Description No. 3 0.9 Dead+l.6 Wind 0 deg-No Ice L 4 1.2 Dead+l.6 Wind 30 deg-No Ice 5 0.9 Dead+l.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+l.6 Wind 90 deg-No Ice 9 0.9 Dead+1.6 Wind 90 deg-No Ice LJ 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 (-1 22 1.2 Dead+1.6 Wind 300 deg-No Ice 11 23 0.9 Dead+l.6 Wind 300 deg-No Ice Li 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+l.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0Ice+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+l.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+l.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+l.0 Temp 39 Dead+Wind 0 deg-Service C 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 C 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 deg-Service (-' Maximum Reactions LJ Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load lb Ib Ib Comb. Pole Max.Vert 26 86328.04 -0.00 0.01 Max.H, 21 36655.25 49083.02 -0.00 Max.H,, 2 48873.66 -0.00 49082.19 Max.Mx 2 4311877.97 -0.00 49082.19 Max.M, 8 4311912.89 -49082.19 -0.00 F tJ Job Page ttZxT6w,er 160171 7 of 11 n Structural Components,LLC Project Date 11611 E 51St Ave North Andover(MA7O8) 14:06:38 03/07/16 f-1 Denver,CO 80239 Client Designed by Phone:866-386-7622 InSite Towers, LLC FAX.-303-962-3577 S.Mukherjee Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load Ib Ib lb Comb. Max.Torsion 21 1266.31 49083.02 -0.00 Min.Vert 15 36655.15 -0.00 -49080.48 Min.H. 9 36655.25 -49083.02 -0.00 Min.H. 14 48873.66 -0.00 -49082.19 Min.M. 14 -4312248.40 -0.00 -49082.19 Min.M. 20 -4312213.48 49082.19 -0.00 Min.Torsion 9 -1266.31 -49083.02 -0.00 Tower Mast Reaction Summary LoadVertical Shear Shear Overturning Overturning Torque Combination Moment,M Moment,M, lb lb lb 1b-jt lb ft 16 ft Dead Only 40728.15 -0.00 0.00 149.69 123.30 0.00 1.2 Dead+1.6 Wind 0 deg-No 48873.66 0.00 -49082.19 -4311877.97 150.42 400 Ice 0.9 Dead+1.6 Wind 0 deg-No 36655.15 0.00 -49080.48 -4291156.71 112.33 -0.00 Ice 1.2 Dead+1.6 Wind 30 deg-No 48873.77 24542.53 -42508.91 -3734538.77 -2156092.40 632.62 F)I Ice 1__t 0.9 Dead+1.6 Wind 30 deg-No 36655.33 24542.50 -42508.85 -3716801.62 -2145863.01 633.16 Ice 1.2 Dead+1.6 Wind 60 deg-No 48873.77 42508.91 -24542.53 -2156060.22 -3734572.12 1095.72 �--1 Ice 0.9 Dead+1.6 Wind 60 deg-No 36655.33 42508.85 -24542.50 -2145839.53 -3716825.95 1096.63 Ice 1.2 Dead+1.6 Wind 90 deg-No 48873.66 49082.19 0.00 183.51 -4311912.89 1265.26 Ice n 0.9 Dead+1.6 Wind 90 deg-No 36655.25 49083.02 0.00 136.55 -4291552.39 1266.31 Ice L 1.2 Dead+1.6 Wind 120 deg- 48873.77 42508.91 24542.53 2156427.40 -3734574.04 1095.73 No Ice 0.9 Dead+1.6 Wind 120 deg- 36655.33 42508.85 24542.50 2146112.60 -3716827.35 1096.65 rNo Ice 1.2 Dead+1.6 Wind 150 deg- 48873.77 24542.53 42508.91 3734908.16 -2156094.32 632.61 No Ice 0.9 Dead+1.6 Wind 150 deg- 36655.33 24542.50 42508.85 3717076.31 -2145864.41 633.13 E No Ice 1.2.2Dead+1.6 Wind 180 deg- 48873.66 0.00 49082.19 4312248.40 150.42 0.00 No Ice 0.9 Dead+1.6 Wind 180 deg- 36655.15 0.00 49080.48 4291432.12 112.33 0.00 No Ice 1.2 Dead+1.6 Wind 210 deg- 48873.77 -24542.53 42508.91 3734908.06 2156395.11 -632.61 LJ No Ice 0.9 Dead+1.6 Wind 210 deg- 36655.33 -24542.50 42508.85 3717076.23 2146089.04 -633.13 No Ice 1.2 Dead+1.6 Wind 240 deg- 48873.77 -42508.91 24542.53 2156427.29 3734874.71 -1095.73 No Ice 0.9 Dead+1.6 Wind 240 deg- 36655.33 -42508.85 24542.50 2146112.52 3717051.90 -1096.65 No Ice C 1.2 Dead+1.6 Wind 270 deg- 48873.66 -49082.19 0.00 183.51 4312213.48 -1265.26 No Ice 0.9 Dead+1.6 Wind 270 deg- 36655.25 -49083.02 0.00 136.55 4291776.88 -1266.31 No Ice 1.2 Dead+1.6 Wind 300 deg- 48873.77 -42508.91 -24542.53 -2156060.11 3734872.80 -1095.72 l--1 No Ice 0.9 Dead+1.6 Wind 300 deg- 36655.33 -42508.85 -24542.50 -2145839.46 3717050.50 -1096.63 u U tnxTower Job Page 160171 8 of 11 Structural Components,LLC Project Date 11611 E51stAve North Andover(MA708) 14:06:38 03/07/16 C Denver,CO 80239 Client Designed by Phone:866-386-7622 InSite Towers, LLC FAX:303-962-3577 S.Mukherjee CLoadVertical Shear Shear Overturning Overturning Torque Combination Moment,M Moment,M lb lb lb lb ft Ib ft Ib ft Ice 1.2.2 Dead+1.6 Wind 330 deg- 48873.77 -24542.53 -42508.91 -3734538.67 2156393.20 -632.63 No Ice 0.9 Dead+1.6 Wind 330 deg- 36655.33 -24542.50 -42508.85 -3716801.55 2146087.65 -633.16 C No Ice 1.2 Dead+1.0 Ice+1.0 Temp 86328.04 0.00 -0.01 2804.81 2528.72 0.00 1.2 Dead+1.0 Wind 0 deg+1.0 86328.03 0.00 -12787.44 -1143963.43 2618.52 -0.01 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 deg+1.0 86328.04 6393.93 -11074.62 -990369.67 -570898.68 274.88 C Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 deg+1.0 86328.04 11074.62 -6393.94 -570525.97 -990742.59 476.12 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 deg+1.0 86328.03 12787.44 -0.00 2991.10 -1144336.42 549.79 Ice+1.0 Temp C 1.2 Dead+1.0 Wind 120 86328.04 11074.62 6393.93 576509.00 -990742.83 476.14 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 86328.04 6393.93 11074.62 996352.97 -570898.91 274.92 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 86328.03 0.00 12787.43 1149946.12 2618.51 0.04 deg+1.0 Ice+1.0 Temp L1 1.2 Dead+1.0 Wind 210 86328.04 -6393.93 11074.62 996352.84 576136.17 -274.85 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 86328.04 -11074.62 6393.93 576508.87 995979.93 -476.09 deg+1.O Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 86328.03 -12787.44 -0.00 2991.10 1149573.14 -549.76 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 86328.04 -11074.62 -6393.94 -570525.84 995979.70 -476.11 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 86328.04 -6393.93 -11074.62 -990369.54 576135.93 -274.89 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 40728.14 0.00 -8165.73 -715255.66 125.02 -0.00 Dead+Wind 30 deg-Service 40728.14 4082.87 -7071.73 -619408.98 -357579.83 105.62 Dead+Wind 60 deg-Service 40728.14 7071.73 -4082.87 -357550.92 -619437.91 182.94 Dead+Wind 90 deg-Service 40728.14 8165.73 -0.00 153.94 -715284.61 211.24 LJ Dead+Wind 120 deg-Service 40728.14 7071.73 4082.87 357858.82 -619437.93 182.94 Dead+Wind 150 deg-Service 40728.14 4082.87 7071.73 619716.90 -357579.85 105.62 Dead+Wind 180 deg-Service 40728.14 0.00 8165.73 715563.59 125.02 0.00 Dead+Wind 210 deg-Service 40728.14 -4082.87 7071.73 619716.90 357829.90 -105.62 Dead+Wind 240 deg-Service 40728.14 -7071.73 4082.87 357858.81 619687.97 -182.94 Dead+Wind 270 deg-Service 40728.14 -8165.73 -0.00 153.94 715534.65 -211.24 Dead+Wind 300 deg-Service 40728.14 -7071.73 -4082.87 -357550.91 619687.95 -182.94 Dead+Wind 330 deg-Service 40728.14 -4082.87 -7071.73 -619408.98 357829.88 -105.62 U Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error �--� Comb. lb lb lb lb lb lb 1 0.00 -40728.15 0.00 0.00 40728.15 -0.00 0.000% 2 0.00 -48873.78 -49085.17 -0.00 48873.66 49082.19 0.004% 3 0.00 -36655.33 -49085.17 -0.00 36655.15 49080.48 0.008% 4 24542.59 -48873.78 -42509.01 -24542.53 48873.77 42508.91 0.000% 5 24542.59 -36655.33 -42509.01 -24542.50 36655.33 42508.85 0.000% 6 42509.01 -48873.78 -24542.59 -42508.91 48873.77 24542.53 0.000% 7 42509.01 -36655.33 -24542.59 -42508.85 36655.33 24542.50 0.000% 8 49085.17 -48873.78 0.00 -49082.19 48873.66 -0.00 0.004% 1"1 9 49085.17 -36655.33 0.00 -49083.02 36655.25 -0.00 0.004% 10 42509.01 -48873.78 24542.59 -42508.91 48873.77 -24542.53 0.000% f 1� C WxTower Job Page 160171 9 of 11 CStructural Components,LLC Project Date 11611 E51stAve North Andover(MA708) 14:06:38 03/07/16 C Denver,CO 80239 Client Designed by Phone:866-386-7622 InSite Towers, LLC FAX.-303-962-3577 S.Mukherjee LJ Sum of Applied Forces Sum of Reactions Load PX Py PZ PX Py PZ %Error Comb. lb lb lb lb lb lb 11 42509.01 -36655.33 24542.59 -42508.85 36655.33 -24542.50 0.000% 12 24542.59 -48873.78 42509.01 -24542.53 48873.77 -42508.91 0.000% 13 24542.59 -36655.33 42509.01 -24542.50 36655.33 -42508.85 0.000% 14 0.00 -48873.78 49085.17 -0.00 48873.66 -49082.19 0.004% 15 0.00 -36655.33 49085.17 -0.00 36655.15 -49080.48 0.008% 16 -24542.59 -48873.78 42509.01 24542.53 48873.77 -42508.91 0.000% 17 -24542.59 -36655.33 42509.01 24542.50 36655.33 -42508.85 0.000% 18 -42509.01 -48873.78 24542.59 42508.91 48873.77 -24542.53 0.000% 19 -42509.01 -36655.33 24542.59 42508.85 36655.33 -24542.50 0.000% 20 -49085.17 -48873.78 0.00 49082.19 48873.66 -0.00 0.004% 21 -49085.17 -36655.33 0.00 49083.02 36655.25 -0.00 0.004% 22 -42509.01 -48873.78 -24542.59 42508.91 48873.77 24542.53 0.000% 23 -42509.01 -36655.33 -24542.59 42508.85 36655.33 24542.50 0.000% 24 -24542.59 -48873.78 -42509.01 24542.53 48873.77 42508.91 0.000% 25 -24542.59 -36655.33 -42509.01 24542.50 36655.33 42508.85 0.000% 26 0.00 -86328.04 0.00 -0.00 86328.04 0.01 0.000% 27 0.00 -86328.04 -12788.23 -0.00 86328.03 12787.44 0.001% 28 6394.11 -86328.04 -11074.93 -6393.93 86328.04 11074.62 0.000% n 29 11074.93 -86328.04 -6394.11 -11074.62 86328.04 6393.94 0.000% V 30 12788.23 -86328.04 0.00 -12787.44 86328.03 0.00 0.001% 31 11074.93 -86328.04 6394.11 -11074.62 86328.04 -6393.93 0.000% 32 6394.11 -86328.04 11074.93 -6393.93 86328.04 -11074.62 0.000% 33 0.00 -86328.04 12788.23 -0.00 86328.03 -12787.43 0.001% 34 -6394.11 -86328.04 11074.93 6393.93 86328.04 -11074.62 0.000% U 35 -11074.93 -86328.04 6394.11 11074.62 86328.04 -6393.93 0.000% 36 -12788.23 -86328.04 0.00 12787.44 86328.03 0.00 0.001% 37 -11074.93 -86328.04 -6394.11 11074.62 86328.04 6393.94 0.000% 38 -6394.11 -86328.04 -11074.93 6393.93 86328.04 11074.62 0.000% 39 0.00 -40728.15 -8166.63 -0.00 40728.14 8165.73 0.002% IJ 40 4083.31 -40728.15 -7072.51 -4082.87 40728.14 7071.73 0.002% 41 7072.51 -40728.15 -4083.31 -7071.73 40728.14 4082.87 0.002% 42 8166.63 -40728.15 0.00 -8165.73 40728.14 0.00 0.002% 43 7072.51 -40728.15 4083.31 -7071.73 40728.14 -4082.87 0.002% 44 4083.31 -40728.15 7072.51 -4082.87 40728.14 -7071.73 0.002% 45 0.00 -40728.15 8166.63 -0.00 40728.14 -8165.73 0.002% 46 -4083.31 -40728.15 7072.51 4082.87 40728.14 -7071.73 0.002% C 47 -7072.51 -40728.15 4083.31 7071.73 40728.14 -4082.87 0.002% 48 -8166.63 -40728.15 0.00 8165.73 40728.14 0.00 0.002% 49 -7072.51 -40728.15 -4083.31 7071.73 40728.14 4082.87 0.002% 50 -4083.31 -40728.15 -7072.51 4082.87 40728.14 7071.73 0.002% C Non-Linear Convergence Results CLoad Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 6 0.00000001 0.00000001 I'L+' 2 Yes 14 0.00007147 0.00007244 3 Yes 13 0.00011003 0.00012603 4 Yes 18 0.00000001 0.00008343 5 Yes 17 0.00000001 0.00014324 ("1 6 Yes 18 0.00000001 0.00008151 7 Yes 17 0.00000001 0.00013987 V 8 Yes 14 0.00007147 0.00009043 9 Yes 14 0.00005140 0.00007468 n 10 Yes 18 0.00000001 0.00008400 11 Yes 17 0.00000001 0.00014423 n tnxTower Job 160171 Page10 of 11 u Structural Components,LLC Project Date 11611 E 51st Ave North Andover(MA708) 14:06:38 03/07/16 n Denver,CO 80239 Client Designed by Phone:866-386-7621 InSite Towers, LLC U FAX.-303-962-3577 S.Mukherjee n I Li 12 Yes 18 0.00000001 0.00008204 13 Yes 17 0.00000001 0.00014079 14 Yes 14 0.00007147 0.00007245 r1 15 Yes 13 0.00011003 0.00012604 16 Yes 18 0.00000001 0.00008206 + 17 Yes 17 0.00000001 0.00014080 18 Yes 18 0.00000001 0.00008401 19 Yes 17 0.00000001 0.00014424 20 Yes 14 0.00007147 0.00009044 21 Yes 14 0.00005140 0.00007468 22 Yes 18 0.00000001 0.00008152 23 Yes 17 0.00000001 0.00013988 E 24 Yes 18 0.00000001 0.00008344 25 Yes 17 0.00000001 0.00014325 26 Yes 6 0.00000001 0.00000001 27 Yes 15 0.00000001 0.00012482 28 Yes 16 0.00000001 0.00007641 ` 29 Yes 16 0.00000001 0.00007601 L 30 Yes 15 0.00000001 0.00012533 31 Yes 16 0.00000001 0.00007729 32 Yes 16 0.00000001 0.00007683 r1 33 Yes 15 0.00000001 0.00012598 34 Yes 16 0.00000001 0.00007712 U 35 Yes 16 0.00000001 0.00007758 36 Yes 15 0.00000001 0.00012581 37 Yes 16 0.00000001 0.00007630 38 Yes 16 0.00000001 0.00007670 39 Yes 13 0.00000001 0.00003761 40 Yes 13 0.00000001 0.00003318 41 Yes 13 0.00000001 0.00003149 42 Yes 13 0.00000001 0.00003785 43 Yes 13 0.00000001 0.00003380 44 Yes 13 0.00000001 0.00003188 45 Yes 13 0.00000001 0.00003764 46 Yes 13 0.00000001 0.00003188 47 Yes 13 0.00000001 0.00003381 48 Yes 13 0.00000001 0.00003786 49 Yes 13 0.00000001 0.00003150 50 Yes 13 0.00000001 0.00003318 U Maximum Tower Deflections - Service Wind CSection Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 185-143.92 13.772 46 0.5548 0.0004 L2 148.253-119.253 9.559 46 0.5283 0.0004 L3 124.17-83.42 6.975 46 0.4898 0.0004 L4 89.17-41.17 3.731 46 0.3787 0.0003 CL5 48.0033-0 1.130 46 0.2091 0.0001 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of r Load Curvature ft Comb. in o oft V n n � Job Page WxTower� 160171 11 of 11 n Structural Components,LLC Project Date 11611 E 51st Ave North Andover(MA708) 14:06:38 03/07/16 Denver,CO 80239 Client Designed by Phone:866-386-7622 InSite Towers, LLC FAX.-303-962-3577 S.Mukherjee Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature It Comb. in o oft 130.00 Ericsson AIR21 B2AB4P Panels w/ 46 7.580 0.5019 0.0004 28486 Pipe Mounts 100.00 DB224-B 4 Element Dipole 46 4.654 0.4184 0.0003 18314 V Maximum Tower Deflections - Design Wind Section Elevation Harz. Gov. Tilt Twist No. Deflection Load ft in Comb. o ° E Ll 185-143.92 83.004 14 3.3451 0.0021 L2 148.253-119.253 57.616 14 3.1859 0.0021 L3 124.17-83.42 42.041 14 2.9533 0.0021 L4 89.17-41.17 22.493 14 2.2832 0.0017 LS 41,1031-0 6.811 16 1.2604 0.0006 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature �l ft Comb. in o oft i 130.00 Ericsson AIR21 B2AB4P Panels w/ 14 45.687 3.0263 0.0022 4749 U Pipe Mounts 100.00 DB224-B 4 Element Dipole 14 28.052 2.5231 0.0019 3049 n I n Section Capacity Table U Section Elevation Component Size Critical P oPa11ow % Pass No. f Type Element lb Ib Capacity Fail n L1 185-143.92 Pole TP32.72x24x0.1875 1 -2198.20 1157520.00 12.2 Pass L2 143.92-119.253 Pole TP37.42x31.4252x0.3125 2 -8071.02 2556700.00 16.7 Pass ii L3 119.253-83.42 Pole TP44.2405.77860.375 3 -15800.20 3643490.00 33.2 Pass L4 83.42-41.17 Pole TP52.298x42.296I x0.4375 4 -28520.90 5004820.00 44.7 Pass n L5 41.17-0 Pole TP60x49.9991 x0.5 5 -48846.70 6682260.00 53.5 Pass I Summary u Pole(L5) 53.5 Pass RATING= 53.5 Pass r Program Version 7.0.5.1-2/1/2016 File:Z:/Jobs/InSite Towers/North Andover MA-708-10445/160171-RFQ QTE PO SA u INV/Analysis/Calcs/160171.NorthAndover.MA708.Analysis.eri n I 7 I TIA-222-G -Service-60 mph Maximum Values aJ M L n 1Deflection (in) Tilt(deg) Twist(deg) U 0 5 10 15 0 0.5 1 0 0.05 0.1 185.0c 185.00 I 1 I I I I I I I I I F1 I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I r7 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I J I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I 143.9I I 1 1 1 1 1 1 1 143.92 _I_J_1_ L _ ..I- J L 1 L .. _ _ I I I I 1 1 I I I I I I I I I I I I I I I I I 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I 1 1 I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I 1 1192 I I II I I I I I 1925 U I I I I I I I 1 1 1 I I I I I I I 1 1 1 I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I 1 1 1 I I I 0 I I I I I 1 I I I I I t0 I I I I I I I I I I i I I I I I i I 834 3.42 C W r- ' I I I I I I I I I I I I I I I I I 1 I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I LI T l -T Ir -I 1--f -I-- - -1--r-- --I--t r--I-- -I --I--t- I -- 1.17 n I I I 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Li I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I 1 I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I o.o 00 r1 0 5 10 15 0 0.5 1 0 0.05 0.1 U n Structural Components,LL ob:160171 L-j 11611 E 51st Ave Project:North Andover(MA 708) Denver, CO 80239 Tent' InSite Towers,LL Drawn by:S.Mukherje Appd. F--� sctower.net Phone:866-386-7622 Code: TIA-222-G Date:03/07/16 Scale: NTS IU FAX:303-962-3577 PaB Dwg No.E-5 n n U n 4 Monopole - Base Plate &Anchor Bolt Calculator rStructure � (Template) = "Base PL&Anchor Rods-Round.xmcd" Components (Version) = 1.07 d L Bringing It All Together. PROJECT DATA 11611 E 51st Ave. M Denver, CO 90239 L (Job) = "160171" 965-396-7622 (Client) = "InSite Towers,LLC" • TIA-222-G, "TIA Standard-Structural Standard n (Site) = "North Andover(MA708)" for Antenna Supporting Structures and Antennas," 2005. �-+ (Model) _ "1 85f ROHN Monopole" • AISC 13-2005 EFACTORED FOUNDATION DESIGN REACTIONS Overdesign Factor: a= 1.00 Percentage for Passing: (pp) = 100•% ELoad Comb. #1 Load Comb. #2 Load Comb. #3 Load Combination: Comb = "1.2D+ 1.6W" Comb = "0.9D+ 1.6W" Comb = "1.2D+ 1.ODi+ 1.OW" L Moment Reaction: MI = 4312.8•kip•ft M2= 4292.2•kip•ft M3 = 1151.0•kip•ft IM Axial Reactions: PI = 48.9-kip P2= 36.7-kip P3 = 86.4-kip Lj P'I = 36.7-kip P'2= 48.9-kip P'3 = 86.4-kip M Shear Reaction: VI = 49.1-kip V2= 49.1-kip V3 = 12.8-kip TOWER BASE DETAILS Plate Geometry: geom — "Round" Pole Base Diameter: PL O —pole 60.0-in Plate Thickness: tPL= 2.5-in Plate OD or Width: SPL= 71.5-in Plate Yield Strength: fyPL= 50•ksi Face Width of Clipped Plate: WPL= 60.0.in CPlate Ultimate Strength: fu PL= 65•ksi Plate Hole Diameter: IDPL= 0.0.in (0 for no hole) Base Detail Type: Type= "D" Grout Comp. Stc: f = 0-psi (per TIA Figure 4-4) c.grout C Gussets? gus= "No" Qty. Bolts Between Gussets: BBgus= 0.00 CGusset Height: hgus= 0.0-in Gusset Thickness: tgus= 0.0-in E n L E LJ n LJ r ANCHOR BOLT DETAILS n Anchor Bolt Diameter: 4)bolt= 2.250-in Bolt Circle Diameter: OBC= 66.4.in 1 Threads per Inch: tpibolt= 4.5 Quantity of Bolts: qty bolt 18 u = n Bolt Yield: fy.bolt= 75•ksi Bolt Ult. Tens. Strength: fu.bolt= 100•ksi LDistance From Top of Concrete to Bottom Face of Leveling Nut: Ybolt= 3.0-in Anchor Bolt Layout: laybolt= "Case B-Bolts are evenly distributed w/bolts symmetric about the vertical axis" LJ Nominal Bolt Area: Abolt.nom= 3.98•in2 Tensile Root Diameter: 4)'bolt= 2.033-in n Area of All Bolts: Abolt.nom.T = 71.57•in2 Tensile Root Area of Bolt: Abolt.tra= 3.25•in2 L Area of All Bolts: A 58.46•in2 40 bolt.tra.T= • • n 20 • • Moment of Inertia of Bolt: I 0.84•in4 L' • • bolt.each= distCG.bolt o Plastic Section Modulus: Zbolt.tra= 1.40•in3 in ••s -20- • • Moment of Inertia All Bolts: Ibolt.T = 32208.4•in4 -4 n -40 -20 0 20 40 L1 distCGX.bolt in BOLT CAPACITIES PerAISC Per TIA Nominal axial strength of anchor bolt: Rntbolt.AISC= 298.2-kip Rntbolt.TIA= 324.8-kip Nominal shear strength of anchor bolt: Rnvbolt.AISC= 159.0-kip Rnvbolt.TIA= 178.9-kip u Nominal bending strength of anchor bolt: Rnm 8.8ft•kip Rnm 8.8ft.kip bolt.AISC= bolt.TlA= Consider grout for anchor bolt strength calculations? Groutbolt= "No" Detail type for anchor bolt calculations: Type= "D" FACTORED LOADS Anchor Bolts Compression: Pubolt= 175.9-kip CTension: Tubolt= 175.9-kip Shear: Vubolt= 2.7•kip Moment: Mubolt= 0.4-ft-kip CSTRESS RATIOS Base Plate Anchor Bolts CheckpL' = 0.48 BoltSR'= 0.85 L Ratio' "OK" Check' = "OK" PL= Bolt.SR- n I Lj n LJ F-1 L INDIVIDUAL PIER/PAD & MAT FOUNDATION n - Stt" ,IC1l r --A Template= "PierPadMat-G.xmcd" me Ompat"te1�S Version= 2.11 r..01?.A n L] Bringing it All Together. 11611 EstAve. PROJECT DATA Denver,, 57 CO 8 80202 Denver, 866-3865,7622 Job= "160171" n Client= "InSite Towers,LLC" DESIGN CODES AND STANDARDS TIA-222-G, "Structural Standard for Antenna Site= "North Andover(MA708)" Supporting Structures and Antennas" 2005. Model= "1 85f ROHN Monopole" • ACI 318-05, "Building Code Requirements for Structural Concrete and Commentary,"2005. FACTORED FOUNDATION DESIGN LOADS Overdesign Factor: a= 1.00 Percentage for Passing: PP = 100•% Allow for reduction in required development length due to red= "Allow Reduction(Analysis Mode)" excess reinforcement perACI 12.2.5? Calculation Mode: calc= "Analysis(no seismic provision check)" reinf= "Reinforcing Details Available" U Load Comb. #1 Load Comb. #2 Load Comb. #3 Load Combination: Comb = "1.21)+ 1.6W" Comb'2= 2 Comb = "1.2D+ 1.ODi+ 1.OW" L-' Moment Load: MuI = 4312.8•kip•ft Mu = 4292.2-kip-ft Mui = 1151.0•kip•ft n Axial Load: PmaxuI = 48.9-kip Pmaxu = 36.7-kip Pmaxu3 = 86.4-kip Li Pminul = 48.9-kip Pminu 7.= 36.7-kip Pminu3= 86.4-kip Shear Load: SuI = 49.1-kip Su 2= 49.1-kip Su3 = 12.8-kip SITE &GEOTECHNICAL DATA CheckLC= "OK" Soil Parameters: spI = "Per Geotechnical Report" sp2 = "FDH Engineering,Inc.,01/23/2014, 1310671600" CSType= "N/A" Soil Unit Weight: -Ysoil= 100•pcf Angle of Intemal Friction: (�1 = 30-deg (above water table) 42 = "N/A" (below water table) C Allowable Bearing Pressure: B'c= 3.0•ksf Bearing= "Capacity at Depth" Cohesion: c= 0•psf CAdhesion: cA= 0•psf Passive Pressure Coefficient(Rankine): KPI = 3.00 (above water table) Kp2= "N/A" (below water table) C Active Pressure Coefficient: Kal = 0.33 (above water table) Ka2= "N/A" (below water table) Ultimate Friction Coefficient: µ= 0.35 Ultimate Sliding Friction: f s= 0•psf Depth Neglected: Dn= 0.5 ft Depth of Water Table: Dw= "Below Footing" n Seismic Design Category: SDCT= "Seismic Design Category C" NoteSDC= "N/A" u Page 1 of 5 Z:IJobsllnSite TowerslNorth Andover MA-708 (C)2013 Copyright Structural 317/2016 2:39 PM -104451160171-RFQ QTE PO SA INV Components IAna1ysis1Ca1cs1PierPadMat-G-2.11.xmcd n U n I v M MATERIAL SPECIFICATIONS �-+ Concrete: Compressive Strength: fc= 4500-psi Clear Cover: cc= 3-in u Lightweight Aggregate Factor: X= 1.00 [ACI 12.2.4(d), 8.6.1] Unit Weight: 7conc= 150p cf Rebar: Yield Strength: F = 60•ksi L DIMENSIONS Pier(or mat)Extension: E= 0.5-ft (above-grade portion) Depth: D= 7.0-ft (from grade to bottom of pad) n Pad Width: W= 29.0-ft (each way) Pad Thickness: T= 2.75-ft Li Pier: Pier= "Round" Dp = 10.0-ft I Base Plate Geometry: BPG= "Round" BP= 71.5-in L' Offset Distance of Leg: eccl = 0.0-ft (center of leg to center of pier, enter as positive number) C' Offset Distance of Pier: ecc2= 0.0-ft (center of pier to center of pad, enter as a positive number if it adds to eccl or negative if it subtracts from eccl) Concrete Pad Volume: Vpad= 85.7•yd3 EConcrete Pier Volume: Vpier= 13.8•yd3 M Total Concrete Volume: Vconc= 99.5•yd3 LATERAL CAPACITY n Design Resist. Lat. Load (factored) Check Ratio L min(On) = 315-kip max(Su) = 49-kip Check'lateral= "OK" Ratio'lateral= 0.16 M OVERTURNING i U Design Resist. O.T. Moment(factored) Check Ratio f--1 min(MR1,MR2) = 9811 ft•ki max(Mul,Mu2) =4128-ft-kip Check'over= "OK" Ratio'over= 0.42 f UPLIFT Design Resist. O.T. Moment (factored) Check Ratio u max(URn) = 884-kip max(Uu) = 0-kip Check'up= "OK" Ratio'up= 0.00 SOIL BEARING Allow. Bearing Max. Bearing Check Ratio �r`11 Bc= 3000•psf Ppos= 1633•psf Check'comp= "OK" Ratio'comp= 0.54 Page 2 of 5 n f Z:IJobsllnSite TowerslNorth Andover MA-708 (C)2013 Copyright Structural 317/2016 2:39 PM u -104451160171-RFQ OTE PO SA INV Components IAnalysislCakslPierPadMat-G-2.11.xmcd C n u PAD REINFORCEMENT/STRENGTH Number of Reinforcing Layers: Mats= "Top&Bottom Mats" Pad has Hoops or Ties? Tiep= "No" Bar Quantity: n = 46 (per layer per direction) Bar Size: s = 9 Total Weight: WttP= 8915 IV (per mat) Bar Spacing: spp ctr= 7.6-in (center to center) spp.cl= 6.4-in (clear spacing) Check of Reinforcing Spacing and Minimum Reinforcing: Checkspp.cl= "OK" r-I (per ACI 7.6.1, 10.5.1) Checkspp.cl2= "OK" u Checkminp= "N/A" REINFORCING FLEXURAL STRENGTH Case Design Strength Factored Moments Check Ratio A q)MnA= 5645-ft-kip max(M 1 uA,M2uA) = 968 ft-kip LI Check'flex= "OK" Ratioflex= 0.19 B �MnB= 5645-ft-kip max(M1uB,M2uB) = 1057ft•kip n (Case A = Bottom Mat at Toe, Case B = Top Mat at Heel) n, REINFORCING DEVELOPMENT LENGTH [ACI 12.2.2, 12.2.3, 12.2.5] u Req'd Length Length Avail. Check Ratio r`l ldp= 12.0-in lap= 111.0-in Checkdev.p = "OK" Ratiodev.p = 0.11 Lj n PAD ONE-WAY SHEAR u Case Desiqn Strength Factored Shear Check Ratio A max(V1uA,V2uA) = 199-kip r1 4)Vnl = 991-kip Check'shear.l = "OK" Ratio'shear.l = 0.20 u B max(V1uB,V2uB) = 161-kip n (Case A = Bottom Mat at Toe, Case B = Top Mat at Heel) L, Shear Reinforcing Check: Check'shn-nf= "OK" F-I u TWO-WAY PAD SHEAR Desiqn Strength Factored Shear Check Ratio Ont = 2654-kip max(Vu2) = 145-kip Check'shear.2= "OK" Ratio'shear.2= 0.05 u L, Page 3 of 5 Z:UobsllnSite TowerslNorth Andover MA-708 (C)2013 Copyright Structural 3/7/2016 2:39 PM LL++ -104451160171-RFQ QTE PO SA INV Components IAnalysislCalcslPierPadMat-G-2.11.xmcd L M PIER REINFORCEMENT Gross Area: Apier= 78.5•ft2 Design Pier Area Factor: PAg= 50•% [ACI 10.8.4] Effective Gross Area: A'pier= 39.3•ft2 Check of Area Factor: CheckPAg= "OK" LONGITUDINAL PIER REINFORCING Bar Quantity: nc= 46 Bar Size: sc= 10 Hook Length: hookca= 90.0-in (actual/0 for none) Bend Dia: bendc= 10.2-in (inside perACl 7.2.1) Hook Length: hookc= 15.2-in (required perACl 7.1.2) Bar Weight: Wttc= 1701 IV (per pier) L Check of Hook Length: Checkhookc= "OK" TIES Tie Size: St= 5 Tie Weight: Wttt= 628•1bf (per pier) Check of Tie Size: Checkst= "OK" [ACI 7.10.5.1] C Maximum Crosstie Spacing(hx): hx= 30.0-in NoteSDCtl = "N/A" (0 for none) Qtv. Spaces Spacing Tie Levels: gsptl = 1 sptl = 2.5-in (top) Tie Quantity: nt= 19 (0 if none) gspt2= 17 spt2= 3.0-in (mid.) gspt3= 0 spt3= 0.0-in (bot.) CMaximum Required Tie Spacing (top, mid., bot.): skmax= 20.3-in [ACI 7.10.5.2, 21.6.4.3] Checktie= "OK" NoteSDCt3 - "N/A" Checksp.cl= "OK" TIE SPLICE NoteSDCt2 "N/A" Required Lap Splice Length: Lap= 30-in = MINIMUM LONGITUDINAL REINFORCEMENT[ACI 10.8.41 v Per Area of Steel: Atc= 58.4•in2 Ratiomin.c= 1.0.% (based on effective pier gross area) Minimum Steel Area Required: Amin.c= 56.5•in2 [ACI 10.9.1] Maximum Steel Area Allowed: Amax.c= 452.4•in2 [ACI 10.9.1] Check of Steel Area: Checkmin.c= "OK" BASE PLATE BEARING ON CONCRETE Design Strength Factored Compression Check Ratio 4)Bn = 19965-kip max(Pmaxu) = 86-kip Check'bear= "OK" Ratio'bear= 0.00 Page 4 of 5 Z:UobsllnSite TowerslNorth Andover MA-708 (C)2013 Copyright Structural 3/7/2016 2:39 PM -104451160171-RFQ QTE PO SA INV Components OnalysW CakslPierPadMat-G-2.11.xmcd r-, n I L� C COMPRESSIVE STRENGTH OF PIER CONCRETE Design Strength Factored Compression Check Ratio C (�Pn = 11248-kip max(Pu) = 154-kip Check'comp2= "OK" Ratio'comp2= 0.01 SHEAR STRENGTH OF PIER CONCRETE Design Strength Factored Shear Check Ratio (�VnpM = 1477-kip max(Su) = 49•kipCheck'shear.p= "OK" Ratio'shear.p= 0.03 Shear Reinforcing Check: Check shrrnfp = "OK" Li PIER MOMENT CAPACITY Design Strength Factored Moment Check Ratio E, O)Mncm= 0 ft-kip ma4Muc) = 4546 ft-kip Check'pier= "OK" Ratio'pier= 0.40 r DEVELOPMENT LENGTH IN TENSION [ACI 12.2.3. 12.2.31 Li Case Redd Length Length Avail. Check Ratio Ew/o Hook ldc= 12.0.in lac= 30.0-in Checkdev.ch= "Hook not Required" Ratiodev.p = 0.11 w/ Hook ldch= 10.2-in lac= 30.0-in Checkdev.chh= "N/A" Ratiodev.ch= 0.40 ENote: NoteSDCpier= "N/A" C E E C C E n Page 5 of 5 M Z:UobsllnSite TowerslNorth Andover MA-708 (C)2013 Copyright Structural 3/7/2016 2:39 PM u -104451160171-RFQ QTE PO SA INV Components IAnalysislCalcslPierPadMat-G-2.11.xmcd CAISSON Version 2.3 Tue Mar 01 16:38:02 2016 **************************************************************************** * PIER FOUNDATIONS ANALYSIS AND DESIGN - (C) 1995, POWER LINE SYSTEMS, INC.* Lj * ***************************************************************************** *** `ANALYSIS_ IDENTIFICATION `: 160171.North Andover.MA708.CassionCheck NOTES; 8.0-x 30.5' Cassion' *** PIER PROPERTIES CONCRETE STRENGTH (ksi) = 4.50 STEEL STRENGTH (ksi) = 60.00 n DIAMETER (ft) = 8.000 DISTANCE FROM TOP OF PIER TO GROUND LEVEL (ft) = 0.50 SOIL PROPERTIES LAYER TYPE THICKNESS DEPTH AT TOP OF LAYER DENSITY CU KP PHI (ft) (ft) (pcf) (psf) (degrees) C 1 C 0.50 0.00 80.0 1.0 2 C 3.50 0.50 140.0 3000.0 3 C 2.00 4.00 135.0 1000.0 4 C 13.00 6.00 135.0 2250.0 5 C 5.00 19.00 140.0 1500.0 n 6 C 6.00 24.00 140.0 2250.0 I DESIGN (FACTORED) LOADS AT TOP OF PIER MOMENT (ft-k) = 4312.8 VERTICAL (k) = 48.9 SHEAR (k) = 49.1 ADDITIONAL SAFETY FACTOR AGAINST SOIL FAILURE = 1.33 *** PIER LENGTH' '(ft), Z, ` ,CALCULATED 4.000; < 30.Sft (O.K), PIE H - - *** CHECK OF SOILS PROPERTIES AND ULTIMATE RESISTING FORCES ALONG PIER TYPE TOP OF LAYER BELOW TOP OF PIER THICKNESS DENSITY CU KP FORCE ARM (ft) (ft) (pcf) (psf) (k) (ft) C 0.50 0.50 80.0 1.0 0.03 0.75 C 1.00 3.50 140.0 3000.0 672.00 2.75 C4.50 2.00 135.0 1000.0 128.00 5.50 C 6.50 1.20 135.0 2250.0 172.80 7.10 C 7.70 6.30 135.0 2250.0 -907.20 10.85 *** SHEAR AND MOMENTS ALONG PIER WITH THE ADDITIONAL SAFETY FACTOR WITHOUT ADDITIONAL SAFETY FACTOR DISTANCE BELOW TOP OF PIER (ft) SHEAR (k) MOMENT (ft-k) SHEAR (k) MOMENT (ft-k) 0.00 65.6 6064.2 49.3 4559.6 1.40 -11.2 6140.7 -8.4 4617.1 2.80 -280.0 5936.9 -210.5 4463.8 C 4.20 -548.8 5356.7 -412.6 4027.6 5.60 -676.6 4477.7 -508.9 3366.7 7.00 -806.4 3457.4 -606.3 2599.6 8.40 -806.4 2257.9 -606.3 1697.7 C 9.80 -604.8 1270.1 -454.7 954.9 11.20 -403.2 564.5 -303.2 424.4 12.60 -201.6 141.1 -151.6 106.1 14.00 -0.0 -0.0 -0.0 -0.0 C *** TOTAL REINFORCEMENT PCT = 0.46 REINFORCEMENT AREA (in^2) = 33.30 *** USABLE AXIAL CAP. (k) = 48.9 USABLE MOMENT CAP. (ft-k) = 6058.1 *** US Standard Re-Bars 167 BARS 14 (AREA = 0.20 in'2 DIA = 0.500 in) AT SPACING (in) = 1.62 108 BARS #5 (AREA = 0.31 inA2 DIA = 0.625 in) AT SPACING (in) = 2.50 76 BARS #6 (AREA = 0.44 in'2 DIA = 0.750 in) AT SPACING (in) = 3.55 56 BARS #7 (AREA = 0.60 inA2 DIA = 0.875 in) AT SPACING (in) = 4.82 43 BARS #8 (AREA = 0.79 inA2 DIA = 1.000 in) AT SPACING (in) = 6.28 34 BARS #9 (AREA = 1.00 inA2 DIA = 1.128 in) AT SPACING (in) = 7.95 ,27; 'BARS #10 (AREA = 1.27 in^2' ''DIA = 1.270 in) AT SPACING (in) `10.0f <38Bars#10 (O.K) L1 22 BARS #11 (AREA = 1.56 in"2 DIA = 1.410 in) AT SPACING (in) = 12.28 15 BARS #14 (AREA = 2.25 inA2 DIA = 1.693 in) AT SPACING (in) = 18.01 E *** PRESSURE UNDER CAISSON DUE TO DESIGN AXIAL LOAD (psf) = 972.8 I LJ 2/29/2016 Design Maps Summary Report Design Maps Summary Report n User-Specified Input LJ Report Title 160171.USGS Mon February 29,2016 22:30:26 UTC L_J Building Code Reference Document 2006/2009 International Building Code (which utilizes USGS hazard data available in 2002) Site Coordinates 42.66210N, 71.0998°W Site Soil Classification Site Class D - "Stiff Soil" _ Occupancy Category I/II/III U rsrrr- -+ei�vv�ana Pelham Methven- Lawrence 'Rowley .North Andover j J g ora 03` IPSY0 a `Dracut Ando. Lowelr Tewksbury' Im sfiord. `wenn am Middleton- North Reading,� - - -DanversT_ USGS-Provided Output �-+ SS = 0.323 g SMS = 0.498 g SDs = 0.332 g n S1 = 0.074 g SM1 = 0.177 g Sol = 0.118 g MCE Response Spectrum Design Response Spectrum 0.55 r 0.50 0.36-- 0.45-- 0.32 u 0.40 0.21 0.35 - 0.24 Oi 0.30 im •° 0.30 U M 0.25 M In 0 0.30 .16 n 0.15 0.12 LJ 0.10 0.01 0.05 0.04 n 0.00 0.00 4 0.00 0.20 0.40 0.60 0.10 1.00 1.20 1.40 1.60 1.10 2.00 0.00 0.20 0.40 0.60 0.10 1.00 1.20 1.40 1.60 1.10 2.00 �y Period, T(sec) Period, T(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. n U http://ehpl-earthquake.cr.usgs.gov/designmaps/us/summary.php?template=minimal latitude=42.6621&longitude=-71.0998&siteclass=3&riskcategory=0&edito... 1/1 n L Seismic Analysis _ ite:North Andover(MA708) T T References: Client:InSite Towers,LLC TIA-222-G,IBC 2009,ASCE 7-05 By:Structural Components,LLC 3/1/2016 Structure Class: II-Significant Hazard if Fails and/or Outage is Disruptive (Per TIA Table 2-1) Importance Factor: 1.00 (Per TIA Table 2-3) Occupancy Category: II (no special occupancy J(IBC 2009) Site Class: D f (Per Geo.or Per TIA Table 2-11) Tower Type: Monopole Tower j I Tower Height: 185.0 ft Per Figure 1613.5(3)and 1613.5(4), j� Ss: 0.323 i g Seismic analysis not required for Ss<=1.0 S1: 1 0.074 i _g t1 Fa: 1.5 Fv: 2.4 SDS: 0.3 g CSDI: 0.1 g Design Category: C C C E I Lj i i� I lj n I U A~1 u n n u' r-. n 2/29/2016 Search Results for Map u t J s5 u ,1 'i A��t1C t Fes. .._. A I U F u ASCE 7 Windspeed ASCE 7 Ground Snow Load Related Resources Sponsors About ATC Contact n r _ - i,.., 1: f4'Wt VUIVL1LAr4V — - - Search Results ! .AND LABRADOR P ONTARIO QUEBEC L, Query Date: Mon Feb 29 2016 Latitude:42.6621 Longitude:-71.0998 NB I ASCE 7-10 Windspeeds 30TH `4 ouawae PE 1__1 (3-sec peak gust in mph*): WISCONSIN Toronto /1'yTf. AI"NOVA SCOT,A MICHIGAN/// - N Chicago �[ ' NEW YORK MA�E1on C Risk Category I: 114 ,wA t CTRI Risk Category 11: 124 ILLINOIS OHIO PENN 0- Risk Category III-IV: 135 INDIANA MD New York MRI**10-Year:78 WEST °ENa ISSOURI VIRGINIA n MRI**25-Year:88 KENTUCKY VIRGINIA MRI**50-Year:95 TENNESSEE NORTH Li MRI**100-Year: 100 (KANSAS CAROLINA MISSISSIPPI SOUTH CAROLINA n ASCE 7-05 Windspeed: ALABAMA I GEORGIA 101 (3-sec peak gust in mph) O IStANA LJ ASCE 7-93 Windspeed: 6(50"�lglc Map data©2016 Google,INEGI 83(fastest mile in mph) n i L--I *Miles per hour **Mean Recurrence Interval Users should consult with local building officials to determine'If there are community-speck wind speed requirements that govern. �i Print your results WINDSPEED WEBSITE DISCLAIMER While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the windspeed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in r! interpreting and applying the results of the windspeed report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply u approval by the governing building code bodies responsible for building code approval and interpretation for the (� building site described by latitude/longitude location in the windspeed load report. I ' F �U Sponsored by the ATC Endowment Fund*Applied Technology Council*201 Redwood Shores Parkway,Suite 240-Redwood City,California 940651(650)595-1542 http://windspeed.atcouncil.orgrindex.php?option=corn content&view=arbcle&id=10&dec=1&labtude=42.6621&longitude=-71.0998&risk categoryi=114&risk ca... 1/1 i_+ n Structural Analysis Report March 1, 2016 185ft ROHN Monopole North Andover(MA 708), MA 8 r? n U `{ L.� C n L� E APPENDIX B F-1 L Data Provided for Analysis E C C C E F-1I n E n Structural Components,LLC phone: 866-386-7622 u 11611 E 51"Ave fax: 303-962-3577 Denver,CO 80239 www.StructuralComponents.net r u U n V n LJ FDH Engineering,Inc.,6521 Meridien Drive,Raleigh,NC,27616,Ph.919.755.1012,Fax 919.755.1031 August 18, 2014 `-' Ms. Mikala Mann CTI Towers Inc. C 38 Pond Street Suite 305 n Franklin, MA 02038 RE: 185' Monopole Tower CTI Site Name: North Andover CTI Site ID: 10445 T-Mobile Site Name: BS345/Media One T-MobileSite ID:4BS0345D Site Address:693 Johnson Street, North Andover, MA 01845 FDH Project Number: 146ANL1400 u Dear Mikala: Per your request, FDH Engineering, Inc. has reviewed the original manufacturer's drawings and the revised loading for the 185' Monopole Tower located in North Andover, MA. The original design by Rohn Products, LLC (see Rohn File No. 209929) dated April 15, 2014, stipulates the tower is sufficient with the appurtenance loading outlined in Table 1 on the following page. The load resulting from the current configuration (see Table 2), combined with T-Mobile's revised loading at a C' centerline elevation of 130' (see Table 3) will be below that of the original design and will meet the requirements of the ANSIITIA-222-G standard. Furthermore, provided the tower foundation was designed and constructed to support the original design loading (see Rohn File No. 209929),the foundation should meet the (� ANSIITIA-222-G standard with both the revised and existing antennas in place. The proposed coax should be L installed inside the monopole's shaft. The proposed TMAs should be installed directly behind the proposed panel antennas. COur assessment has been made assuming all information provided to FDH Engineering, Inc. is accurate and that the tower has been properly erected and maintained. In conclusion, the revised T-Mobile's installation should meet or exceed all applicable standards and should therefore be considered safe. Should you require additional information, please do not hesitate to contact our office. Sincerely, y Reviewed b : f 61 � ss DENNIS D. G. v JG a ABEL m STRUCTURAL y Daniel Falconi, EI Dennis D. Abel PE No.45976 LJ Project Engineer Director-Structural Engineering ��' '9�.` Q MA PE License No.45976 O'r�ss NAV. I M 0 8-18-ZOl y Document No: ENG-RPT-504S Revision Date:1118/10 l� u Structural Evaluation Letter r1 CTI Towers,Inc. Site ID:10445 August 18,2014 f Table 1 —Design Appurtenance Loading IAntenna Description Coax and Carrier Mount Mount Type Total •. Elevation(ft) Lines Elevation(ft) (ftl)* (12)CUX063X25X00,98.7"x12"x7.1" (1)Low Profile 185 (12)RRUS (18)1-518" 185 Platform 116.2 2 Distrubution Boxes u (12)CUX063X25X00,98.7"x12"x7.1" 175 (12)RRUS (18)1-518" 175 (1)Low Profile 116.2 2 Distrubution Boxes Platform (12)CUX063X25X00,98.7"x12"x7.1" 165 (12)RRUS (18)1-518" 165 (1)Low Profile 116.2 2 Distrubution Boxes Platform (12)CUX063X25X00,98.7"x12"x7.1" 155 (12)RRUS (18)1-518" 155 (1)Low Profile 116.2 U 2 Distrubution Boxes Platform (12)CUX063X25X00,98.7"x12"x7.1" (1)Low Profile 130 (12)RRUS (18)1-518" 130 Platform 116.2 2 Distrubution Boxes L n Table 2—Existing Appurtenance Loading Antenna • • •. . . Lines Carrier Mount Mount Type Total EPA ElevationElevation (6)CSS X7C-FRO-640 i (6)CSS AXP20-45 UUU 160 (3)ALU 9442 700 RRH (2)1-518"Coax Verizon 160 (1)Low Profile Platform 108.7 (3)ALU RRH2x40-AWS 2 RFS DB-B1-6C-12AB-0Z 130 (3)RFS APX1 6DWV-1 6DWVS (12)1-114"Coax T-Mobile 130 (1)Low Profile Platform 21.2 9 Andrew ATMAA1412 D-1A20 *Total EPA listed without ice per TIA standard and does not include mount area. Table 3—Revised Appurtenance Loading Antenna Coax and Mount Total EPA .. Elevation(ft) DescriptionMountLines Elevation(ft) (3)Ericsson AIR21 B2AIB4P (12)1-114"Coax (1)Low Profile 130 (3)Ericsson AIR21 B4AIB2P ( ) y1 1-112"Hybrid T-Mobile 130 Platform 35.1 65.9 3 Andrew ATMAA1412 D-1A20 *Total EPA listed without ice per TIA standard and does not include mount area. u I u u n n I Document No: ENG-RPT-504S Revision Date: 1118110 2 u n LJ I ► WORKSHEET 1 OF 2 (COMPLETE BOTH WORKSHEET TABS) - CUSTOMER n e APPLICATION A Site Application Fee to be paid upon submission of this Towers,LLc DATE SUBMITTED:01/18/16 Customer Application. CUSTOMER INFORMATION COMPANY NAME: Massachusetts Bay Transportation Authority PHONE: ENTITY Type:i.e.Inc.,LLP body politic and corporate established FAX: STATE of Inc. Massachusetts SERVICE(PCS,SMR): CUSTOMER ADDRESSES COMPANY Address: 10 Park Plaza CITYISTATE: Boston,MA ZIP:r2143 BILLING Address:45 High Street,Attn:Mimi Lannin CITY/STATE: Boston,MA ZIP: NOTICE Address 1: 32 Cobble Hill Rd.,Attn:Richard Arnold CITY/STATE:Somerville,MA ZIP:LiNOTICE Address 2: 10 Park Plaza,Attn:Mark Bo e CITY/STATE:Boston,MA ZIP: CUSTOMER CONTACTS PRIMARY CONTACT: Richard Arnold PHONE: TITLE: Railroad Operations E-MAIL Address:rarnold@mbta.com SIGNATORY NAME: Mark E.Boyle PHONE:617-222-3255 TITLE:Assistant General Manager,Real Estate and E-MAIL Address:mbo e@mbta.com EMERGENCY CONTACT: PHONE: TITLE: E-MAIL Address: TECHNICAL/OPS: PHONE: TITLE: E-MAIL Address: RF ENGINEER: Ralph Collins PHONE:617-590-9810 n TITLE:Senior Engineer Communications E-MAIL Address:ral h.collins keoliscs.com I BILLING CONTACT: Mimi Lannin PHONE: U TITLE: E-MAIL Address:mlannin@mbta.com LEGAL CONTACT: Laura Kaplan PHONE:617-316-1661 rITLE:Assistant Counsel E-MAIL Address: Ikaplan@?greyco.com SITE INFORMATION CUSTOMER Site Name/#: North Andover-Clay Pit Hill INSITE Name/Site#:MA708 North Andover SITE LATITUDE: SITE LONGITUDE: SITE ADDRESS: CITY:North Andover STATE: MA ZIP: STRUCTURE TYPE: USE THIS SECTION TO PROVIDE A DESCRIPTION OF COLOCATION OR MODIFICATION REQUEST �I E USE THIS SECTION TO LIST EQUIPMENT TO BE REMOVED E ri APPLICATION PREPARED BY I NAME: Laura Kaplan PHONE:617-316-1661 U COMPANY:Greystone&Co.,Inc. ADDRESS:20 Park Plaza,Suite 1120,Boston,MA 02116 `� TITLE:Assistant Counsel E-MAIL Address: Ika Ian re co.com U n �u1 I Lj n LJ f EXHIBIT t__1 Equipment F, Site Name and Number: MA708 North Andover Licensee Name: Massachusetts Bay Transporta- Lj The mounting method and exact location of the space and equipment listed herein shall be subject to InSite's approval. SYSTEM REQUIREMENTS n POWER provided by: Licensor I TELCO provided by:I POTS Power Requirements: Am s: 10 I Volts: 120 I No.of Outlets:2 LJ Generator Provided by: N/A I Make: N/A I Model:N/A I Fuel T e: N/A Capaa : N/A Batteries: Quantity]1 1 Make:112 100AH AGM I Model:TBD n Note:audible alarms related to generator and other equipment shall be permanently disabled at unmanned sites ` SPACE REQUIREMENTS&RADIO INVENTORY Type of Space Required:I Ground:Yes I Floor. No Total Square Feet:24 sq ft Dimensions of Equipment Floor/Ground Space: 4'x 6' Equipment Height 36" No.of Transmitters(Tx):1 11 Transmitter Make/Model: ICOM FR5000 Transmitter Power Output 70 No.of Receivers(Rx): 11 Receiver MakelModel:I ICOM FR5000 Transmitter ERP:280 EQUIPMENT LOADING DESCRIPTION FINAL CONFIGURATION Antenna 1 Antenna 2 Antenna 3 DISH(ES) DISH(ES) �I Antenna Type:4 Bay N/A N/A N/A N/A #of Antennas/Sector: One 1 None None None None Tx,Rx or Both: Both N/A N/A N/A N/A Antenna Manufacturer: Comm Scope N/A N/A N/A N/A Antenna Model: DB224-B N/A N/A N/A N/A Antenna Dimensions: 22' N/A N/A N/A N/A Antenna Weight: 38 lbs N/A N/A N/A N/A Antenna Rad Ctr. 100 ft N/A N/A N/A N/A #of TMAs/Sector: None None lNone OTHER: None None INone Transmit Frequencies: 161.46 MHz N/A N/A Receive Frequencies: 161.46 MHz N/A N/A #of Lines/Sector: One(1) None None None None (� Line Size: 1-1/4" N/A N/A N/A N/A IL J Mount Type: N/A N/A N/A N/A N/A Mount Size: N/A N/A N/A N/A N/A C C C C E r I u ('7 u u r— Date: June 25, 2015 NFE- ,O=TM Shayana B Rodriguez TOTALLY COMMITTED. Li Partner Delivery Manager 1777 Sentry Parkway West T-Mobile Dublin Hall I Suite 210 r"t 15 Commerce Way, Suite B Blue Bell, PA 19422 f Norton, MA 02766 267.460.0122 L, Subject. Structural Analysis Report ECarrier Designation: T-Mobile 700MHz Installation, Design 704Au Carrier Site Number: 4BS0345D Carrier Site Name: BS345/MediaOne N Andover L, Engineering Firm Designation: NB+C Engineering Services Project Number: 27126 Site Data: 691 Johnson Street, North Andover,MA 01845, Essex County Latitude 42.6139, Longitude-71.09944 185 ft-Monopole Dear Ms. Rodriguez, Network Building+ Consulting Engineering Services, LLC(NB+C ES) is pleased to submit this "Structural Analysis. Report" to determine the structural integrity of the above mentioned tower. Information we have received for this analysis includes: • Structural Analysis report by Rohn Products LLC. (Project#209929)dated April 22, 2014 • RFDS sheet from T-Mobile Network Modernization dated April 7, 2015 r-t • Structural Analysis prepared by FDH Engineering, Inc. (Site# 10445)dated August 18, 2014 L� • Construction Drawings prepared by NB+C ES dated June 2, 2015 The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we Ehave determined the tower stress level for the structure and foundation, under the following load case, to be: Existing + Proposed Equipment Sufficient Capacity Note:See Table I and Table II for the proposed and existing loading,respectively. C The analysis has been performed in accordance with the TIA-222-G standard and local code requirements based upon a wind speed of 105 mph 3-second gust. EAll equipment proposed in this report shall be installed in accordance with the attached drawings for the determined available structural capacity to be effective. C We at NB+C Engineering Services appreciate the opportunity of providing our continuing professional services to T-Mobile. If you have any questions or need further assistance on this or any other projects please give us a call. EStructural analysis prepared by: Lesley Read OF Mqs� Respectfully submitted by: o�� KRUPAI<ARAN 9�yG C o KOLANQAIVELU NB+C ENGINEERING SERVICES, LLCca STRUCTI IRAL EKrupakaran Kolandaivelu, PE y Engineering Manager-Structural MA PE License#50019 � IA�... ECaG 6/25/15 u tnxTower Report-version 6.1.3.1 n I� E T-Mobile 700MHz Installation—Site Number 4BS0345D June 25, 2015 185 ft Monopole Structural Analysis NB+C ES Project Number 27126 Page 2 TABLE OF CONTENTS Li 1)INTRODUCTION E )ANALYSIS CRITERIA Table 1 -Proposed Antenna and Cable Information Table 2-Existing and Reserved Antenna and Cable Information 3)ANALYSIS PROCEDURE L1 3.1)Analysis Method 3.2)Assumptions n 4)ANALYSIS RESULTS L' Table 3-Section Capacity(Summary) Table 4—Foundation Reaction Comparison 4.1)Recommendations 5)APPENDIX A tnxTower Output and Additional Calculations C E C C C E F7 L n tnxTower Report-version 6.1.3.1 u T-Mobile 700MHz Installation—Site Number 4BS0345D June 25, 2015 185 It Monopole Structural Analysis NB+C ES Project Number 27126 Page 3 LJ 1)INTRODUCTION This 185 ft Monopole tower in Essex County, MA. F1 LJ 2)ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G n Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind I speed of 105 mph with no ice, 40 mph with 0.75 inch ice thickness and 60 mph under service loads, exposure category C with topographic category 3 and crest height of 100 feet. n L, Table 1 -Proposed Antenna and Cable Information Center Number Feed Mounting Line Antenna Eof Antenna Model Carrier Line Size Note Level (ft) Elevation Antennas Manufacturer in (ft) O n3 Commscope LNX-6515DS-A1 M 130 130 T-Mobile - 3 Ericsson RRUS11-1312 M Table 2-Existing and Reserved Antenna and Cable Information Center L' Mounting Line Number Antenna Feed of Antenna Model Carrier Line Size Note Level (ft) Elevation Antennas Manufacturer (m) (ft) Li Ericsson AIR21 B2A/B4P 130 130 3 Ericsson AIR21 B4A/62P T-Mobile (1)MLEH 1 1 Tower Mount Low Profile Mount Hybrid LP 301-1 Notes: 1) Existing Equipment 3)ANALYSIS PROCEDURE 3.1) Analysis Method C 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. ESelected output from the analysis is included in Appendix A. 3.2) Assumptions C 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. E3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 4) Reinforcing Bars and Ties have been installed C This analysis may be affected if any assumptions are not valid or have been made in error. NB+C Engineering Services should be notified to determine the effect on the structural integrity of the tower. E tnxTower Report-version 6.1.3.1 n L, T-Mobile 700MHz Installation-Site Number 4BS0345D June 25, 2015 185 ft Monopole Structural Analysis NB+C ES Project Number 27126 Page 4 u 4)ANALYSIS RESULTS Table 3-Section Capacity(Summary) Section Elevation(ft) Component Size Critical P(K) SF*P_allow % Pass/Fail No. Type Element (K) Capacity L1 1 185-143.92 Pole TP32.72x24x0.1875 1 -2.31 1157.53 __T____ 9.5 1 Pass L2 143.92-119.25 Pole TP37.42x31.4259x0.3125 1 2 -8.80 2556.67 13.1 Pass L3 119.25-83.42 Pole TP44.24x35.778lx0.375 3 -16.24 3643.49 25.7 Pass i L4 83.42-41.17 Pole TP52.3x42.296x0.4375 4 -28.51 5004.99 34.1 Pass L L5 41.17-0 Pole TP60x5O.0015xO.5 5 -48.05 6682.26 40.6 Pass r_1Summary ` Pole(1-5) 40.6 Pass �+ Anchor Rods 53.0 Pass Base Plate 36.6 Pass Bearing 37.0 Pass U Overturning 38.33 Pass EI RATING= 53.0 Pass Structure Rating (max from all components)= 53.0% L) Table 4-Foundation Reaction Comparison Direction Current Analysis Original Design Reactions* pass/Fail** (ANSI/TIA-222-G) (ANSI/TIA-222-G) ___._ ___ _ T.--------__�_ _ Axial(kip) ..___T_______ I 11040 � 48 _ I Pass Shear(kip) 2606 37 Pass Moment (kip-ft 8706.95 3260 Pass n Foundation Rating (max from all components)= �71 *Design reactions were not provided at the time of this analysis,as such we have assumed the foundation was designed to support the tower at capacity. C **If an as-built foundation analysis is required a site specific foundation investigation and geotechnical investigation will need to be performed. 4.1) Recommendations F1 L 1) The monopole has sufficient capacity to carry the existing and proposed loads. No modifications are required at this time. 2) The existing coax should be re-used with the proposed loading. L+ E E 7 tnxTower Report-version 6.1.3.1 n Li T-Mobile 700MHz Installation—Site Number 4BS0345D June 25, 2015 185 ft Monopole Structural Analysis NB+C ES Project Number 27126 Page 5 �I n L APPENDIX A �I tnxTOWER OUTPUT& ADDITIONAL CALCULATIONS C C C C L', C L� v tnxTower Report-version 6.1.3.1 u r— 185.0 fl DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION AIR21 B2AB4P w/mount pipe 130 ATMAA1412D-1A20(T-Mobile) 130 (T-Mobile) RRUS-11 BAND 12(T-Mobile) 130 AIR21 B4A1B2P w/mount pipe 130 LNX-6515DS-VTM w/mount pipe 130 o r N (T-Mobile) (T-Mobile) 1 O N M ATMAA1412D-tA20(T-Mobile) 130 AIR21 B2A1B4P w/mount pipe 130 RRUS-11 BAND 12(T-Mobile) 130 (T-Mobile) LNX-6515DS-VTM w/mount pipe 130 AIR21 B4AB2P w/mount pipe 130 (T-Mobile) (T-Mobile) Platform Mount[LP 301-1](T-Mobile) 130 ATMAA1412D-1A20(T-Mobile) 130 AIR21 B2A/B4P w/mount pipe 130 RRUS-11 BAND 12(T-Mobile) 130 (T-Mobile) LNX-6515DS-VTM wlmount pipe 130 143.9 ft AIR21 B4AB2P w/mount pipe 130 (T-Mobile) (T-Mobile) MATERIAL STRENGTH S N GRADE Fy Fu GRADE Fy Fu N m a a 1d I I A572-65 165 ksi 80 ksi � lh O M TOWER DESIGN NOTES 1. Tower is located in Essex County,Massachusetts. 119.3 fl 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 105 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower is also designed for a 40 mph basic wind with 0.75 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 3 with Crest Height of 100.00 ft 0 0 6 $ 8. TOWER RATING:40.6% a � N m O Li a 83.4 ft m o n � � m N N < N 41.2 ft ALL REACTIONS ARE FACTORED AXIAL 72 K SHEAR MOMENT m e m o o a 7K 578 kip-ft m o 0 c m 40 mph WIND-0.7500 in ICE AXIAL 48K SHEAR' MOMENT 37 K 3260 kip-ft 0.0 ft REACTIONS-105 mph WIND t c � v N i rn m° 0 3 ENB+CES 4BS0345D 4435 Waterfront Drive,Suite 100 P-]-t:27126 TOTALLY COMMITTED Glen Allen,VA 23060 Client:T-Mobile Drawn by:Lesley Read Appd' Phone:(804)548-4079 Code: TIA-222-G Date:06/25/15 scale: NTS FAX: Path: Dwg No.E-1 n TIA-222-G - 105 mph/40 mph 0.7500 in Ice Exposure C Leg Capacity Leg Compression (K) LI 10000 5000 <-Minimum-0 Maximum-> -5000 -10000 185.0 185.00 I I I I I I I I I I I I I 1 C i I I I I I I I I I I I I I I I I I I I I 1 I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I 1 f I I I I I I I I I I I I I t I I I I I I I I I I I I C I I I I I I 1 1 I I I I I I I I I I I 1 I I I I I I I I I I I I i I I I I I I I I I I I 1 I I I I I I I 1 I I 1 I I I I I I I I I I I I I I I I I I 1 1 I 1 I 1 1 I I I I I I ! I I I I I I I I I I I 1 I I I 1 I I I I 1 I I I I I I I I I I I I 1 I I I 1 I 1 I I I L___1___ _.__ __. ___L__._ ..__.1___i___I__.._1___.143.92 I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I t I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I 1 I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I t U119.26 _ 119.25 I 1 I 1 I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I 1 I I I 1 I 1 I I I I I I 1 1 I 1 I I 1 I I I I I 1 I I I J I I I I I I I I I 1 u I I I I I 1 I I I I I I I I I 1 I 1 I O 1 I I 1 I I I I I I I I I I I I I 1 I I I I I 1 I I I I 1 1 1 1 i W 83.4 1 1 t 1 I 1 1 1 I 1 1 3 42 C W ------- --_r---r---"---�---r I 1--- --_r__----_1_ - _- ---1---Z---r---I--- I I i I I I I I I I I I 1 I I I I I I I I 1 I 1 I I I I 1 I I I I I I 1 I I I I I t I I I 1 I I 1 1 I I 1 I I I 1 I I I i 1 I I I I I I I I 1 I I I 1 I 1 I I I I I ! I I n I I I I I I I I I 1 I I I I I I I i I I I I I t I I 1 I I I I I I I Ilu, I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I 1 411 117 _ __r___r._____ _7__ ..r_ __1-_ -1_ _ ___r.._..I__ 1 _ r_.__ ___1I .___ r___I___ L I I 1 1 1 1 I 1 I 1 I I I I I I I I I I I I I I I I I 1 I 1 I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I C 1 I I I I i I I I 1 1 I i 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I i I I I I I I I I I I I I i I I I I I I I I t I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I 1 I I OA1 r 10000 5000 <-Minimum-0 Maximum-> 5000 -10000 NB+CES °b 4BS0345D ect a y 4435 Waterfront Drive Proj Suite 100 27126 1!7� TOTALLY CO"MIT'ED Glen Allen,VA 23060 Client:T-Mobile D'a"'n by:Lesley Read Appd: Phone:(804)548-4079 Code: TIA-222-G Date:06/25/15 Scale: NTS FAX: Path: -No.E-3 F-1 I LJ TIA-222-G -Service-60 mph Maximum Values r� u i Deflection (in) Tilt(deg) Twist(deg) L! 0 5 10 15 0 0.5 0 0.05 0.1 185.OG 85.00 I I I 1 I I I I I I I 1 1 U Li LJ I I I I I " I I I 43.9 _I_J_1_L___I_J 1_L__J_1_L_1__ ______________________ ___ ___________ _ __43.92 • I I , l I I , I I I , I I I I I I LJ I I 1 7192 ' i l I I I I I I I I _ _ 1825 I I I I I I I I I I •.• I I 1 , I I , I I I „ I I I I I I I I I I I I C I I I I I G U R I I I I I � , I 83.4 I ____1_ _ ___ -. 1 _ L ._ I. L I _ 1 L 3.42 W -r�-1-r---I-1-r-11--r-1-r-r- ----�-----1----- E , , , • , , , , I , , I I I I I I I I I I I I I I I I I I I I I I I I I I r r- r r 1. 1 .. - - --�1-----I------t----- --I--1--r--I-- --r--I--t--r-- I I I I I I I I I I 1 1 41.17 U 0.0 .00 (� 0 5 10 15 0 0.5 0 0.05 0.1 I F-1 NB+CES lob:4BS0345 b:4BS0345D u � '� 4435 Waterfront Drive,Suite 100 Project:27126 TOTALLY COMMITTED Glen Allen,VA 23060 Client T-Mobile ora,by:Lesley Read Appd. Phone:(804)548-4079 Code: TIA-222-G Data:06/25/15 scale: NTS FAX: Path: Dw9 NO.E-5 n Feed Line Distribution Chart Round Flat App In Face 0'- 185' App Out Face Truss Leg U r �+ Face A Face B Face C 185.00 185.00 E n L-j 143.92 143.92 130.00 130.00 119.25 _ 119.25 E C EL' O 83.42. W .-----a 83.42 ------------- o o f tz' lz� C m52 n J j N h N N N LL LL LL C J J J N N 41.17 41.17 n L E E 0.00 0.00 p LJ ENB+CES ob:4BS0345D 4435 Waterfront Drive,Suite 100 Pro1-t.27126 TOTALLY COMMITTED Glen Allen,VA 23060 client:T-Mobile ora"by'Lesley Read App'd: Phone:(804)5484079 Code: TIA-222-G Data:06/25/15 Scale: NTS FAX: Path: j Dwg No.E-7 n r-1 Stress Distribution Chart 0'- 185' e> 100% 90%-100% 75%-90% 50%-75%'<50%Overstress r rJ n I Face A Face B Face C 185.00 185.00 C r i Lj n I t--1 143.92 143.92 n 119.25 119.25 �I n I u n 0 0 Lj 83.42 83.42 m LU n Lj n L 41.17 41.17 r n L r L 0.00 0.00 n NB+CESlob:4BS0345D 4435 Waterfront Drive,Suite 100 PfOJ`27126 TOTALLY COMMITTED Glen Allen,VA 23060 CI1e"t:T-Mobile ore"hY:Lesley Read Appd. n Phone:(804)548-4079 Code: TIA-222-G I Date:06/25/15 Srale NTS FAX: Path: Dwg No.E-8 r V Job Page tnxTower 4BS0345D 1 of 19 M LJ NB+CES Project Date 4435 Waterfront Drive,Suite 100 27126 15:34:15 06/25/15 n Glen Allen, VA 23060 Client Designed by Phone:(804) T-Mobile Lesley Read i FAX: IF, U Tower Input Data Li There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Essex County,Massachusetts. Basic wind speed of 105 mph. I Structure Class II. Exposure Category C. Topographic Category 3. Crest Height 100.00 ft. Nominal ice thickness of 0.7500 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 40 mph is used in combination with ice. iJ Temperature drop of 50°F. Deflections calculated using a wind speed of 60 mph. E A non-linear(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads,feed line supports,and appurtenance mounts are not considered. �-� Options n 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 U Consider Moments-Diagonals 4 Assume Rigid Index Plate 4 Calculate Redundant Bracing Forces Use Moment Magnification 4 Use Clear Spans For Wind Area Ignore Redundant Members in FEA Use Code Stress Ratios 4 Use Clear Spans For KL/r SR Leg Bolts Resist Compression Use Code Safety Factors-Guys 4 Retension Guys To Initial Tension All Leg Panels Have Same Allowable Escalate Ice 4 Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz 4 Use Azimuth Dish Coefficients Consider Feedline Torque Use Special Wind Profile 4 Project Wind Area of Appurt. Include Angle Block Shear Check f--1 Include Bolts In Member Capacity 4 Autocalc Torque Arm Areas Poles L 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) 4 Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC.6D+W Combination Use TIA-222-G Tension Splice Capacity t__+ 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 u Ll 185.00-143.92 41.08 4.33 18 24.0000 32.7200 0.1875 0.7500 A572-65 (65 ksi) L2 143.92-119.25 29.00 4.92 18 31.4259 37.4200 0.3125 1.2500 A572-65 (65 ksi) r I n Job MxTower Jo4BS0345D Page 2 of 19 CNB+CES Project Date 4435 Waterfront Drive,Suite 100 27126 15:34:15 06/25/15 n Glen Allen, VA 23060 r ent Designed by Phone:(804)548-4079 T-Mobile LesleyRead Li FAX: ESection 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 L3 119.25-83.42 40.75 5.75 18 35.7781 44.2400 0.3750 1.5000 A572-65 (65 ksi) L4 83.42-41.17 48.00 6.83 18 42.2960 52.3000 0.4375 1.7500 A572-65 (65 ksi) 1--I L5 41.17-0.00 48.00 18 50.0015 60.0000 0.5000 2.0000 A572-65 (65 ksi) U n i Tapered Pole Properties Section Tip Dia. Area I r C I/C J It/Q w w/t in int ins in in in' in' int in LJ L1 24.3702 14.1714 1015.2211 8.4534 12.1920 83.2694 2031.7780 7.0871 3.8940 20.768 33.2248 19.3609 2588.7968 11.5490 16.6218 155.7475 5181.0000 9.6823 5.4287 28.953 L2 32.8195 30.8606 3774.2948 11.0452 15.9643 236.4203 7553.5559 15.4332 4.9810 15.939 r 37.9973 36.8060 6402.9407 13.1732 19.0094 336.8309 12814.3066 18.4065 6.0359 19.315 U L3 37.3674 42.1385 6672.6487 12.5681 18.1753 367.1282 13354.0775 21.0733 5.6369 15.032 44.9225 52.2103 12691.9994 15.5721 22.4739 564.7435 25400.6992 26.1101 7.1262 19.003 L4 44.1654 58.1257 12866.8708 14.8598 21.4864 598.8390 25750.6721 29.0684 6.6741 15.255 `1 53.1068 72.0176 24472.7500 18.4112 26.5684 921.1225 48977.7018 36.0156 8.4348 19.28 L5 52.2175 78.5589 24320.3472 17.5730 25.4008 957.4650 48672.6957 39.2869 7.9203 15.841 60.9256 94.4265 42234.2974 21.1225 30.4800 1385.6397 84524.1679 47.2222 9.6800 19.36 (� Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mult. Double Angle Double Angle LElevation Area Thickness Af Factor Stitch Bolt Stitch Bolt (per face) Ar Spacing Spacing Diagonals Horizontals ft ft' in in in L1 1 1 1 U 185.00-143.92 L2 1 1 1 143.92-119.25 n L3 1 1 1 119.25-83.42 LJ L4 83.42-41.17 1 1 1 L541.17-0.00 1 1 1 n s LJ Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight u or Shield Type Number Leg ft ftp/ft plf LCF158-50JL(1 5/8") A No Inside Pole 130.00-0.00 2 No Ice 0.00 0.52 ` (T-Mobile) 1/2"Ice 0.00 0.52 LJ 1"Ice 0.00 0.52 LCF158-50JL(1 5/8") B No Inside Pole 130.00-0.00 2 No Ice 0.00 0.52 (T-Mobile) 1/2"Ice 0.00 0.52 P Ice 0.00 0.52 LCF158-50JL(1 5/8") C No Inside Pole 130.00-0.00 2 No Ice 0.00 0.52 (T-Mobile) 1/2"Ice 0.00 0.52 1"Ice 0.00 0.52 n In, Job Page tl xTower 4BSO345D 3 of 19 CNB+C ES Project Date 4435 Waterfront Drive,Suite 100 27126 15:34:15 06/25/15 n Glen Allen, VA 23060 Client Designed by Phone:(804)548-4079 T-Mobile Li FAX. Lesley Read n I 1J Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face ft ft, ft' ft, ft, K n Ll 185.00-143.92 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 LJ C 0.000 0.000 0.000 0.000 0.00 L2 143.92-119.25 A 0.000 0.000 0.000 0.000 0.01 n B 0.000 0.000 0.000 0.000 0.01 ` C 0.000 0.000 0.000 0.000 0.01 L3 119.25-83.42 A 0.000 0.000 0.000 0.000 0.04 u B 0.000 0.000 0.000 0.000 0.04 C 0.000 0.000 0.000 0.000 0.04 L4 83.42-41.17 A 0.000 0.000 0.000 0.000 0.04 I B 0.000 0.000 0.000 0.000 0.04 U C 0.000 0.000 0.000 0.000 0.04 L5 41.17-0.00 A 0.000 0.000 0.000 0.000 0.04 B 0.000 0.000 0.000 0.000 0.04 n C 0.000 0.000 0.000 0.000 0.04 U n Feed Line/Linear Appurtenances Section Areas - With Ice LTower Tower Face Ice AR AF CAAA CAAA Weight Section Elevation or Thickness In Face Out Face n ft Leg in ft, ft, ft, ft, K L Ll 185.00-143.92 A 1.785 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.00 L2 143.92-119.25 A 1.768 0.000 0.000 0.000 0.000 0.01 B 0.000 0.000 0.000 0.000 0.01 C 0.000 0.000 0.000 0.000 0.01 U L3 119.25-83.42 A 1.759 0.000 0.000 0.000 0.000 0.04 B 0.000 0.000 0.000 0.000 0.04 n C 0.000 0.000 0.000 0.000 0.04 L4 83.42-41.17 A 1.766 0.000 0.000 0.000 0.000 0.04 U B 0.000 0.000 0.000 0.000 0.04 C 0.000 0.000 0.000 0.000 0.04 L5 41.17-0.00 A 1.764 0.000 0.000 0.000 0.000 0.04 B 0.000 0.000 0.000 0.000 0.04 C 0.000 0.000 0.0000.000 0.04 u Shielding Factor Ka Tower Feed LineDescription Feed Line & K Li Section Record No. Segment Elev. No Ice Ice Discrete Tower Loads n n LJ Job Page nx-Tower 4BSO345D 4 of 19 n LNB+C ES Project Date 4435 Waterfront Drive,Suite 100 27126 15:34:15 06/25/15 Glen Allen, VA 23060 Client Designed by Phone:(804)548-4079 T-Mobile FAX.- Lesley Lesle Read n i U Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Harz Adjustment Front Side Leg Lateral Vert L! ft ° ft ft' ft, K ft ft AIR21 B2AB4P w/mount C From Leg 4.00 0.0000 130.00 No Ice 6.63 5.50 0.11 1 pipe 6.00 1/2"Ice 7.10 6.21 0.17 1__+ (T-Mobile) 0.00 1"Ice 7.57 6.95 0.23 AIR21 B4AB2P w/mount C From Leg 4.00 0.0000 130.00 No Ice 6.63 5.50 0.11 pipe -6.00 1/2"Ice 7.10 6.21 0.16 f1 (T-Mobile) 0.00 V Ice 7.57 6.95 0.23 ATMAA1412D-1A20 C From Leg 4.00 0.0000 130.00 No Ice 1.17 0.47 0.01 U (T-Mobile) 6.00 1/2"Ice 1.31 0.57 0.02 0.00 V Ice 1.47 0.69 0.03 n RRUS-11 BAND 12 C From Leg 4.00 0.0000 130.00 No Ice 2.99 1.25 0.05 L (T-Mobile) 0.00 1/2"Ice 3.23 1.41 0.07 0.00 1"Ice 3.47 1.59 0.09 LNX-6515DS-VTM w/mount C From Leg 4.00 0.0000 130.00 No Ice 11.37 9.60 0.08 pipe 0.00 1/2"Ice 11.99 11.02 0.17 I (T-Mobile) 0.00 V Ice 12.61 12.29 0.26 Platform Mount[LP 301-1] A None 0.0000 130.00 No Ice 30.10 30.10 1.59 U (T-Mobile) 1/2"Ice 40.80 40.80 2.03 1"Ice 51.50 51.50 2.47 n AIR21 B2AB4P w/mount A From Leg 4.00 0.0000 130.00 No Ice 6.63 5.50 0.11 Upipe 6.00 1/2"Ice 7.10 6.21 0.17 (T-Mobile) 0.00 1"Ice 7.57 6.95 0.23 AIR21 B4A/B2P w/mount A From Leg 4.00 0.0000 130.00 No Ice 6.63 5.50 0.11 n pipe -6.00 1/2"Ice 7.10 6.21 0.16 (T-Mobile) 0.00 1"Ice 7.57 6.95 0.23 u ATMAA1412D-1A20 A From Leg 4.00 0.0000 130.00 No Ice 1.17 0.47 0.01 (T-Mobile) 6.00 1/2"Ice 1.31 0.57 0.02 n0.00 V Ice 1.47 0.69 0.03 RRUS-11 BAND 12 A From Leg 4.00 0.0000 130.00 No Ice 2.99 1.25 0.05 (T-Mobile) 0.00 1/2"Ice 3.23 1.41 0.07 0.00 V Ice 3.47 1.59 0.09 LNX-6515DS-VTM w/mount A From Leg 4.00 0.0000 130.00 No Ice 11.37 9.60 0.08 �--1 pipe 0.00 1/2"Ice 11.99 11.02 0.17 (T-Mobile) 0.00 V Ice 12.61 12.29 0.26 sss AIR21 B2AB4P w/mount B From Leg 4.00 0.0000 130.00 No Ice 6.63 5.50 0.11 pipe 6.00 1/2"Ice 7.10 6.21 0.17 (� (T-Mobile) 0.00 1"Ice 7.57 6.95 0.23 AIR21 B4AB2P w/mount B From Leg 4.00 0.0000 130.00 No Ice 6.63 5.50 0.11 u pipe -6.00 1/2"Ice 7.10 6.21 0.16 (T-Mobile) 0.00 V Ice 7.57 6.95 0.23 ATMAA1412D-1A20 B From Leg 4.00 0.0000 130.00 No Ice 1.17 0.47 0.01 (T-Mobile) 6.00 1/2"Ice 1.31 0.57 0.02 0.00 1"Ice 1.47 0.69 0.03 RRUS-11 BAND 12 B From Leg 4.00 0.0000 130.00 No Ice 2.99 1.25 0.05 (T-Mobile) 0.00 1/2"Ice 3.23 1.41 0.07 n 0.00 1"Ice 3.47 1.59 0.09 LNX-6515DS-VTM w/mount B From Leg 4.00 0.0000 130.00 No Ice 11.37 9.60 0.08 U pipe 0.00 1/2"Ice 11.99 11.02 0.17 (T-Mobile) 0.00 V Ice 12.61 12.29 0.26 n U n V 7 LJ Job Page tnzTo.wer 4BS0345D 5 of 19 NB+C ES Project Date 4435 Waterfront Drive,Suite 100 27126 15:34:15 06/25/15 Glen Allen, VA 23060 Client Designed by Phone:(804) T-Mobile Lesley Read FAX- ETower Pressures - No Ice I� GN=1.lo0 l__! Section z Kz q. AG F AF AR Aleg Leg CAAA CAAA Elevation a % In Out rc Face Face t t Psf fit' a t1 ft, ft, ft, t1 U L1 163.46 1.404 39 98.583 A 0.000 98.583 98.583 100.00 0.000 0.000 185.00-143.92 B 0.000 98.583 100.00 0.000 0.000 C 0.000 98.583 100.00 0.000 0.000 L2 131.28 1.34 39 72.794 A 0.000 72.794 72.794 100.00 0.000 0.000 143.92-119.25 B 0.000 72.794 100.00 0.000 0.000 C 0.000 72.794 100.00 0.000 0.000 L3 100.74 1.268 39 122.852 A 0.000 122.852 122.852 100.00 0.000 0.000 F7 119.25-83.42 B 0.000 122.852 100.00 0.000 0.000 C 0.000 122.852 100.00 0.000 0.000 Li L4 83.42-41.17 61.44 1.142 41 171.240 A 0.000 171.240 171.240 100.00 0.000 0.000 B 0.000 171.240 100.00 0.000 0.000 n C 0.000 171.240 100.00 0.000 0.000 I L5 41.17-0.00 19.72 0.899 45 194.088 A 0.000 194.088 194.088 100.00 0.000 0.000 U B 0.000 194.088 100.00 0.000 0.000 C 0.000 194.088 100.00 0.000 0.000 n tJ Tower Pressure - With Ice Ge=i.ioo U Section z Kz q= tz Ao F AF AR Amg Leg CAAA CAAA Elevation a % In Out c Face Face f t ft Psf in t1 a t1 t1 t1 ft, ft, u LI 163.46 1.404 6 1.7850 110.805 A 0.000 110.805 110.805 100.00 0.000 0.000 185.00-143.92 B 0.000 110.805 100.00 0.000 0.000 C 0.000 110.805 100-000.000 0.000 n L2 131.28 1.34 6 1.7681 80.133 A 0.000 80.133 80.133 100.00 0.000 0.000 143.92-119.25 B 0.000 80.133 100.00 0.000 0.000 C 0.000 80.133 100.00 0.000 0.000 L3119.25-83.42 100.74 1.268 6 1.7592 133.410 A 0.000 133.410 133.410 100.00 0.000 0.000 n B 0.000 133.410 100.00 0.000 0.000 C 0.000 133.410 100.00 0.000 0.000 1-_► L4 83.42-41.17 61.44 1.142 6 1.7657 183.627 A 0.000 183.627 183.627 100.00 0.000 0.000 B 0.000 183.627 100.00 0.000 0.000 C 0.000 183.627 100.00 0.000 0.000 L5 41.17-0.00 19.72 0.899 7 1.7644 206.203 A 0.000 206.203 206.203 100.00 0.000 0.000 B 0.000 206.203 100.00 0.000 0.000 C 1 0.000 206.203 100.00 0.000 0.000 n U Tower Pressure - Service n LJ GH=1.l o0 n u n LI n u Job Page tnxTPwer 4BS0345D 6 of 19 f� LNB+CES Project Date 4435 Waterfront Drive,Suite 100 27126 15:34:15 06/25/15 Glen Allen, VA 230607 E Designed by Phone:(804)548-4079 T-Mobile FAX. Lesley Read, 1 J ESection z KZ qz Ac F AF AR A e8 Leg CAAA CAAA Elevation a % In Out c Face Face t t Psf ft' e ft, ft, t, ft, LI L1 163.46 1.404 11 98.583 A 0.000 98.583 98.583 100.00 0.000 0.000 185.00-143.92 B 0.000 98.583 100.00 0.000 0.000 C 0.000 98.583 100.00 0.000 0.000 �--� L2 131.28 1.34 11 72.794 A 0.000 72.794 72.794 100.00 0.000 0.000 } 143.92-119.25 B 0.000 72.794 100.00 0.000 0.000 V C 0.000 72.794 100.00 0.000 0.000 L3 100.74 1.268 11 122.852 A 0.000 122.852 122.852 100.00 0.000 0.000 119.25-83.42 B 0.000 122.852 100.00 0.000 0.000 C 0.000 122.852 100.00 0.000 0.000 L4 83.42-41.17 61.44 1.142 12 171.240 A 0.000 171.240 171.240 100.00 0.000 0.000 B 0.000 171.240 100.00 0.000 0.000 C 0.000 171.240 100.00 0.000 0.000 �--1 L5 41.17-0.00 19.72 0.899 13 194.088 A 0.000 194.088 194.088 100.00 0.000 0.000 B 0.000 194.088 100.00 0.000 0.000 LJ I C 1 0.000 194.088 100.00 0.000 0.000 Tower Forces - No Ice - Wind Normal To Face Section Add Self FEe CF q: DF DR AE F w Ctrl. Elevation Weight Weight a Face c Psf t K K e ft, K PIf L1 0.00 2.34 A 1 0.65 39 1 1 98.583 2.76 67.23 C 185.00-143.92 B 1 0.65 1 1 98.583 C 1 0.65 1 1 98.583 L2 0.03 3.34 A 1 0.65 39 1 1 72.794 2.02 81.75 C 143.92-119.25 B 1 0.65 1 1 72.794 C 1 0.65 1 1 72.794 L3 0.11 6.54 A 1 0.65 39 1 1 122.852 3.43 95.62 C 119.25-83.42 B 1 0.65 1 1 122.852 C 1 0.65 1 1 122.852 L4 0.13 10.63 A 1 0.65 41 1 1 171.240 5.01 118.64 C 83.42-41.17 B 1 0.65 1 1 171.240 C 1 0.65 1 1 171.240 L5 41.17-0.00 0.13 14.13 A 1 0.65 45 1 1 194.088 6.29 152.87 C B 1 0.65 1 1 194.088 C 1 0.65 1 1 194.088 n Sum Weight: 0.41 36.98 OTM 1493.43 19.51 kip-ft Li . u Tower Forces - No Ice - Wind 60 To Face Section Add Self F e CF qz DF DR AE F w Ctrl. u Elevation Weight Weight a Face c Psf t K K e K l L1 0.00 2.34 A 1 0.65 39 1 1 98.583 2.76 67.23 C u 185.00-143.92 B 1 0.65 1 1 98.583 C 1 0.65 1 1 98.583 L2 0.03 3.34 A 1 0.65 39 1 1 72.794 2.02 81.75 C n 143.92-119.25 B 1 0.65 1 1 72.794 u u tnxTTower Job 4BSO345D Page7 of 19 NB+C ES Project Date 4435 Waterfront Drive,Suite 100 27126 15:34:15 06/25/15 �I Glen Allen, VA 23060 Client Designed by Phone:(804)548-4079 T-Mobile FAX: Lesley Read Section Add Self F e CF qz DF DR AE F w Ctrl. Elevation Weight Weight a Face Cc Psf t K K e ft2 K Pif C 1 0.65 1 1 72.794 L3 0.11 6.54 A 1 0.65 39 1 1 122.852 3.43 95.62 C 119.25-83.42 B 1 0.65 1 1 122.852 I--t C 1 0.65 1 1 122.852 L L4 0.13 10.63 A 1 0.65 41 1 1 171.240 5.01 118.64 C 83.42-41.17 B 1 0.65 1 1 171.240 C 1 0.65 1 1 171.240 L5 41.17-0.00 0.13 14.13 A 1 0.65 45 1 1 194.088 6.29 152.87 C B 1 0.65 1 1 194.088 C 1 0.65 1 1 194.088 Sum Weight: 0.41 36.98 OTM 1493.43 19.51 kip-ft C ETower Forces - No Ice - Wind 90 To Face Section Add Self F e CF q: DF DR AE F w Ctrl. Elevation Weight Weight a Face c Psf t K K e ft, K Xf L1 0.00 2.34 A 1 0.65 39 1 1 98.583 2.76 67.23 C 185.00-143.92 B 1 0.65 1 1 98.583 C 1 0.65 1 1 98.583 L2 0.03 3.34 A 1 0.65 39 1 1 72.794 2.02 81.75 C 143.92-119.25 B 1 0.65 1 1 72.794 C 1 0.65 1 1 72.794 C L3 0.11 6.54 A 1 0.65 39 1 1 122.852 3.43 95.62 C 119.25-83.42 B 1 0.65 1 1 122.852 C 1 0.65 1 1 122.852 L4 0.13 10.63 A 1 0.65 41 1 1 171.240 5.01 118.64 C 83.42-41.17 B 1 0.65 1 1 171.240 C 1 0.65 1 1 171.240 L5 41.17-0.00 0.13 14.13 A 1 0.65 45 1 1 194.088 6.29 152.87 C LI B 1 0.65 1 1 194.088 C 1 0.65 1 1 194.088 Sum Weight: 0.41 36.98 OTM 1493.43 19.51 kip-ft n L Tower Forces - With Ice - Wind Normal To Face C Section Add Self F e CF q= DF DR AE F w Ctrl. Elevation Weight Weight a Face c Psf t K K e fit, K PIf L1 0.00 5.07 A 1 1.2 6 1 1 110.805 0.83 20.25 C 185.00-143.92 B 1 1.2 1 1 110.805 C 1 1.2 1 1 110.805 L2 0.03 5.31 A 1 1.2 6 1 1 80.133 0.59 24.11 C 143.92-119.25 B 1 1.2 1 1 80.133 C 1 1.2 1 1 80.133 l� n Li Job Page nxlwome 4BSO345D 8 of 19 ENB+CES Project Date 4435 Waterfront Drive,Suite 100 27126 15:34:15 06/25/15 Glen Allen, VA 23060 Client Designed by Phone:(804)548-4079 T-Mobile FAX. Lesley Read ESection Add Self F e CF q: DF DR AE F w Ctrl. Elevation Weight Weight a Face c Psf t K K e ft2 K PIf L3 0.11 9.83 A 1 1.2 6 1 1 133.410 1.00 27.82 C LJ 119.25-83.42 B 1 1.2 1 1 133.410 C 1 1.2 1 1 133.410 C L4 0.13 15.20 A 1 1.2 6 1 1 183.627 1.44 34.09 C 83.42-41.17 B 1 1.2 1 1 183.627 C 1 1.2 1 1 183.627 L5 41.17-0.00 0.13 19.28 A 1 1.2 7 1 1 206.203 1.79 43.51 C B 1 1.2 1 1 206.203 C C 1 1.2 1 1 206.203 Sum Weight: 0.41 54.70 OTM 438.26 5.65 kip-ft c CTower Forces - With Ice - Wind 60 To Face Section Add Self F e CF qz DF DR AE F w Ctrl. Elevation Weight Weight a Face U c Psf t K K e � g 1 r L1 0.00 5.07 A 1 1.2 6 1 1 110.805 0.83 20.25 C 185.00-143.92 B 1 1.2 1 1 110.805 C 1 1.2 1 1 110.805 EL2 0.03 5.31 A 1 1.2 6 1 1 80.133 0.59 24.11 C 143.92-119.25 B 1 1.2 1 1 80.133 C 1 1.2 1 1 80.133 L3 0.11 9.83 A 1 1.2 6 1 1 133.410 1.00 27.82 C 119.25-83.42 B 1 1.2 1 1 133.410 C 1 1.2 1 1 133.410 V L4 0.13 15.20 A 1 1.2 6 1 1 183.627 1.44 34.09 C 83.42-41.17 B 1 1.2 1 1 183.627 C 1 1.2 1 1 183.627 L5 41.17-0.00 0.13 19.28 A 1 1.2 7 1 1 206.203 1.79 43.51 C B 1 1.2 1 1 206.203 C 1 1.2 1 1 206.203 Sum Weight: 0.41 54.70 OTM 438.26 5.65 f-1 ki ft Li Tower Forces - With Ice - Wind 90 To Face Section Add Self F e CF qz DF DR AE F w Ctrl. Elevation Weight Weight a Face U c Psf t K K e tz K PIf L1 0.00 5.07 A 1 1.2 6 1 1 110.805 0.83 20.25 C 185.00-143.92 B 1 1.2 1 1 110.805 C 1 1.2 1 1 110.805 Li L2 0.03 5.31 A 1 1.2 6 1 1 80.133 0.59 24.11 C 143.92-119.25 B 1 1.2 1 1 80.133 C I 1.2 1 1 80.133 L3 0.11 9.83 A 1 1.2 6 1 1 133.410 1.00 27.82 C LJ Job tnaGTowe-r Jo4BS0345D Page 9 of 19 NB+CES Project Date 4435 Waterfront Drive,Suite 100 27126 15:34:15 06/25/15 n Glen Allen, VA 23060 Client Designed by Phone:(804)548-4079 T-Mobile LJ FAX Lesley Read ESection Add Self F e CF q DF DR AE F w CO. Elevation Weight Weight a Face c Psf t K K e K Plf 119.25-83.42 B 1 1.2 1 1 133.410 C 1 1.2 1 1 133.410 L4 0.13 15.20 A 1 1.2 6 1 1 183.627 1.44 34.09 C 83.42-41.17 B 1 1.2 1 1 183.627 C 1 1.2 1 1 183.627 ji L5 41.17-0.00 0.13 19.28 A 1 1.2 7 1 1 206.203 1.79 43.51 C B 1 1.2 1 1 206.203 C 1 1.2 1 1 206.203 �1 Sum Weight: 0.41 54.70 OTM 438.26 5.65 ki -ft u E Tower Forces - Service - Wind Normal To Face Section Add Self F e CF q: DF DR AF F w Ctrl. Li Elevation Weight Weight a Face c Psf �--� t K K e ft, K PIf Ll 0.00 2.34 A 1 0.65 11 1 1 98.583 0.81 19.64 C l__i 185.00-143.92 B 1 0.65 1 1 98.583 C 1 0.65 1 1 98.583 L2 0.03 3.34 A 1 0.65 11 1 1 72.794 0.59 23.88 C 143.92-119.25 B 1 0.65 1 1 72.794 C 1 0.65 1 1 72.794 U L3 0.11 6.54 A 1 0.65 11 1 1 122.852 1.00 27.94 C 119.25-83.42 B 1 0.65 1 l 122.852 f--1 C 1 0.65 1 1 122.852 L4 0.13 10.63 A 1 0.65 12 1 1 171.240 1.46 34.66 C 83.42-41.17 B 1 0.65 1 1 171.240 C 1 0.65 1 1 171.240 L5 41.17-0.00 0.13 14.13 A 1 0.65 13 1 1 194.088 1.84 44.66 C n B 1 0.65 1 1 194.088 C 1 0.65 1 1 194.088 �--+ Sum Weight: 0.41 1 36.98 OTM 436.32 5.70 kip-ft L Tower Forces - Service - Wind 60 To Face Section Add Self F e CF q. DF DR AE F w Ctrl. Elevation Weight Weight a Face c Psf t K K e ft, K PIf Ll 0.00 2.34 A 1 0.65 11 1 1 98.583 0.81 19.64 C 185.00-143.92 B 1 0.65 1 1 98.583 t'1 C 1 0.65 1 1 98.583 L2 0.03 3.34 A 1 0.65 11 1 1 72.794 0.59 23.88 C 143.92-119.25 B 1 0.65 1 1 72.794 C 1 0.65 1 1 72.794 L3 0.11 6.54 A 1 0.65 11 1 1 122.852 1.00 27.94 C j 119.25-83.42 B 1 0.65 1 1 122.852 � i I 1� n U Job Page tnxT0_eve-.r 4BS0345D 10 of 19 n NB+CES Project Date 4435 Waterfront Drive,Suite 100 27126 15:34:15 06/25/15 Glen Allen, VA 23060 Client Designed by Phone:(804)548-4079 T-Mobile LesleyRead FAX FA U n Section Add Self F e CF q: DF DR AE F w Ctrl. Elevation Weight Weight a Face c Psf t K K e t K Pif C 1 0.65 1 1 122.852 L4 0.13 10.63 A 1 0.65 12 1 1 171.240 1.46 34.66 C 83.42-41.17 B 1 0.65 1 1 171.240 �--� C 1 0.65 1 1 171.240 L5 41.17-0.00 0.13 14.13 A 1 0.65 13 1 1 194.088 1.84 44.66 C j� B 1 0.65 1 1 194.088 C 1 0.65 1 1 194.088 Sum Weight: 0.41 36.98 OTM 436.32 5.70 kip-ft U Tower Forces - Service - Wind 90 To Face Section Add Self Fe CF q= DF DR AE F w Ctrl. Elevation Weight Weight a Face c Psf J? K K e ft, K Plf 1--1 L1 0.00 2.34 A 1 0.65 11 1 1 98.583 0.81 19.64 C 185.00-143.92 B 1 0.65 1 1 98.583 C 1 0.65 1 1 98.583 L2 0.03 3.34 A 1 0.65 11 1 1 72.794 0.59 23.88 C 143.92-119.25 B 1 0.65 1 1 72.794 C 1 0.65 1 1 72.794 L3 0.11 6.54 A 1 0.65 11 1 1 122.852 1.00 27.94 C t 119.25-83.42 B 1 0.65 1 1 122.852 C 1 0.65 1 1 122.852 L4 0.13 10.63 A 1 0.65 12 1 1 171.240 1.46 34.66 C 83.42-41.17 B 1 0.65 1 1 171.240 L C 1 0.65 1 1 171.240 L5 41.17-0.00 0.13 14.13 A 1 0.65 13 1 1 194.088 1.84 44.66 C B 1 0.65 1 1 194.088 i--1 C 1 0.65 1 1 194.088 Sum Weight: 0.41 36.98 OTM 436.32 5.70 kip-ft E r, 1 Force Totals Load Vertical Sum of Sum of Sum of Sum of Sum of Torques Case Forces Forces Forces Overturning Overturning n X Z Moments,M Moments,M: K K K kip-ft kip-ft ki -t jJ Leg Weight 36.98 Bracing Weight 0.00 Total Member Self-Weight 36.98 0.00 0.00 Total Weight 40.05 0.00 0.00 Wind 0 deg-No Ice 0.00 -23.41 -1999.87 0.00 0.00 L-i Wind 30 deg-No Ice 11.70 -20.27 -1731.94 -999.94 0.00 Wind 60 deg-No Ice 20.27 -11.70 -999.94 -1731.94 0.00 r-t Wind 90 deg-No Ice 23.41 0.00 0.00 -1999.87 0.00 Wind 120 deg-No Ice 20.27 11.70 999.94 -1731.94 0.00 i� n n Li Job Page tnxT'owe 4BS0345D 11 of 19 n NB+CES Project Date 4435 waterfront Drive,Suite 100 27126 15:34:15 06/25/15 Glen Allen, VA 23060 Client Designed by Phone:(804)548-4079 T-Mobile Fes. Lesley Read r U Load Vertical Sum of Sum of Sum of Sum of Sum of Torques Case Forces Forces Forces Overturning Overturning X Z Moments,M Moments,M. K K K kip-ft kip-ft kip-ft Wind 150 deg-No Ice 11.70 20.27 1731.94 -999.94 0.00 Wind 180 deg-No Ice 0.00 23.41 1999.87 0.00 0.00 Wind 210 deg-No Ice -11.70 20.27 1731.94 999.94 0.00 n Wind 240 deg-No Ice -20.27 11.70 999.94 1731.94 0.00 Wind 270 deg-No Ice -23.41 0.00 0.00 1999.87 0.00 U Wind 300 deg-No Ice -20.27 -11.70 -999.94 1731.94 0.00 Wind 330 deg-No Ice _ -_ _ -11.70 -20.27 -1731.94 999.94 0.00 Member Ice 17.72 E Total Weight Ice _62_._13 -_.-_ _ __ _ 0.00 0.00 Wind 0 deg-Ice 0.00 -6.59 -559.28 0.00 0.00 Wind 30 deg-Ice 3.29 -5.70 -484.35 -279.64 0.00 Wind 60 deg-Ice 5.70 -3.29 -279.64 -484.35 0.00 C Wind 90 deg-Ice 6.59 0.00 0.00 -559.28 0.00 Wind 120 deg-Ice 5.70 3.29 279.64 -484.35 0.00 Wind 150 deg-Ice 3.29 5.70 484.35 -279.64 0.00 Wind 180 deg-Ice 0.00 6.59 559.28 0.00 0.00 Wind 210 deg-Ice -3.29 5.70 484.35 279.64 0.00 E Wind 240 deg-Ice -5.70 3.29 279.64 484.35 0.00 Wind 270 deg-Ice -6.59 0.00 0.00 559.28 0.00 Wind 300 deg-Ice -5.70 -3.29 -279.64 484.35 0.00 Wind 330 deg-Ice _ _ _ _3.29 -5.70 -484.35 279.64 T_ 0.00 C Total Weight 40.05 __ 0.00 0.00 Tl Wind 0 deg-Service 0.00 6.84 -584.28 0.00 0.00 Wind 30 deg-Service 3.42 -5.92 -506.00 -292.14 0.00 Wind 60 deg-Service 5.92 -3.42 -292.14 -506.00 0.00 Wind 90 deg-Service 6.84 0.00 0.00 -584.28 0.00 Wind 120 deg-Service 5.92 3.42 292.14 -506.00 0.00 l ► Wind 150 deg-Service 3.42 5.92 506.00 -292.14 0.00 Wind 180 deg-Service 0.00 6.84 584.28 0.00 0.00 Wind 210 deg-Service -3.42 5.92 506.00 292.14 0.00 E Wind 240 deg-Service -5.92 3.42 292.14 506.00 0.00 Wind 270 deg-Service -6.84 0.00 0.00 584.28 0.00 Wind 300 deg-Service -5.923.42 -292.14 506.00 0.00 Wind 330 de -Service -3.42 -5.92 -506.00 292.14 0.00 C Load Combinations C Comb. Description No. 1 Dead Only C 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 E 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 C 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 E n U Job Page tnxToww 4BS0345D 12 of 19 F, I J NB+CES Project Date 4435 Waterfront Drive,Suite 100 27126 15:34:15 06/25/15 n Glen Allen, VA 23060 Client Designed by Phone:(804)548-4079 T-Mobile Li FAX. Lesley Read n 1J Comb. Description No. n 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 Li 21 0.9 Dead+1.6 Wind 270 deg-No Ice 22 1.2 Dead+1.6 Wind 300 deg-No Ice I--I 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 rI 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp U 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 36 1.2 Dead+1.0 Wind 270 deg+l.0 Ice+1.0 Temp �i 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+l.0 Ice+l.0 Temp LJ 39 Dead+Wind 0 deg-Service 40 Dead+Wind 30 deg-Service 41 Dead+Wind 60 deg-Service r 42 Dead+Wind 90 deg-Service U 43 Dead+Wind 120 deg-Service 44 Dead+Wind 150 deg-Service 45 Dead+Wind 180 deg-Service f-1 46 Dead+Wind 210 deg-Service 47 Dead+Wind 240 deg-Service U 48 Dead+Wind 270 deg-Service 49 Dead+Wind 300 deg-Service 50 Dead+Wind 330 deg-Service U n Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft kip ft L1 185-143.92 Pole Max Tension 15 0.00 0.00 0.00 Max.Compression 26 -4.92 0.00 0.00 Max.Mx 8 -2.31 -70.16 0.00 Max.My 2 -2.31 0.00 70.16 Max.Vy 8 3.99 -70.16 0.00 Max.Vx 2 -3.99 0.00 70.16 IJ Max.Torque 24 0.00 L2 143.92- Pole Max Tension 1 0.00 0.00 0.00 119.25 �l Max.Compression 26 -18.34 0.00 0.00 Max.Mx 8 -8.80 -241.31 0.00 Li Max.My 2 -8.80 0.00 241.31 Max.Vy 8 13.55 -241.31 0.00 Max.Vx 2 -13.55 0.00 241.31 1 F7 Max.Torque 22 -0.00 L3 119.25-83.42 Pole Max Tension 1 0.00 0.00 0.00 u Max.Compression 26 -29.44 0.00 0.00 Max.Mx 8 -16.24 -807.45 0.00 Max.My 14 -16.24 0.00 -807.45 Max.Vy 8 18.91 -807.45 0.00 ri 1__+ tnxTower Job 4BS0345D Page13 of 19 NB+CES 4435 Waterfront Drive,Suite 100 Project Date �-' 27126 15:34:15 06/25/15 M Glen Allen, VA 23060 Client Designed by Phone:(804)548-4079 T-Mobile Lesley Read � FAX Li Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft kipft Max.Vx 14 18.91 0.00 -807.45 Max.Torque 24 0.00 L4 83.42-41.17 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -46.56 0.00 0.00 Max.Mx 8 -28.51 -1736.56 0.00 Max.My 2 -28.51 0.00 1736.56 LJ Max.Vy 8 26.44 -1736.56 0.00 Max.Vx 2 -26.44 0.00 1736.56 Max.Torque 24 0.00 L5 41.17-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -72.42 0.00 0.00 tJ Max.Mx 8 -48.05 -3259.86 0.00 Max.My 2 -48.05 0.00 3259.86 n Max.Vy 8 37.47 -3259.86 0.00 Max.Vx 2 -37.47 0.00 3259.86 U Max.Torque 24 0.00 'J Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 26 72.42 0.00 0.00 Max.H. 20 48.06 37.45 0.00 Max.H 2 48.06 0.00 37.45 U Max.Mx 2 3259.86 0.00 37.45 Max.M. 8 3259.86 -37.45 0.00 Max.Torsion 24 0.00 18.72 32.43 (� Min.Vert 3 36.05 0.00 37.45 Min.H. 8 48.06 -37.45 0.00 U Min.H. 14 48.06 0.00 -37.45 Min.M, 14 -3259.86 0.00 -37.45 Min.M, 20 -3259.86 37.45 0.00 Min.Torsion 16 -0.00 18.72 -32.43 U P--i LJ Tower Mast Reaction Summary Load Vertical Shear, Shear Overturning Overturning Torque Combination Moment,M Moment,M K K K kip ft kip ft kip ft U Dead Only 40.05 0.00 0.00 0.00 0.00 0.00 1.2 Dead+1.6 Wind 0 deg-No 48.06 0.00 -37.45 -3259.86 0.00 0.00 Ice 0.9 Dead+1.6 Wind 0 deg-No 36.05 0.00 -37.45 -3244.08 0.00 0.00 L-J Ice 1.2 Dead+1.6 Wind 30 deg-No 48.06 18.72 -32.43 -2823.39 -1630.09 0.00 Ice (� 0.9 Dead+1.6 Wind 30 deg-No 36.05 18.72 -32.43 -2809.90 -1622.30 0.00 Ice 1.2 Dead+1.6 Wind 60 deg-No 48.06 32.43 -18.72 -1630.09 -2823.39 -0.00 Ice 0.9 Dead+1.6 Wind 60 deg-No 36.05 32.43 -18.72 -1622.30 -2809.90 -0.00 Ice iu LJ V Job Page WxTower 4BSO345D 14 of 19 NB+C ES Project Date 4435 Waterfront Drive,Suite 100 27126 15:34:15 06/25/15 Glen Allen, VA 23060 Client Designed by Phone:(804)548-4079 T-Mobile FAX. Lesley Read u n L LoadVertical Shear, Shear, Overturning Overturning Torque Combination Moment,M Moment,M: K K K kip-fkip�ft lap ft 1.2 Dead+1.6 Wind 90 deg-No 48.06 37.45 0.00 0.00 -3259.86 0.00 Ice 0.9 Dead+1.6 Wind 90 deg-No 36.05 37.45 0.00 0.00 -3244.08 0.00 Ice I--I 1.2 Dead+1.6 Wind 120 deg- 48.06 32.43 18.72 1630.09 -2823.39 0.00 �, No Ice 0.9 Dead+1.6 Wind 120 deg- 36.05 32.43 18.72 1622.30 -2809.90 0.00 No Ice 1.2 Dead+1.6 Wind 150 deg- 48.06 18.72 32.43 2823.39 -1630.09 -0.00 No Ice V 0.9 Dead+1.6 Wind 150 deg- 36.05 18.72 32.43 2809.90 -1622.30 -0.00 No Ice 1.2 Dead+1.6 Wind 180 deg- 48.06 0.00 37.45 3259.86 0.00 0.00 No Ice 0.9 Dead+1.6 Wind 180 deg- 36.05 0.00 37.45 3244.08 0.00 0.00 LJ No Ice 1.2 Dead+1.6 Wind 210 deg- 48.06 -18.72 32.43 2823.39 1630.09 0.00 No Ice n 0.9 Dead+1.6 Wind 210 deg- 36.05 -18.72 32.43 2809.90 1622.30 0.00 No Ice Li 12 Dead+1.6 Wind 240 deg- 48.06 -32.43 18.72 1630.09 2823.39 -0.00 No Ice n 0.9 Dead+1.6 Wind 240 deg- 36.05 -32.43 18.72 1622.30 2809.90 -0.00 L No Ice 1.2 Dead+1.6 Wind 270 deg- 48.06 -37.45 0.00 0.00 3259.86 0.00 No Ice 0.9 Dead+1.6 Wind 270 deg- 36.05 -37.45 0.00 0.00 3244.08 0.00 �1 No Ice 1.2 Dead+1.6 Wind 300 deg- 48.06 -32.43 -18.72 -1630.09 2823.39 0.00 U No Ice 0.9 Dead+1.6 Wind 300 deg- 36.05 -32.43 -18.72 -1622.30 2809.90 0.00 n No Ice 1.2 Dead+1.6 Wind 330 deg- 48.06 -18.72 -32.43 -2823.39 1630.09 -0.00 No Ice 0.9 Dead+1.6 Wind 330 deg- 36.05 -18.72 -32.43 -2809.90 1622.30 -0.00 No Ice 1.2 Dead+1.0 Ice+1.0 Temp 72.42 0.00 0.00 0.00 0.00 0.00 1.2 Dead+1.0 Wind 0 deg+1.0 72.42 0.00 -6.59 -577.87 0.00 0.00 I Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 deg+1.0 72.42 3.29 -5.70 -500.45 -288.93 0.00 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 deg+1.0 72.42 5.70 -3.29 -288.93 -500.45 -0.00 Ice+1.0 Temp �--t 1.2 Dead+1.0 Wind 90 deg+1.0 72.42 6.59 0.00 0.00 -577.87 0.00 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 72.42 5.70 3.29 288.93 -500.45 0.00 deg+1.0 Ice+1.0 Temp ii 1.2 Dead+1.0 Wind 150 72.42 3.29 5.70 500.45 -288.93 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 72.42 0.00 6.59 577.87 0.00 0.00 n deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 72.42 -3.29 5.70 500.45 288.93 0.00 L.J deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 72.42 -5.70 3.29 288.93 500.45 -0.00 deg+1.O Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 72.42 -6.59 0.00 0.00 577.87 0.00 deg+1.O Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 72.42 -5.70 -3.29 -288.93 500.45 0.00 deg+1.O Ice+1.0 Temp n 1.2 Dead+1.0 Wind 330 72.42 -3.29 -5.70 -500.45 288.93 -0.00 deg+1.0 Ice+1.0 Temp u f-1 Li 1 Li Job Page tnxTower 4BS0345D 15 of 19 NB+C ES Project Date 4435 waterfront Drive,Suite 100 27126 15:34:15 06/25/15 Glen Allen, VA 23060 Client Designed by Phone:(804)548-4079 T-Mobile Lesley Read FAX ELoad Vertical Shears Shear_ Overturning Overturning Torque Combination Moment,M Moment,M, K K K kip ft kip-ft Le ft Dead+Wind 0 deg-Service 40.05 0.00 -6.84 -593.45 0.00 0.00 Dead+Wind 30 deg-Service 40.05 3.42 -5.92 -513.94 -296.73 0.00 Dead+Wind 60 deg-Service 40.05 5.92 -3.42 -296.73 -513.94 -0.00 Dead+Wind 90 deg-Service 40.05 6.84 0.00 0.00 -593.45 0.00 1--1 Dead+Wind 120 deg-Service 40.05 5.92 3.42 296.73 -513.94 0.00 Dead+Wind 150 deg-Service 40.05 3.42 5.92 513.94 -296.73 -0.00 u Dead+Wind 180 deg-Service 40.05 0.00 6.84 593.45 0.00 0.00 Dead+Wind 210 deg-Service 40.05 -3.42 5.92 513.94 296.73 0.00 Dead+Wind 240 deg-Service 40.05 -5.92 3.42 296.73 513.94 -0.00 r1 Dead+Wind 270 deg-Service 40.05 -6.84 0.00 0.00 593.45 0.00 Dead+Wind 300 deg-Service 40.05 -5.92 -3.42 -296.73 513.94 0.00 iu Dead+Wind 330 deg-Service 40.05 -3.42 -5.92 -513.94 296.73 -0.00 Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error jJ Comb. K K K K K K 1 0.00 -40.05 0.00 0.00 40.05 0.00 0.000% 2 0.00 -48.06 -37.45 0.00 48.06 37.45 0.004% 3 0.00 -36.05 -37.45 0.00 36.05 37.45 0.007% 4 18.73 -48.06 -32.43 -18.72 48.06 32.43 0.000% u 5 18.73 -36.05 -32.43 -18.72 36.05 32.43 0.000% 6 32.43 -48.06 -18.73 -32.43 48.06 18.72 0.000% n 7 32.43 -36.05 -18.73 -32.43 36.05 18.72 0.000% 8 37.45 -48.06 0.00 -37.45 48.06 0.00 0.004% U 9 37.45 -36.05 0.00 -37.45 36.05 0.00 0.007% 10 32.43 -48.06 18.73 -32.43 48.06 -18.72 0.000% 11 32.43 -36.05 18.73 -32.43 36.05 -18.72 0.000% M 12 18.73 -48.06 32.43 -18.72 48.06 -32.43 0.000% 13 18.73 -36.05 32.43 -18.72 36.05 -32.43 0.000% u 14 0.00 -48.06 37.45 0.00 48.06 -37.45 0.004% 15 0.00 -36.05 37.45 0.00 36.05 -37.45 0.007% 16 -18.73 -48.06 32.43 18.72 48.06 -32.43 0.000% n 17 -18.73 -36.05 32.43 18.72 36.05 -32.43 0.000% 18 -32.43 -48.06 18.73 32.43 48.06 -18.72 0.000% 19 -32.43 -36.05 18.73 32.43 36.05 -18.72 0.000% 20 -37.45 -48.06 0.00 37.45 48.06 0.00 0.004% f� 21 -37.45 -36.05 0.00 37.45 36.05 0.00 0.007% 22 -32.43 -48.06 -18.73 32.43 48.06 18.72 0.000% u 23 -32.43 -36.05 -18.73 32.43 36.05 18.72 0.000% 24 -18.73 -48.06 -32.43 18.72 48.06 32.43 0.000% 25 -18.73 -36.05 -32.43 18.72 36.05 32.43 0.000% 26 0.00 -72.42 0.00 0.00 72.42 0.00 0.000% 27 0.00 -72.42 -6.59 0.00 72.42 6.59 0.001% v 28 3.29 -72.42 -5.70 -3.29 72.42 5.70 0.001% 29 5.70 -72.42 -3.29 -5.70 72.42 3.29 0.001% 30 6.59 -72.42 0.00 -6.59 72.42 0.00 0.001% 31 5.70 -72.42 3.29 -5.70 72.42 -3.29 0.001% 32 3.29 -72.42 5.70 -3.29 72.42 -5.70 0.001% 33 0.00 -72.42 6.59 0.00 72.42 -6.59 0.001% 34 -3.29 -72.42 5.70 3.29 72.42 -5.70 0.001% n 35 -5.70 -72.42 3.29 5.70 72.42 -3.29 0.001% 36 -6.59 -72.42 0.00 6.59 72.42 0.00 0.001% L-' 37 -5.70 -72.42 -3.29 5.70 72.42 3.29 0.001% 38 -3.29 -72.42 -5.70 3.29 72.42 5.70 0.001% 39 0.00 -40.05 -6.84 0.00 40.05 6.84 0.002% 40 3.42 -40.05 -5.92 -3.42 40.05 5.92 0.002% u r� L n LJ Job Page tnxTOwer� 4BS0345D 16 of 19 7 NB+C ES Project Date 4435 Waterfront Drive,Suite 100 27126 15:34:15 06/25/15 Glen Allen, VA 13060 Client Designed by Phone:(804)548-4079 T-Mobile LesleyRead l t FAX.- n f� U Sum of Applied Forces Sum of Reactions Load PX Py PZ PX Py PZ %Error Comb. K K K K K K 41 5.92 -40.05 -3.42 -5.92 40.05 3.42 0.002% 42 6.84 -40.05 0.00 -6.84 40.05 0.00 0.002% 43 5.92 -40.05 3.42 -5.92 40.05 -3.42 0.002% 44 3.42 -40.05 5.92 -3.42 40.05 -5.92 0.002% n 45 0.00 -40.05 6.84 0.00 40.05 -6.84 0.002% 46 -3.42 -40.05 5.92 3.42 40.05 -5.92 0.002% LJ 47 -5.92 -40.05 3.42 5.92 40.05 -3.42 0.002% 48 -6.84 -40.05 0.00 6.84 40.05 0.00 0.002% 49 -5.92 -40.05 -3.42 5.92 40.05 3.42 0.002% 50 -3.42 -40.05 -5.92 3.42 40.05 5.92 0.002% U ;J Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 6 0.00000001 0.00000001 2 Yes 14 0.00007254 0.00006434 3 Yes 13 0.00011169 0.00011632 4 Yes 17 0.00000001 0.00009453 5 Yes 17 0.00000001 0.00007658 6 Yes 17 0.00000001 0.00009453 7 Yes 17 0.00000001 0.00007658 8 Yes 14 0.00007254 0.00006434 9 Yes 13 0.00011169 0.00011632 i_► 10 Yes 17 0.00000001 0.00009453 11 Yes 17 0.00000001 0.00007658 12 Yes 17 0.00000001 0.00009453 n 13 Yes 17 0.00000001 0.00007658 14 Yes 14 0.00007254 0.00006434 U 15 Yes 13 0.00011169 0.00011632 16 Yes 17 0.00000001 0.00009453 17 Yes 17 0.00000001 0.00007658 18 Yes 17 0.00000001 0.00009453 19 Yes 17 0.00000001 0.00007658 l_► 20 Yes 14 0.00007254 0.00006434 21 Yes 13 0.00011169 0.00011632 22 Yes 17 0.00000001 0.00009453 23 Yes 17 0.00000001 0.00007658 24 Yes 17 0.00000001 0.00009453 25 Yes 17 0.00000001 0.00007658 26 Yes 6 0.00000001 0.00000001 (� 27 Yes 14 0.00000001 0.00011634 Icy 28 Yes 14 0.00000001 0.00012280 29 Yes 14 0.00000001 0.00012280 30 Yes 14 0.00000001 0.00011634 31 Yes14 0.00000001 0.00012280 32 Yes 14 0.00000001 0.00012280 u 33 Yes 14 0.00000001 0.00011634 34 Yes 14 0.00000001 0.00012280 35 Yes 14 0.00000001 0.00012280 f--1 36 Yes 14 0.00000001 0.00011634 37 Yes 14 0.00000001 0.00012280 Li 38 Yes 14 0.00000001 0.00012280 39 Yes 13 0.00000001 0.00003216 40 Yes 13 0.00000001 0.00002799 41 Yes 13 0.00000001 0.00002799 i V �1 I� Job Page n nxTowe 4BS0345D 17 of 19 Li NB+C ES Project Date 4435 waterfront Drive,Suite 100 27126 15:34:15 06/25/15 Glen Allen, VA 23060 Client Designed by Phone:(804)548-4079 T-Mobile LesleyRead Li i FAX.- E42 Yes 13 0.00000001 0.00003216 43 Yes 13 0.00000001 0.00002799 44 Yes 13 0.00000001 0.00002799 E 45 Yes 13 0.00000001 0.00003216 46 Yes 13 0.00000001 0.00002799 47 Yes 13 0.00000001 0.00002799 48 Yes 13 0.00000001 0.00003216 49 Yes 13 0.00000001 0.00002799 { 50 Yes 13 0.00000001 0.00002799 U Maximum Tower Deflections - Service Wind n Section Elevation Horz. Gov. Tilt Twist ` No. Deflection Load ft in Comb. o ° L1 185-143.92 11.511 42 0.4654 0.0000 L2 148.25-119.25 7.978 42 0.4429 0.0000 C L3 124.17-83.42 5.812 42 0.4103 0.0000 L4 89.17-41.17 3.101 42 0.3156 0.0000 L5 48-0 0.937 42 0.1734 0.0000 M LI Critical Deflections and Radius of Curvature- Service Wind FElevation Appurtenance Gov. Deflection Tilt Twist Radius of l_1 Load Curvature ft Comb. in o ft 130.00 AIR21 B2A/B4P w/mount pipe 42 6.319 0.4206 0.0000 33449 U Maximum Tower Deflections - Design Wind L� Section Elevation Harz. Gov. Tilt Twist No, Deflection Load ft in Comb. o ° U LI 185-143.92 63.273 2 2.5589 0.0000 L2 148.25-119.25 43.850 2 2.4354 0.0000 L3 124.17-83.42 31.946 2 2.2561 0.0000 �i L4 89.17-41.17 17.042 2 1.7352 0.0000 L5 48-0 5.148 6 0.9533 0.0000 Ii n Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature (-J ft Comb. in oft 130.00 AIR21 B2A/B4P w/mount pipe 2 34.732 2.3126 0.0000 6102 71 LI Job Page MxTower 4BS0345D 18 of 19 7 NB+CES Project Date 4435 Waterfront Drive,Suite 100 27126 15:34:15 06/25/15 Glen Allen, VA 23060 Client Designed by Phone:(804)548-4079 T-Mobile Lesley Read L, FAX. m Compression Checks U n Pole Design Data Section Elevation Size L L. Kl/r A P. Ratio No. P. f-1 ft ft ft int K K �P� t L1 185-143.92 TP32.72x24x0.1875 41.08 0.00 0.0 18.8139 -2.31 1157.53 0.002 U (1) L2 143.92- TP37.4201.42590.3125 29.00 0.00 0.0 35.7973 -8.80 2556.67 0.003 I--� 119.25(2) L3 119.25-83.42 TP44.24x35.7781x0.375 40.75 0.00 0.0 50.7891 -16.24 3643.49 0.004 u (3) L4 83.42-41.17 TP52.3x42.296x0.4375 48.00 0.00 0.0 70.0409 -28.51 5004.99 0.006 (4) L5 41.17-0(5) TP60x5O.0015xO.5 48.00 0.00 0.0 94.4265 -48.05 6682.26 0.007 I I L, Pole Bending Design Data Section Elevation Size M- W_ Ratio M,, r M y Ratio C No. M- M„y ft kip l kip-ft W_ kip-ft kip ft W v Ll 185-143.92 TP32.72x24x0.1875 70.18 753.93 0.093 0.00 753.93 0.000 (1) L2 143,92- TP37.42x31.4259x0.3125 241.36 1895.91 0.127 0.00 1895.91 0.000 119.25(2) L3 119.25-83.42 TP44.24x35.7781x0.375 807.57 3194.06 0.253 0.00 3194.06 0.000 (3) L4 83.42-41.17 TP52.3x42.2960.4375 1736.76 5186.94 0.335 0.00 5186.94 0.000 n (4) L5 41.17-0(5) TP60x5O.0015xO.5 3260.18 8171.44 0.399 0.00 8171.44 0.000 l� CPole Shear Design Data n Section Elevation Size Actual �V Ratio Actual Ratio { No. V V. T. T LI ft K K +V kip ft kip-ft +T Ll 185-143.92 TP32.72x24x0.1875 3.99 578.77 0.007 0.00 1509.69 0.000 (1) L2 143.92- TP37.4201.42590.3125 13.56 1278.34 0.011 0.00 3796.45 0.000 U 119.25(2) L3 119.25-83.42 TP44.24x35.7781x0.375 18.91 1821.74 0.010 0.00 6395.92 0.000 (3) C L4 83.42-41.17 TP52.3x42.296x0.4375 26.44 2502.50 0.011 0.00 10386.58 0.000 (4) LS 41.17-0(5) TP60x5O.0015xO.5 37.47 3341.13 0.011 0.00 16362.83 0.000 F U 1f--1 V Job tnxTower Jo4BS0345D Page19 of 19 NB+CES Project Date 4435 Waterfront Drive,Suite 100 27126 15:34:15 06/25/15 Glen Allen, VA 23060 Client Designed by Phone:(804)548-4079 T-Mobile v FAX. Lesley Read n Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria n No. P„ M„. M r V. T. Stress Stress .rt �P„ WM �M v �V �T Ratio Ratio j-J L1 185-143.92 0.002 0.093 0.000 0.007 0.000 0.095 1.000 4.8.2 (1) V L2 143.92- 0.003 0.127 0.000 0.011 0.000 0.131 1.000 n 119.25(2) V 4.8.2 u L3 119.25-83.42 0.004 0.253 0.000 0.010 0.000 0.257 1.000 4.8.2 (3) V f1 L4 83.42-41.17 0.006 0.335 0.000 0.011 0.000 0.341 1.000 4.8.2 (4) V Li L5 41.17-0(5) 0.007 0.399 0.000 0.011 0.000 0.406 1.000 4.8.2 Section Capacity Table Section Elevation Component Size Critical P oP.11- % Pass No. ft Type Element K K Capacity Fail Ll 185-143.92 Pole TP32.72x24x0.1875 1 -2.31 1157.53 9.5 Pass L2 143.92-119.25 Pole TP37.4201.42590.3125 2 -8.80 2556.67 13.1 Pass r-t L3 119.25-83.42 Pole TP44.24x35.778Ix0.375 3 -16.24 3643.49 25.7 Pass L4 83.42-41.17 Pole TP52.3x42.296x0.4375 4 -28.51 5004.99 34.1 Pass 1i L5 41.17-0 Pole TP60x5O.0015xO.5 5 -48.05 6682.26 40.6 Pass Summary f'1 Pole(L5) 40.6 Pass RATING= 40.6 Pass U n U Program Version 6.1.3.1-3/21/2014 File://nbcllc/dfsBB-ES/Projects/T-MobileBoston 700 MHz(27126)/4BS0345D/Structural/Analysis/4BS0345D TNX.eri n V n L-, 7 V M n 6/25/2015 Search Results for Map U -- I; s APP U Home Related Resources Sponsors About ATC Contact I� Search Results AND LAeaAooa ` ONTARIO OUf9EC Latitude:42.6614 Longitude:-71.0994 ASCE 7-10 Windspeeds SOTA NO (3-sec peak gust MPH"): o4AINF\NOVA PE WISCONSIN SCOTIA MICHIGAN TorontoRisk Category I: 114 NEW Risk Category II: 124 IwA Chicago �.- MAOBoston CT Rl Risk Category III-IV: 135 ILLINOIS OHIO PENN %ew MRI**10-Year:78 INDIANA New York MOOFNJ MRI**25-Year:88 ISSOURIvWEST NIA MRI"50-Year:95 KENTUCKY VIRGINIA MRI**100-Year: 100 TENNESSEE NORTH IKANSAS CAROLINA ASCE 7-05: 101 MlsslsslPw SOUTCAROLINA f 1 ASCE 7-93:83 ALABAMA 1 GEORGIA 0 JSiANF LJ I '51 �Y Map data©2015 Google,ME G-1 'MPH(Miles per hour) n "MRI Mean Recurrence Interval(years) U Users should consult with local building officials to determine l there are community-specific wind speed requirements that govern. n Download a PDF of your results I ME I Print your results WIND SPEED WEB SITE DISCLAIMER: L, While the information presented on this web site is believed to be correct, ATC assumes no responsibility or liability for its accuracy. 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C Sponsored by the ATC Endowment Fund-Applied Technology Council-201 Redwood Shores Parkway,Suite 240-Redwood City,California 94065-(650)595-1542 http://windspeed.atcouncil.orgrindex.php?optiorr-com cordent&view=article&id=10&dec=1&latitude=42.66139&longitude=-71.09944&risk category_i=114&risk... 1/1 n n Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Mated n ITIA Rev G Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(F u Site Data Reactions Project#: 27126 Mu: 3260 ft-kips n Site Name: 4BS0345D Axial, Pu: 48 kips Tower T e: 185'Mono ole Shear,Vu: 37 kips LJ Pole Manufacturer:1 Other Eta Factor, n 0.5 TIA G(Fig.4-4 7 Anchor Rod Data Ilf No stiffeners,Criteria: I AISC LR FD <-Only Appicable to Unstiffene l__i Qty: 18 Diam: 2.25 in Rod Material: Other Anchor Rod Results n Strength(Fu): 100 ksi Max Rod (Cu+Vu/fj): 137.8 Kips L Yield (Fy): 75 ksi Allowable Axial, (D*Fu*Anet: 260.0 Kips Bolt Circle: 66.375 in I Anchor Rod Stress Ratio: 53.0% Pass I Plate Data Diam: 71.5 in Base Plate Results Flexural Check Thick: 2.5 in Base Plate Stress: 16.3 ksi E I Grade: 50 ksi Allowable Plate Stress: 45.0 ksi Single-Rod B-eff: 10.58 in Base Plate Stress Ratio: 36.3% Pass Stiffener Data(Welding at both sides n/a Config: 0 * Stiffener Results Weld Type: Fillet Horizontal Weld : n/a Groove Depth: 0.25 <--Disregard Vertical Weld: n/a F" Groove Angle: 45 <--Disregard Plate Flex+Shear,fb/Fb+(fv/Fv)^2: n/a u Fillet H.Weld: 0.375 in Plate Tension+Shear,fUFt+(fv/Fv)^2:n/a Fillet V.Weld: 0.375 in Plate Comp. (AISC Bracket): n/a n Width: 3 in Height: 8 in Pole Results Li Thick: 0.75 in Pole Punching Shear Check: n/a Notch: 0.5 in r! Grade: 50 lksi Li Weld str.: 70 ksi Pole Data nDiam: 60 in c o a u Thick: 0.5 in Grade: 65 ksi a o , r? #of Sides: 18 "0"IF Round Fu 80 ksi u Reinf.Fillet Weld r 0 "0"if None ` 0 0 n i a o U � n u *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 n n n CClplate 1.5-Circular Base G 1.3, Effective March 19,2012 Analysis Date: 6/25/2015 f� u (Bearing and Stability Checks) Tool for TIA Rev F or G -Application (MP, SST with unitbase) LJ Monopole Base Reaction Forces Site Data TIA Revision: G <--Pull Down Project#: 27126 Factored DL Axial, PDu: 0 kips Site Name: 4SBO345D Factored WL Axial, PWu: 48 kips u Tower Type: 185'Monopole Factored WL Shear,Vu: 37 kips Factored WL Moment, Mu: 3260 ft-kips n Loads Alreadv FactoredLoad Factor Shaft Factored Loads For P(DL) 1.2 <----Disregard 1.00 1.2D+1.6W,Pu: 48 Ikips For P,V,and M 1.35 <----Disregard 0.90 0.9D+1.6W,Pu: 48 kips F-1 (WL) Vu: 37 kips L 1.00 Mu: 3260 ft-kips Pad& Pier Data Base PL Dist.Above Pier: 0 in 1.2D+1.6W Load Combination Bearina Results: L, Pier Dist.Above Grade: 6 in (No Soil Wedges) 920.30 P1="1.2D+1.6W" Pad Bearing Depth, D: 7 ft Reaction+Conc+Soil (Kips) Pad Thickness, T: 2.75 ft Factored"1.6W'Overturning 3490.77 ft-kips Pad Width=Length, L: 29 ft Moment(MW-Msoil),M1 U Pier Cross Section Shape: Round -Pull Down Enter Pier Diameter: 10 ft Orthogonal Direction: - Concrete Density: 150.0 pcf Pier Cross Section Area: 78.54 ft^2 eccl = M1/P1 - 3.79 ft Pier Height: 4.75 ft Orthogonal qu= 1.67 ksf n Soil above ad Height: 4.25 ft qu/4*qn Ratio= 37.04% Pass L_, Soil Parameters Diagonal Direction: Unit Weight, y: 100.0 pcf Ultimate Bearing Capacity,qn: 6.00 ksf ecc2 = (0.707M1)/P1 = 2.68 ft Strength Reduct.factor, (�: 0.75 1 Diagonal qu= 1.65 ksf Angle of Friction, m: 30.0 degrees qu/�*qn Ratio= 36.61% Pass f�f Undrained Shear Strength, Cu: 0.00 ksf U Allowable Bearing: (�*qn: 4.50 ksf Run <--Press Upon Completing All Input Passive Pres. Coeff., KpJ 3.00 Overturning Stability Check L, Forces/Moments due to Wind and Lateral Soil 0.9D+1.6W Load Combination,Bearing Results: Minimum o ((p"Ultimate Pad Passive Force,Vu): 37.0 kips Pad Force Location Above D: 1.26 ft (w/Soil Wedges) P2="0.9D+1.6W" (Passive Pressure Moment): 46.73 ft-kips Reaction+Conc+Soil 738.26 (Kips) Factored O.T. M(WL), "1.6W': 3537.5 ft-kips Factored OT(MW-Msoil), M1 3490.77 ft-kis Factored"1.6W"Overturning Moment(MW-Msoil)-0.9(M of 3188.21 ft-kips Wedge+M of Cohesion),M2 Resistance due to Foundation Gravity Soil Wedge Projection grade,a: 2.45 ft Sum of Soil Wedges Wt: 40.04 kis Orthogonal ecc3= M2/P2 = 4.32 ft Soil Wedges ecc, K1: 8.40 ft Ortho Non Bearing Length,NBL= 8.64 ft Ftg+Soil above Pad wt: 726.9 kis Orthogonal qu= 1.40 ksf Unfactored(Total ftg-soil Wt): 766.96 kis Diagonal qu= 1.41 ksf 1.2D. No Soil Wedges. 920.30 ks 0.9D. With Soil Wedges 738.26 kis Max Reaction Moment(ft-kips)so that qu=(p*qn = 100% Capacity Ratin u Resistance due to Cohesion Vertical Actual M: 3260.00 *(1/2*Cu)(Total Vert. Plan;-s)l 0.00 Ikips M Orthogonal 8678.83 37.56% Pass Cohesion Force Eccentricity, K21 0.00 Ift M Diagonal: 8504.43 1 38.33% 1 Pass "Bearing/Stability Pier Square Pad"Tool, BSPSQP,Version 3.0-Effective 06/27/2011 Analysis Date: 6/25/2015 n Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G Note: Shaft assumed to have ties, not spiral,transverse reinforcing Site Data Maximum Shaft Superimposed Forces Project#: 27126 TIA Revision: G Site Name: 4BS0345 Max. Factored Shaft Mu: 3260 ft-kips(*Note) n Tower Type: 185'Monopole Max. Factored Shaft Pu: 48 kips Max Axial Force Type: Comp. L--J Note: Max Shaft Superimposed Moment does not necessarily Loads Already Factored equal to the shaft top reaction moment F-1 For M(WL) 1.3 <----Disregard For P(DL) 1.3 <----Disregard Load Factor Shaft Factored Loads ``J 1.00 Mu: 3260 ft-kips M Pier Properties 1.00 PU:J 48 kips Concrete: u Pier Diameter= 8.0 ft Material Pro erties . 2 Concrete Area= 7238.2 In Concrete Comp. strength,fc= 3000 psi P 9 Reinforcement yield strength, F = 60 ksi Y 9 Y Reinforcement: Reinforcing Modulus of Elasticity, E= 29000 ksi Clear Cover to Tie= 3.00 in Reinforcement yield strain= 0.00207 Horiz. Tie Bar Size= 5 Limiting compressive strain= 0.003 Vert. Cage Diameter= 7.29 ft ACI 318 Code Vert. Cage Diameter= 87.48 in Select Analysis ACI Code= 2005 Vertical Bar Size= 10 Seismic Properties Bar Diameter= 1.27 in Seismic Design Category= D Bar Area= 1.27 in Seismic Risk= High Number of Bars= 38 As Total= 48.26 Int Solve < Press Upon Completing All Input L, A s/Aconc, Rho: 0.0067 0.67% Run n ACI 10.5 ,ACI 21.10.4, and IBC 1810. Results: LJ Min As for Flexural, Tension Controlled, Shafts: Governing Orientation Case: 1 (3)*(Sgrt(fc)/Fy: 0.0027 E M 200/Fy: 0.0033 Mu Mu L I i I I Case 1 Case 2 E Dist. From Edge to Neutral Axis: 16.25 in Extreme Steel Strain, et: 0.0139 Minimum Rho Check: et>0.0050,Tension Controlled Actual Req'd Min. Rho: 0.33% Flexural Reduction Factor,(p: 0.900 CProvided Rho:J 0.67% JOK ERef. Shaft Max Axial Capacities, 4)Max(Pn or Tn): Max Pu = ((p=0.65) Pn. Output Note: Negative Pu=Tension C Pn per ACI 318 10-2 11039.61 kis For Axial Compression, 9 Pn = Pu: 48.00 kips at Mu=(c�=0.65)Mn= 7721.70 ft-kis Drilled Shaft Moment Capacity, cpMn: 8706.95 ft-kips Drilled Shaft Superimposed Mu: 3260.00 ft-kips Max Tu, =0.9 Tn = 2606.04 kips EIat Mu=4)=(0.90)Mn= 0.00 ft-kis (MukpMn,Drilled Shaft Flexure CSR: Drilled-Shaft-Moment-Capacity, DSMC, Version 1.1 -Effective 04/01/2010 Analysis Date: 6/25/2015 l C�7 C- 7 C----] F--3 E C - C C C C--MM TM y A7 C ,r• Products LLC PURCHASER: CTI TOWERS NAME OF PRODUCT: NORTH ANDOVER,ESSEX COUNTY,MASSACHUSETTS 185 FT TAPERED STEEL POLE FILE NUMBER: 209929 DRAWING NUMBER: 209929-01-D1,209929-01-F]AND 209929-01-F2 I CERTIFY THAT THE ATTACHED DRAWINGS AND CALCULATIONS WERE PREPARED UNDER MY SUPERVISION IN ACCORDANCE WITH THE LOADING AND SOIL CRITERIA SPECIFIED BY THE PURCHASER AND THAT I AM A REGISTERED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MASSACHUSETTS. CERTIFIED BY: /�) N o AZOURI DATE: Z CML O/Blf.P� '`�'sroHnLE a 1 1-7 C_-7 C-71 C--�] C -7 C-7 c- -7 1-7 1-) C 7 c--] C- 7 C 7 1-] 1-7 1-7 GENERAL NOTES HLE NO. 209929 185.00 FT DESIGN LOADREVISIONS 1. ROHN PRODUCTS POLE DESIGNS CONFORM TO ANSUTIA-222-G UNLESS DESIGN WIND LOAD PER ANSWM-222-G USING THE FOLLOWING DESIGN CRITERIA: OTHERWISE SPECIFIED UNDER POLE DESIGN LOADING. REV OESOIIVnoN owN ax APP ASCE 7-10 FACTORED WIND SPEED(NO ICE)=124 MPH 2. THE DESIGN LOADING CRITERIA INDICATED HAS BEEN PROVIDED TO BASIC WIND SPEED(WITH ICE)=40 MPH ROHN.THE DESIGN LOADING CRITERIA HAS BEEN ASSUMED TO BE BASED ON DESIGN ICE THICKNESS=0.75 IN. SITE-SPECIFIC DATA IN ACCORDANCE WITH ANSI/TIA-222-G AND MUST BE SECTION 1 EXPOSURE CATEGORY=C VERIFIED BY OTHERS PRIOR TO INSTALLATION. IB SIDES STRUCTURE CLASSIFICATION=II 3. ANTENNAS AND LINES LISTED IN POLE DESIGN LOADING TABLE ARE PROVIDED TOPOGRAPHIC CATEGORY=3,CREST HEIGHT:100 FT. BY OTHERS UNLESS OTHERWISE SPECIFIED. EARTHQUAKE SPECTRAL RESPONSE ACCELERATION,Ss=0.40 4. POLE MEMBER DESIGN DOES NOT INCLUDE STRESSES DUE TO ERECTION SINCE SPLICE LENGTH THIS POLE IS DESIGNED TO SUPPORT THE FOLLOWING LOADS: ERECTION EQUIPMENT AND CONDITIONS ARE UNKNOWN. DESIGN ASSUMES S PLI =NGT ELEVATION ANTENNA LOAD LINE SIZE COMPETENT AND QUALIFIED PERSONNEL WILL ERECT THE POLE. DESIGN=52.0" (FT) S. WORK SHALL BE IN ACCORDANCE WITH ANSI/TIA-222.6,"STRUCTURAL 148.25 FT MAX. =58.5' (12)CUX063X25X00,98.7"x12''7.1"PANELS (18)1-5/8 in. STANDARDS FOR STEEL ANTENNA TOWERS AND ANTENNA SUPPORTING TOP ON 12'LP PLATFORM W/(12)RRUS&(2)DISTRIBUTION BOXES STRUCTURES.° (12)CUX063X25X00,98.7"x12"x7.1"PANELS (18)1-5/B in. 6. FIELD CONNECTIONS SHALL BE BOLTED. NO FIELD WELDS SHALL BE ALLOWED. 175.D ON 12'LP PLATFORM W/(12)RRUS&(2)DLSTU:BIlTION BOXES 7. STRUCTURAL BOLTS SHALL CONFORM TO ASTM A-325,EXCEPT WHERE NOTED SECTION 2 (12)CUX063X25X00,98.7'x12'7.1"PANELS 8. A NUT LOCKING DEVICE SHALL BE PROVIDED FOR ALL STRUCTURAL BOLTS ON 18 SIDES 165.0 ON 12'LP PLATFORM W/(12)RRUS&(2)DISTRIBUTION BOXES(18)1-5/8 In. STIRTHE POLE. SPLICE LENGTH (12)CUX063X25X00,98.7'x12"x7.1"PANELS 9. STRUCTURAL STEEL AND CONNECTION BOLTS SHALL BE HOT-DIPPEDSVM- MIN. =55.0" 155.0 ON 12'LP PLATFORM W/(12)RRUS&(2)DISTRIBUTION BOXES(18)1-5/8 in. GALVANIZED AFTER FABRICATION,IN ACCORDANCE WITH ANSI/TL1-222.6. DESIGN=59.0" 10. ALL HIGH STRENGTH BOLTS ARE TO BE TIGHTENED TO A"SNUGTIGHT" 124.17 FT MAX. =66.5" (12)CUX063X25XOQ 98.7"x12' 7.1"PANELS 130.0 ON 12'LP PLATFORM W/(12)RRUS&(2)DISTRIBUTION BOITES(18)1-5/8 In. CONDITION AS DEFINED IN THE JUNE 23,2000,AM"SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS".NO OTHER MINIMUM SEE STRESS ANALYSIS FOR A COMPLETE LISTING OF ALL LOADS ON STRUCTURE BOLT TENSION OR TORQUE VALUES ARE REQUIRED. 11. PURCHASER SHALL VERIFY THE INSTALLATION IS IN CONFORMANCE WITH LOCAL,STATE,AND FEDERAL REQUIREMENTS FOR OBSTRUCTION MARKING AND LIGHTING. SECTION 3 12. TOLERANCE ON POLE STEEL HEIGHT IS EQUAL TO PLUS 1%OR MINUS 1/2%. 18 SIDES 13. DESIGN ASSUMES THAT,AS A MINIMUM,MAINTENANCE AND INSPECTION WILL BE PERFORMED OVER THE LIFE OF THE STRUCTURE IN ACCORDANCE WITH LENGTH ANSI/TIA-222-6. SPLICE=65.5" 14. DESIGN ASSUMES LEVEL GRADE AT POLE SITE. MIN. DESIGN=6 5" 15. FOUNDATIONS SHALL BE DESIGNED TO SUPPORT THE REACTIONS SHOWN FOR =78.5" THE CONDITIONS EXISTING AT THE SITE. 89.17 FT MAX. 16. DESIGN ASSUMES ALL PANEL ANTENNAS WITH PLATFORMS ARE MOUNTED SYMMETRICALLY. 17. DESIGN ASSUMES ALL TRANSMISSION LINES ARE ROUTED INTERNALLY. 18. POLE SHAFT CONFORMS TO ASTM A572 GRADE 65. POLE BASE PLATE STEEL S CONFORMS TO ASTM A572 GRADE 50. POLE ANCHOR BOLTS CONFORM TO a ASTM A615 GRADE 75. i y SECTION 4 3 18 SIDES 4 SPLICE LENGTH MIN. =77.0" DESIGN=82 ' 48.00 FT MAX. =92.5T" vRoDucm LLC PO BOX YB9 PEORIA,IL 61601-59% TOLL FREE 8W727-ROHN 016 DFAMXG R 1XF pPOPERrt Of p0p1.rt6NOf10 p[ PlpR0000EA(DGEOORIpItfO 00yyyy,,��EE 011!1 MRf M1RO0i 00R M11T1ERC&,5671. SECTION 5 18 SIDES CTI TOWERS 185'TAPERED STEEL POLE DESIGN BASE PLATE 2.500"X 71.500"Round SECTION SCHEDULE MAI(IMUM FACTORED REACTIONS NORTH ANDOVER,MA W/(18)2.250°DIA X 84'LONG ANCHOR DOWNLOAD= 132.7 KIPS LENGTH DIAMETER(IN) THICK W WEIGHT D1VN. CHMD: DATE: BOLTS EQUALLY SPACED ON 66.375"B.C. SHEAR= 59.4 KIPS SEC. (� BOT. TOP (IN) (KSI) (KIPS) sM HA Apr/1.5/20(4 (NO GROUT REQUIRED) O.T.M= 7,775.3 FT-KIPS MZ29. 32.720 24.00D 0.1875 65.0 2.523 Erx;R: sHEEr#: 37.420 31.265 0.3125 65.0 3.578HA 1 of 1 Sm GL. 44.240 35.591 0.3750 65.0 7.013 .52.298 42.110 0.4375 65.0 11.399 60,000 49.812 OS000 65.0 16.893 DRAWIna Na. 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DRILLED PEER (1 at rauw+tpRournoELEmaaf Ar¢rrnenraNwtEEuaPmm wuxwim Anwreorngn. f FOUNDATION DETAILS L ELEVATION VIEW N�nameuwrs aF ua n Ea aswueE eax mAscPA o mmaw. N.Exvo�O eaDesoFewaErESNMufEow.rErgoxxDM•nfMMx,w,MI MD.aam. NOM aroovEP,Mffi FOIaMTgNOESONAaltYE9WN0.r14'.O.Ott AVTEfi1EFTN%ACe.EOtMupui.PPJCEOWEE.Axp PPDPPD DOIICIETEM/.i6w1DaNALL NaxR2CplCllare YALL Rpi BF AOVEPEELY ONIUPLR:ODPIX1 FACTORED REACTIONS VOLUME OF CONCRETE ossO.ErL•aLaD NAaYaaPLACEDm cw,aereAPo axuL Poi EE OE.PNe.uLio aAETEDPeuFTPOiNonuoaoa coxrAufuTEo coxcanv N+Au ae r�MwEDPPOMrvocFDur,wTnM DOWNLOAD 122.7 WSIDi9ACF0 WPP fRF)IX tAPg1ETG wrr.r. SNEAK a SBA IDPS MSw'YDS' O.T.M. �T.mLS FTaOPB NOIEffiETIOIOTDREA0.F.9BLYOPAN1N0 FpI FOUEDATIX1uYdRANDN1610PAGE7 OMWINO g � .Oc 209929-01•F2 0 f LJ n LJ Ld r L-Yn I IJ n Lj E 1 C--7 C-73 C---7 C-7) C-7 CT-_} C _7 F-�) 1 --3 C_- C-- C T7 C 1 C- -7 1- -1 C71 U--1 C---7 C- i R"N ROHN Products LLC. i File: 209929 Site: 1 Cycle: 1 Design: 1 Engineer: Stevan_M �l.♦� Page: 1 Customer: CTI Towers /ly 04/14/2014 Site: North Andover, MA r1.. 3:18 PM Type: POLE-TPR Pole: Tapered Steel I S U M M A R Y O F A N A L Y S I S R E S U L T S Conditions................... 124 mph Factored wind Speed per ASCE 7-10 (no ice) 60 mph Operational ............................. 40 mph Basic wind Speed (0.75" radial ice) Building Code................ EIA Revision G ✓ Exposure..................... C t Gusresponse factor:........ 1.10 ' Structural Category.......... II Topographic Category......... 3, Crest Height: 100 F1•. Natural Fn ... 0.32 cps Resonant Velocity............ 5.11 mph Pole Height.................. 185.00 It V"Top Diameter................. 24.000 in Bottom Diameter.............. 60.000 in Embedment Depth.............. 0.00 ft Pole Shape................... 18-sided Polygon Joint Type................... Slip ' Shaft Steel weight........... 39.663 kips POLE SHAFT PROPERTIES: wall Mat" Top Bottom Slip Sect. Thickness Yield Diameter Diameter .taint steel Length ft j [Fyj (Dtj (Db, Overlap Taper Weight Sey_ (ft) (in) (k (in) (in) (in) (in/f t) (kips) ! 1 41.0800.18750 65 24.000 32.720 52.00 0.2123 2.523 2 29.000 0.31250 65 31.260 37.420 59.00 0.2124 3.578 3 40.750 0.37500 65 35.590 44.240 69.00 0.2123 7.013 4 48.000 0.43750 65 42.110 52.300 82.00 0.2123 11.399 5 48.000 0.,50000 65 49.610 60.000 0.2123 15.150 Design Bend Radius- 2.5 inches POLE SHAFT SECTION MAXIMUM FORCES AND MOMENTS: At Base of Section Max. Ratio Sect. Axial Bending Horir. Actual Elev. Lead Moment Shear Torsion Allowable Seg Load Case (ft.) (kips) (ft-kips) (kips) Ift-Rips) (Ftot/Eb) 1 Combooll 193.92 18.5645682.8565 29.1533 0.0000 0.8749 2 Combo011 119.25 30.1639 1532.0000 38.2432 0.0000 0.8049 3 Combo011 80.54 42.8365 3215.4842 4 3.1640 0.0000 0.9820 4 Combo002 37.75 63.4970 5285.7917 51).1387 0.0000 0.9994 5 Combo01I 0.00 84.7704 7775.2550 58.8478 0.0000 0.9594 DESIGN REACTIONS 132.7351 7775.2550 59.3907 0.0000 E OPERATIONAL REACTIONS 71.5681 1521.1075 12.4141 0.0000 E SECTION PROPERTIES: Di am Nall Dian/ Across Thick Tnick Weight Elev Flats (tj [N/tj (D/tI Area J I Seq (kips) Location (ft) (in) (in) Ratio Ratio (in-2) (in^41 (1n^4) 1 2.523 @Top 185.00 24.000 0.1875 17.52 128.00 14.17 2035.5 1015.2 @Splice 148.25 31.800 24.85 169.60 18.81 4762.5 2375.3 @Bot 143.92 32.720 25.72 174.51 19.36 5190.5 2588.8 ! 2 3.578 @Top 198.25 31.260 0.3125 14.46 100.03 30.69 7447.0 3714.2 ! @Splice 124.17 35.960 17.12 115.07 35.36 11381.3 5676.5 @Bot 119.25 37.420 17.94 119.74 36.80 12837.8 6402.9 3 7.013 @Top 121.29 35.590 0.3750 14.D3 94.91 41.91 13166.5 6566.9 j @Splice 86.29 43.020 17.52 114.72 50.76 23382.5 11662.2 @Bot 80.59 44.240 18.10 117.97 52.21 25947.3 12692.0 ! 4 11.399 @Top 85.75 42.110 0.4375 14.60 96.25 57.87 25455.6 12696.1 @Splice 99.58 51.570 18.42 117.87 71.00 47029.6 23953.8 @Bot 37.75 52.300 18.71. 119.54 72.01 49067.6 24472.7 i 5 15.150 @Top 48.00 49.810 0.5000 15.45 99.62 78.25 48198.2 24039.2 @Bat 0.00 60.000 19.04 120.00 94.42 84679.2 92234.3 Total Shaft Steel Weight �39.663 kips C-_7 C~7 F-3 C_1 C- 1 C-3 1-:1 C:) C--1 C 3 C-1 C__ 7 C---1 C- a F-71 ( ---3 C-1 C-3 C 7 ROHN Products LLC. File: 209929 Site: 1 Cycle: 1 Design: 1 Engineer: Stevan_M Page: 2 Customer: CTI Towers 04/14/2014 Site: North Andover, MA 3:18 PM f Type: POLE-TPR Pale: Tapered Steel PROPERTIES: ! 8 Max Segment 5.0 ft) Diam. Na 11 Diam/ Node Across Thick Thick Node Elev. Flats [t) [W/t) [D/t) Area J I No. (ft) (in) (in) Ratio Ratio (in^2) (in^4)- (in^4) 57 185.000 24.00 0.1875 17.52 128.00 14.17 2035.5 1015.2 56 181.325 24.76 O.1B75 18.25 132.16 14.69 2292.7. 1118.3 55 177.650 25.56 0.1875 18.98 136.32 15.1.0 2462.3 1228.1 54 173.975 26.34 D.1875 19.72 140.48 15.56 2696.5 1344.9 53 170.300 27.12 0.1875 20.45 199.64 16.03 2945.0 1468.9 52 166.625 27.90 0.1875 21.18 148.80 16.49 3208.4 1600.2 51 162.950 28.68 0.1875 21.92 152.96 16.96 3487.0 1739.2 50 159.275 29.46 0.1875 22.65 157.12 17.92 3781.3 1886.0 49 155.600 30.24 0,1875 23.38 161.28 17,88 4091.7 2040.8 46 151.925 31.02 0.1875 24.12 165.44 18.35 4418.7 2203.8 470 148.250 31.80 0.1875 24.85 169.60 18.81 4762.6 2375.4 47I 148.250 31.26 0.3125 14.46 100.03 30.70 7447.5 3714.5 46 143.917 32.18 0.3125 14.98 102.98 31.61 8131.5 4055.6 45 141.942 32.60 0.31.25 15.22 104.32 32.02 8456.9 4217.9 44 139.967 33.02 0.312.5 15.46 105.66 32.44 8790.8 4384.5 43 137.992 33.44 0.3125 15.69 107.00 32.86 9133.4 4555.3 42 136.017 33.86 0.3125 15.93 108.35 33.27 9484.8 4730.6 41 134.042 34.28 0.3125 16.17 109.69 33.69 9845.1 4910,3 40 132.067 34.70 0.3125 16.40 111.03 34.10 10219.5 5099.5 39 130.092 35.12 0.3125 16,64 112 T 34.52 10592.9 5283.3 38 128.117 35.54 0.3125 16.88 113.72 34.94 10980.6 5476.6 37 126.142 35.96 0.3125 17.11 115.06 35.35 11377.6 5674.6 360 124.167 36.38 0.3125 17.35 116.40 35.77 11784.1 5877.4 36I 124.167 35.59 0.3750 14.03 94.90 41.91 13165.7 6566.5 35 119.250 36.63 0.3750 14.52 97.69 43.16 14372.2 7168.2 34 116.242 37.27 0.3750 14.82 99.39 43.92 15144.9 7553.6 33 113.233 37.91 0.3750 15.12 101.10 44.68 15995.0 7952.7 32 110.27.5 38.55 0.3750 15.92 102.80 45.44 16772.7 8365.5 31 107.217 39.19 0.3750 15.72 104.50 46.20 17628'6 8792.4 30 104.208 39.83 0.3750 16.02 lOfi.20 46.96 18513.2 9233.6 29 101.200 40.97 0.3750 16.32 107.91 97.72 19426.7 9689.2 28 98.192 41.10 0.3750 16.62 109.61 48.48 20369.9 10159.6 27 95.183 41.74 0.3750 16.92 111.31 49.24 21343.2 10645.0 26 92.175 42.38 0.3750 17.22 113.02 50.00 22346.9 11145.7 25 89.167 43.02 0.3750 17.52 114.72 50.76 23381.6 11661.7 240 06.292 43.63 0,375D 17.81 116.35 51.48 24399.5 12169.6 25I 89.167 42.11 0.4375 14.60 96.25 57,87 25455.8 12696.2 24 86.292 42.72 0.4375 14.85 97.65 56.71 26590.6 13262.2 23 83.417 43.33 0.4375 15.10 99.04 59.56 27758.7 13844.8 22 79.875 94.06 0.9375 15.40 100.76 60.60 29294.1 19585.7 21 76.333 44.83 0.4375 15.70 102.48 61.65 30781.7 15352.5 20 72.792 45.59 0.4375 16.01 104.20 62.69 32372.2 16145.9 19 69.250 46.34 0.4375 16.31 105.92 63.74 34016.5 16965.9 18 65.706 97.09 0.4375 16.61 107.63 64.78 35715.7 ].7 813.9 17 62.167 47.04 0.4375 16.91 109.35 65.82 37470.6 18688.7 16 58.625 98.59 0.4315 17.22 111.07 66.87 39281.7 19592.0 15 55.083 99.35 0'4375 17.52 112.79 67.91 41150.6 20524.1 14 51.542 50.10 0.4375 17,82 114.51 68.9 6 43077.9 21485.4 13 48.000 50.85 0.4375 18.13 116.23 70.00 45064.1 22476.0 120 44.583 51.57 0.4375 18.42 117.89 71.01 47037.6 23460.3 131 48.000 49.81 0.5000 15.45 99.62 78.25 48198.2 24039.2 12 44.583 50.1% D.5000 15.71 101.07 79.40 50356.5 25115.6 11 41.157 51.26 0.5000 15.96 102.52 80.55 52578.6 26223.9 10 37.050 52.13 0.5000 16.27 104.27 81.94 55341.2 27601.8 9 32.933 53.01 0.5000 16.58 106.02 83.33 56198.9 29027.1 8 28.817 53.88 0.5000 16.89 107.77 84.71 61153.7 30500.8 J C71 C"7 C_-3 C"7 F 7) C- -1 C _ 7 C-7) C-1 C--3 C-7 C 1 C- -1 C 3 C-- 1 C 73 C" 7 C-] C 7 R"2D ROHN Products LLC. 9929 Site: 1 Cycle: 1 Design: 1 Engineer: Stevan_MPage: 3 Customer: CTI Towers 04/1.4/2014 Site: North Andover, MA 3:18 PM Type: POLE-TPR Pole: Tapered Steel Diam. Wall Dia'/ Node Across Thick Thic Y. Node Elev. Flat. (t] [W/L) (D/t) Area J I No. (ft) (in) (in) Ratio Ratio lin"2) (in"4) (in^9) 7 29.700 59.76 0.5000 17.19 109.51 86.10 69206.5 32023.9 6 20.583 55.63 0.5000 17.50 1.11.26 87.49 67359.2 33595,8 5 16.467 56.50 0.5000 17.81 113.01 88.88 70613.9 35219.1 4 12.350 57.38 0.5000 18.12 119.7fi 90.26 73971.9 36893.7 3 8.233 50.25 0.5000 18.43 11fi.50 91.65 77433.6 38620,5 2 4.117 59.13 0.5000 18.74 118.25 93.04 81002.6 40400.6 1 0.000 60.00 0.5000 19.04 120.00 94.42 84679.2 42.234.3 1 I i I } i 1 i J 1-3 C-77 C.-j C~7 C-7 F--j C^-3 F-3 C-7 C^7 C-71 C--3 C---7 C---3 C-7 C-7 C"-1 C -1 C -7 R" ROHN Products LLC. File: 209929 Site: 1 Cycle: 1 Design: 1 Engineer: Stevan_M Page: 4 Customer: CTI Towels 09/14/2014 Site: North Andover, MA 3:18 PM Type: POLE-TPR Pole: Tapered Steel DISCRETE APPURTENANCE PROPERTIES Weight EPA Elev. W/o Ice W/ Ice Offset W/o ICC W/ Ice (ft) Description (kips) (kips) AA (in) (ft"2) (ft"2) Lines I 1 185.0 (121CU%063X25%00 ON 12' LP PLATFORM 2.82 8.94 0 0.00 105.50 210.90 118) 1-5/8 in. i 175.0 (12)CU%063X25X00 ON 12' LP PLATFORM 2.82 8.94 0 0.00 105.50 210.90 118) 1-5/B in. 165.0 (12)CUX063X25X00 ON 12' LP PLATFORM 2.82 8.94 0 0.00 105.50 210.90 (18) 1-5/S in. 1 155.0 (12)CUX063X25XO0 OX 12' LP PLATFORM 2.82 8.44 0 0.00 105.50 210.90 119) 1.-5/8 in. 130.0 (12)CUX063X25X00 ON 12' i,P PLATFORM 2.82 8.94 0 0.00 1.05.50 210.90 1181 1-5/8 in. LINEAR APPURTENANCE PROPERTIES ' i Elev Width From To Weight RoundFlat _(ft) (ft) Description (lb/ft) in (in). 0.0 185.0 3/8in Safety Device 0.13 0.38 0.00 1 I r u n i n I Li E n Li r Li E E r Li ��d o 0 oom O omomoommm000ooaoo000mmoo000aoooom000momoommmm0000000000000000m 0 1�1� �� eNNYNf V1m bbN V r�mMOmf NN m0 ti N M Or C U ~~~~~~~~~~~1�N O N N N N N O N N N N N N N N N N N N O.li 1�y~O N~N N N N N N N N N N N N N ry ry N N N N I N ry N li 0 F y m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m r r r O r F m u EI 3 � m N uri J m N V 0 0 0 0 O O O N O O O O N O 'O O O N O O O�����N O O O N N O ,O. �0 00000 0 0 00 0 0 0 00 00 m���m m�bm���m ' mvvemmee N> a. QW O O O O O O O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a z V m 3 im•1N�00V b Vmf MmNm - - . . . .r O� mmmme.oo�'o�NNNNN�NNNNNN�NNNNNNNNNNNmmm�'oeeeb„mmmeeeemme;o . . . . . emmmmmmFFr v --i M OHO M rvGa M m F 000 g v � mT., N m Y 4 oS F M O $�F ry �� M em mmO�r-+M mm .a m m n e�mm n a >u FwW o0o m0000 or���=��'oeee�o�m�m�o.o.umioammmm�ry �Z Cy y� m MMM vas,ev N N NNNNu�N I v U M 9 n u F n U n be mMbrN mmN N ul�o�� �NNNNNry rnr rnnrrrrrrrrrn000000pppppeoooopppppoop 0 0 0 0 0 0 0 I N��ti d N n b n�N m M r m ry N ro N N N V o m.br O O O V dT en n MMM nNN N N ry NN NNNN nr+nn n n n.i.i r.y.+ OOoo0000 n or oa �SoSoB000000S$0000.S000000� O O O O O O O O O O O O O O O O D O O O O C O 6 0 0 0 0 0 0 6 0 6 0 0 0 0 0 6 6 0 0 0 0 6 6 0 0 0 6 0 0 0 0 6 0 6 6 F n J w >"wV_II po 0 0 O nNM M M MM Ma v vvv v e a vv v e v vm 8c;8 f4 OO r' _ - o L '-IOC ONVO�O P pOP pCp0000000.-�ry OOONNO NYm1 'U a � s pp .. p NNN p MM MM M M pppp Z NNY m S ^ 0 0 O O O O N O O m m p v 0 0 0.99 . N N m N O o o m n O M 1 1 O O O C O O b ry N 0 0 0 v O Oen b O N O 0 0�0 0 0 0 0 0 N O N O O m O�M O 0 0 0 0 0 0 N b N l�0 0 0 0 m m v U c b� rr T O C m O O N m m m 0 0 00 O g ££Y ry N O O O a O O Ov O O m O O N b b v m h 0 0 O P a 0 0 0 e 0 0 d r Oen O O m 0 0 e�N N O O O O N 4 d F vavv v�nm bbb r O Yi] �OmmmNNbo 1-Ot�ry ry F u�b O 4�P M N r n r r r r n n N ry ry N N ry N N N M n M M ry Lj I ' N U Z d d 4 MMMMMMMvvvvevvvf u��ef of�/1N mbbbbm�.ryrrmmmm W C e n O r ry r N r N O �I10 r rn ppm N mN0000.r+ rvNry NNN N.miN�mmmm mrNo.b-�b 0mOulh.bi Om m�Ymi v 0 41 m nn rrlb NON b MO r mNmm n�ry .�.�r ter...nr rn Nwr.1 rr rr n.�.-in e+�.+ NNn�O moo in Nuf vv vv M NN N.y n f1 W U N F O OlvriN min�n in n�tpiv vvb M ovP m nmm M�.�Ommf��D nOmm1��D ` 2 N v vv a MMMMMMMM M NNNNNNNN Nryrrrr�emin.Mi.�rr of a Mryr LJ l C 1 C _7 C 7 C-- I C -1 C I C-7 C-- I C -3 C --3 C - 1 C--J C- 7 C -1 C-1 C-1 C I { R" ROHN Products LLC. File: 209929 Site: I Cycle: 1 Design: 1 Engineer: Stevan_M Page: 7 Customer: CTI Towers 04/14/2014 Site: North Andover, MA 3:18 PM Type: POLE-TPR Pole: Tapered Steel ACTUAL AND ALLOWABLE STRESSES Actual Stresses Allowable Axial Sending Shear Torsion Combined Stress Combined Elevation [fal (fb) [fvl [ft] (Ft otl [Fb) Stress Node (ft) (ksi (ksiI (ksi) (ksi) (ksi) (ksi) Ratio 57 185.000 a 655 0.000 0.114 0.000 0.666 80.800 0.0090 56 191.325 0.264 3.599 0.940 0.000 4.747 79.937 0.0539 55 1"+7.650 0.339 6.939 1.190 0.000 8.689 79.074 0.1025 54 113.975 0.510 10.895 1.787 0.000 14.600 78.211 0.162.7 53 170.300 0.521 16.647 1.778 0.000 20.328 77.349 0.2473 52 166.625 0.646 21.899 2.199 0.000 27.379 76.986 0.7205 51 162.950 0.744 28.141 2.511 0.000 35.193 75.623 0.4258 50 159.275 0.753 34.915 2.486 0.000 41.850 74.7 60 0.5315 49 155.600 0.921 41.091 3.054 0.000 51.341 73.898 0.6338 48 151.925 0.959 48.555 3.131 0.000 59.318 73.0 35 0.7555 470 148.250 0.987 55.697 3.099 0.000 66.289 72.172 0.8749 47I 148.250 0.605 35.013 1.900 0.000 39.226 82.550 0.4801 46 1.43.917 0.619 39.766 1.866 0.000 93.868 82.550 0.5442 45 141.992 0.629 41.774 1.856 0.000 95.847 82.550 0.5714 44 139.967 0.640 43.690 1.846 0.000 47.737 82.550 0.5973 43 137.992. 0.651 45.521 1.876 0.000 49.542 82.550 0.6221 42 136.017 0.661 47.269 1.826 0.000 51.266 82..550 0.6457 41 134.042 0.673 48.941 1.817 0.000 52.917 82.385 0.6697 4D 132.067 0.685 50.539 1.809 0.000 54.496 82.106 0.6938 39 130.092 0.791 52.069 2.197 0.000 57.470 81.828 0.7186 38 128.117 0.806 54.038 2.15 J. 0.000 59.974 81.550 0.7481 37 126.192 0.816 55.945 2.140 0.000 61.340 81.271 0.7769 36o 124.167 0.843 57.768 2.138 0.000 63.189 80.993 0.8099 / 36I 124.167 0.720 50.588 1.825 0.000 54.638 82.550 0.6912 35 119.250 0.732 54.192 1.795 0.000 58.146 82.550 0.7399 34 116.242 0.739 56.206 1.781 0.000 60.116 82.550 0.7671 33 113.233 0.746 58.083 1.767 0.000 61.953 82.550 0.'1924 32 110.225 0.753 59.835 1.755 0.000 63.667 82.550 0.8161 31 107.217 0.760 61.469 1.743 0.000 65.267 82.550 0.8382 30 104.208 0.767 62.996 1.731 0.000 66.761 82.550 0.8588 29 101.200 0.774 64.422 1.721 0.000 68.158 82.201 0.8818 28 98.192 0.781 65.754 1.711 0.000 69.463 81.848 0.9038 27 95.183 0.788 67.000 1.702 0.000 70.684 81.495 0.9298 26 92.175 0.795 68.166 1.693 0.000 71.826 81.142 0.9998 25 89.167 0.810 69.256 1.684 0.000 72.902 80.789 0.9642 240 86.292 0.832 70.235 1.677 0.000 13.879 80.951 0.9820 / 25I 89.167 0.710 62.268 1.977 0.000 65.161 82.550 0.8481 24 86.292 0.730 63.105 1.970 0.000 65.997 82.550 0.8596 23 83.417 0.746 63.893 1.465 0.000 66.786 82.550 0.8704 22 79.875 0.756 64.798 1.458 0.000 67.678 82.550 0.8827 21 76.333 0.766 65.633 1.451 0.000 68.503 82.550 0.8991 20 72.792 0.776 66.405 1.994 0.000 69.266 82.550 0.9096 19 69.250 0.786 67.118 1.438 0.000 69.972 82.219 0.9180 18 65.708 0.795 67.776 1.433 0.000 70.625 81.863 0.9311 17 62.167 0.805 68.385 1.428 0.000 71.230 81.507 0.9436 16 58.625 0.815 68.998 1.424 0.000 71.791 81.150 0.9556 15 55.083 0.825 69.468 1.420 0,000 72.310 80.799 0.9671 14 51.542 0.843 69.9 49 1.417 0.000 72.801 80.437 0.9783 1348.000 0.869 70.396 1.414 0.000 73.265 80.081 0.9892 120 44.583 0.894 70.797 1.412 0.000 73.685 79.737 0.9994 / 133 48.000 0.777 64.473 1.265 0.000 66.851 82.550 0.8785 12 44.583 0.800 64.798 1.263 0.000 67.192 82.550 0.8832 11 41.167 0.817 65.099 1.263 0.000 67,510 82.550 0.8875 10 37.050 0.828 65.432 1.261 0.000 67.898 82.265 0.8952 9 32.933 0.838 65.732 1.259 0.000 68.156 81.902 0.9034 8 2 8.81 7 0.849 66.004 1.258 0.000 68.436 81.540 0.911 3 f C -3 C-7 C--7 C-1 C--3 F 7 C--3 C--1 C-"7 C--1 C--3 C--7 C T7 C - 1 C3 C -7 C--7 R" ROHN Products LLC. I File: 209929 Site: 1 Cycle: 1 Design: 1 Engineer: Stevan N Page: B Customer: CTI Towers 09/14/2014 Site: North Andover, MA 3:18 PM Type: POLE-TPR Pole: Tapered Steel Actual Stresses Allowable Axial Bending Shear TorsionCombined Stress Combined I Elevation If.) [fb) ffvl [ftI [Fret) IFbIStress ' Node (ft) (ksi) (ksi) (ksi) (ksi) (ksil (ksi) Ratio 7 24.700 O.B59 66.250 1.2.58 0.000 68.691 81.177 0.9189 6 20.583 0.870 66.472 1.258 0.000 68.923 80.815 0.92.62. 5 16.467 0.880 66.672 1.258 0.000 69.134 A0.452 0.9332 4 12.350 0.891 66.851 1.259 0.000 69.327 80.090 0.9901 3 8.233 0.901 67.014 1.261 0.000 69.506 79.727 0.9468 2 4.117 0.911 67.161 1.265 0.000 69.673 79.365 0.9533 1 0.000 0.898 67.299 1.246 0.00D 69.749 79.002 0.9594 / i i i C^7 C-7 C--3 C-7 C-7 C-7 F-] C J C--7 C`--3 C-7 CJ C`-7 c-_-_3 C73 c-:) C- 7 I i ROHN Products LLC. � File: 209929 Site: 1 Cycle: 1 Design: 1 Engineer Stevan_M Page: 9 Customer: CTI Towers 04/14/2014 Site: North Andover, MA 3:18 PM Type: POLE-TPR Pole: Tapered Steel S U M M A R Y O F B A S E P L A T E D E S I G N P L A T E A N C H O R B O L T S Pole Diameter at Base 60.00 in. =2.25 in. X 84 in. Lang Plate Diameter 71.50 in. Grade -ASTM A615 Plate Thickness 2.50 Plate Weight (Black) = 1644.17 lbs No. 01- Bolts - 18 i Fy =50.00 ksi Bolt Circle 66.375 in. Fu 65.00 ksi Fy = 75.00 tsi MAXIMUM POLE REACTIONS: Axial - 132.14 kips Moment - 7,775.26 ft-kips Shear = 59.39 kips Torsion=0.00 ft-kips ANCHOR BOLTS: DESIGN STRENGTH: Axial -252.7 kips/bolt Axial m 260.0 kips/bolt Moment - 21 in-kips/bolt Moment . 126.3 in-kips/bolt Shear =3..3 kips/bolt Shear -134.2 kips/bolt ANCHOR BOLT STRESS RATIO- 0.997 < 1.0 OK PLATE: Required Thickness - 2.28 in. PLATE THICKNESS INTERACTION RATIO=0.912 < 1.0 OR MIN. Reinforcing WELD SIZE: Outside: 0.3125 in. Inside 0.3125 in. 1 C_ -1 C -� U I C-7 C- I C ^7 C 7 F-7 C-77 C-J C-7-3 C-73 C-3 C 7) F_3 CC_7 miumbAmm ROHN Products LLC. File: 209929 Site: 1 Cycle: 1 Design: 1 Engineer: Stevan_M Page: 10 Customer: CTI Towers 04/14/2014 Site: North Andover, MA 3:18 PM Type: POLE-TPR Pole: Tapered Steel NOTES LOAD COMBINATIONS Load Combo Description Combo002 Dead Load.Wind Load no Ice Q 000 deg. Combo011 Dead Load .Wind Load no Ice 8 270 deq. BEND RADIUS INVESTIGATION SegWall ThicknetBR�/�BR1 ss, t [1nVes 1 0.18750 0.225 2 0.31250 0.375 3 0.37500 0.450 4 0.43750 0.525 5 0.50000 0.600 Investigation Bend Radius: lnvestBR 3.0 • t inches Design Bend Radius: BR 2.5 inches i MISCELLANEOUS NOTES Critical wind velocity is outside range where vortex shedding lock-in may occur. No further investigation required. i I I C_-3 C_ C-3 F-3 [73 ---3 1--- I F-3 F-3 C__7 F73 C___3 F-3 C-3 C C__3 U__3 C_'_j C__3 Customer. CTI TOWERS Project: I 85FT ROFIN MONOPOLE Site. NORTH ANDOVER,MA Engr.File: 209929 Build Code: ANSIMA-222-G-2005 Products Mat Foundation Design Parameters Lead Case Description L 2 3 4 5 Service Total Moment,fl-kips 7,775.26 7,638.11 1,789.89 1 21.11 Total Shear,kips 59.39 59.39 12.72 12.41 Total Tower Wt,kips 85.88 64.41 132.74 71.57 Shear k NYa Nta Max tai ' rata' JIM- Soil LF. 1.20 0.90 1.20 1.00 Concrete L.F. 1.20 0.90 1.20 1.00 Foundation Mat Pier Ht.AGL,ft 0.50 Thickness,ft 2.75 Height,ft 4.75 Depth,ft. 7.00 -Width,ft 29.00 Diameter,ft 10.00 Pole EA,in 23.00 No.Piers I Butt OD,ft 5.00 Batter,in/ft 0.00 Shape Round Offset in .00 Soil N/a Anchor Bolts Pocket Blow Count N/a I Diameter,in 2.2500 Diameter,in NJI, In lace Unit Wt,pcf 100.00 No. 18 Thickness,ft EN1. Submerged Unit Wt,pcf 48.00 Length,in 84.00 Friction Angle,�,de&:_ 00 Bolt Circle,in 66.38 Cohesion,ksf N/a Projection,in 12.00 Uplift Angle,deg. 30.00 Concrete Rebar F T_ ,Si� Water Depth,ft None 28 D .lb,kai 4.50 Vertical,ksi 60.00 D Circular, s 60.00 Dry Unit Wt,pcf I Ult Bearing Capacity,ksf[� [WetUnit Wt,Pcf 88.00 Horizontal,ksi 60.00 Results M,Parallel Axis 8,767.5 ft-kips MN-Diagonal Axis 8,984.0 ft-kips Moment-Interaction Ratio 0.922 �VN-Lateral Load 188,64 kips Lateral Load-Interaction Ratio 0.315 Final Mat Dimension 29.00 x 29.00 x 275 ft.thick w/(1)10.00 ft dia.Pier Final Pocket Dimension Pockets not required Total Volume of Concrete 99.5 yd3 Designed By: SM Checked By: Date: 22Apr,14RO8:30AM Date. ALIY� A I/� 'r Pw 1 of C 7 C 1 C I C _7 C 1 C--7 C - I C-�) CT-3 C 3 C _7 C-73 C-73 Customer. CTI TOWERS Project: 185FT ROHN MONOPOLE Site NORTH ANDOVER,MA Engr.File: 209929 Build cod« ANS1mA-222-c-2005 Products Mat Foundation va.1.3.9 Design:Min.Foundation Width Controlling Load Case:2 [Wind w/Min.Dead Load) Foundation Width=29.00 ft Mu=8,083.5 ft-kips M R-kis x,ft N a i Parallel 8,767.5 5.669 0.195 6.00 Dia anal 8 984.0 1 12.822 1 0.313 1n/a CMN=8,767.46 ft-kips IRatio=0.922 / AVN=188.64 kips ]Ratio=0.315 Mat Design yr=119.64 pcf Moment ft-kis Shear,kis X,ft N ork,ksf Rt Lt Mulft Rt Lt Vrr/ft Parallel 7.418 0.256 3.43 1 5,668.21 3,204.77 1 195.46 576.07 442.19 19.86 i Dia oral 14.573 0.355 3.48 5,799.63 3,029.55 141.41 578.15 442.19 14.10 Use 3.48 >3 195.46 <?:" 19.86 *6 Ultimate soil hearing rapacity required Punching Shear Download Uplift Interior Ede Corner Interior Ede Corner bo,ft 44.78 N/a N/a N/a N/a N/a Vsu, si 206.07 N/a N/a N/a N/a N/a Vc, si 228.08 N/a N!a Nla N/a N/a _ IR 0.90 Critical Sections:a=14.50 ft. b=14.50 ft c-14.50 ft g=14.50 ft (min_of a,b,&c) Mat Reinforcement One-Way Shear Min.Steel Area(Strength) =1.536 int/ft. Vu=19.86 kips / Min Steel Area(Temperature) =356 in-/ft. OVc=38.32 kips Height of compression block,x =3.69 in. Min.Slab Thickness=19.5 in. 46-#9 Horizontal bars equally spaced @7.60 in.,each way,top and bottom. (Total of 184) Designed By: SM Checked By: Date: 22 Apr 14 @ 08:30 AM Date: Np2af3 I CI C C - 1 C 7 C J C 7 C-3 C-3 C--3 C --3 173 C77 C-1 Customer: CI3TOWERS Project: 185FT ROHN MONOPOLE Site: NORTH ANDOVER,MA Engr.Fila: 209929 1 Build Code: ANS[rM-222-G-2005 Products 1 Mat Foundation ver.1.3.9 Pier Design Controlling Load Case:I [Wind w/Max.Dead Load] C=85.88 kips Vc=59.39 kips Me =8,057.36 ft-ldps T—.00 kips Vt=.00 kips Mt =.00 fi-kips I Fy=60.00 ksi Fyt=60.00 ksi L.F.=1.00 H=120.00 in. Ds=108.00 in. Fc=4.50 ksi U=1.00 Its=Round **•NOTE:Pier cross section is Round*** i e SUMMARY OF ANALYSIS Minimum area of steel required =56.549 in= (Rhomin =0.0050) Area of steel provided. =58.271 in= (Rhoacmal=0.0052) Maximum steel area limit =904.781 in' (Rhomax =0.0800) (46)#10 Vertical Bars equally spaced w/#5 Circular Ties @ 3"on center. CIRCULAR TIE DATA Vu<0,85*Vc/2,shear reinforcement is not required Use maximum tie spacing specified in ACI 318, Section 7.10.5 for compression reinforcement. i DEVELOPMENT LENGTH MODIFIERS FOR BAR DEVELOPMENT Modifier for tension development =0.667 Modifier for compression development-0.257 REQUIRED Ld MODIFIERBASIC Ld*ACI 318 MODIFIERS,(12 in.min.) Designed By: SM Checked By: Data 22 Apr 14 @ 08:30 AM Date: ___.... Hyl, ��G Pagclof3 l C- 7 C--:1 C---7 C- F-7 F--3 C-] C-J L Rohn Products LLC. Designed By:SM Date:4/22/2014 7:35:08 AM Checked By:_11.4 Date: Eng.File:209929 Building Code:TIA Rev.G LPile:ver.4 LPile_I:ver.3.1.2 Customer.CTI Towers Site:North Andover,MA j FACTORED REACTIONS DESIGN OPERATIONAL Download,kis 132.7 71.6 OTM ft-kis 7,775.3 1,521.1 Shear,kis 59.4 12.4 LPILE INPUT PARAMETERS Depth(ft) Soil Type K(pci) c deg). C(ksf) E50in/in N RQD f 0.0-1.0 Soft Clay 5.0 80.0 0.0 0.100 0.035 1 0 1.0-4.0 Clay 600.0 140.0 0.0 3.000 0.005 26 0 4.0-6.0 Clay 100.0 135.0 0.0 1.000 0.010 >=4 0 0 6.0-19.0 Clay 450.0 135.0 0.0 2.250 0.005 >=4 0 1 0 19.0-24.0 Clay 300.0 140.0 0.0 1.500 0.007 -4 0 0 24.0-30.0 Clay 450.0 140.0 0.0 2.250 0.005 x4 0 0 I Reaction Modification Factor=1.33 Pier Diameter=8'-0",Shaft ID=0'-0",Pier Depth=30'-0"and Ground Slope= 0 Deg. i SUMMARY OF LPILE RESULTS (See Attached Graphs) DESIGN OPERATIONAL Deflection at Tot,in. 7.38 0.02 i Moment,ft-kis 7,937.5 1,550.0 i Shear,kis 528.8 94.6 Lateral Soil Pressure,ksf 8.25 1.39 SHAFT SUMMARY i -71 C 7 1--`7 C- 1 C C -� C-71 C 7 CT7 C� C-7 CJ F-3 F73 C-7 C-73 C-773 C 1)Use 8'-0"diameter and 30'-0"deep drilled pier with 0'-6"projection. 2)Use(38)#10 bars in 7'-0"Dia.cage with#5 ties at 3"centers in top 8 feet and at 8"center:in rest of ! pier. 3)Concrete Volume=56.8 Cu.Yds. (See attached Shaft Reinforcing Program results for reinforcement calculations) I i i I I I u 209929 n SM U k Lj : : : : 10 10 I I-1 13 - l --------- ----- - --r- --- --------- - -- --- - ------;-- - -13 U -15 l+ -'---' ------ -- -- — --- ---- ---- -- -- -- 15 � 3 a I o = U -18 -------- -18 U ------------ -25- '- --'- --'---1---------- -- -- -- ------- -- -- -- -- -- -- - - -- -- - - 25 U I -28 -30 i ?' i i -30 -8.1 -3.0 2.1 7.2 12.3 0.0E+0 6.6E+3 1.3E+4 -8.8E+2 -3,9E+2 9.9E+1 -9.9 -4.0 1.9 7.8 13.7 Deflection,in Moment,ft-kips Shear,kips Soil Pressure,ksf I' nI FI U Li r-► U I lJ r1 I� U n I SHAFT REINFORCING PROGRAM VER. 2006.1 f DESIGNED BY: SM ENG. FILE NO.: 209929 DATE: 4/22/2014 7:35:08 AM CUSTOMER: CTI Towers INPUT DATA C = 132.70 Kips Vc = 528.75 Kips Mc = 8,201.88 Ft-K T = .00 Kips Vt = .00 Kips Mt = .00 Ft-K Fy = 60.00 Ksi Fyt = 60.00 Ksi L.F. = 1.00 H = 96.00 In. Ds = 84.00 In. F'c = 4.50 Ksi U = 1.00 Irs = Round *** SHAFT CROSS SECTION IS ROUND *** SUMMARY OF ANALYSIS Minimum area of steel req'd. = 46.92 sq.in (Rhomin = .0065) i Maximum steel area limit 579.06 sq.in. (Rhomax = .0800) CIRCULAR TIE DATA For No. 3 circular ties, Smax = 2.75 inches For No. 4 circular ties, Smax = 5.00 inches ' For No. 5 circular ties, Smax = 7.75 inches / For No. 6 circular ties, Smax - 11.00 inches i n L C no F1 FDH Engineering,Inc.,6521 Meridien Drive,Raleigh,NC 27616,Ph:919.755.1012,Fax:919.755.1031 L n L r1, Geotechnical Evaluation of Subsurface Conditions ILS Monopole Tower n Ll Report Prepared for CTI Towers u Site Name: North Andover n Site ID: 10445 I Li 693 Johnson St- North Andover, MA 01845 n Lat:42.662027 �I Lon: -71.099777 r, FDH Project Number 1310671600 Li EPrepared by: iii%' ` 61 u (/ r' Michael B. Lazar, E.I. J. Darrin Holt, PhD, P.E. �-► Geotechnical Engineer Managing Principal n �, FDH Engineering, Inc. • 6521 Meridien Driveof n Raleigh, NC 27616 (919)755-1012 MINES DAMN `-' info@fdh-inc.com N0ff CML No 4T �F0 STEAF'q LJ o� �O 01/23/2014 dtlpNAL r-� t� n u n Ls u' r1 . Geotechnical Evaluation Report Site Name:North Andover u Site ID: 10445 01/23/2014 �--� FDH Engineering,Inc.,6521 Meridien Drive,Raleigh,NC 27616,Ph:919.755.1012,Fax:919.755.1031 i U EXECUTIVE SUMMARY In i ;� Project Location: 693 Johnson St—North Andover, MA 01845 Structure Type: Monopole M Site ID/Number: 10445 Number of Borings: One(1) `J Depth of Borings: B-1 to 51.0 ft M i1 INTRODUCTION V FDH Engineering, Inc. understands that a 175-ft tall monopole type telecommunication tower will be erected at the aforementioned project site. The authorized subsurface investigation has been completed to evaluate the existing subsurface conditions and their effect on the proposed construction and site development. SITE INVESTIGATIONS It is our understanding that the project site, an existing tower compound, is generally flat and 177 exhibits a topographic variation of less than 3.0 ft. However, aerial imagery and a topographic map lJ (Figure 1) indicate the site sits atop Claypit Hill, a drumlin with gentle to moderate (approx. 15 to 35 percent)wooded slopes. The existing site drainage appears to be surface runoff. Subsurface conditions were evaluated by obtaining one test boring near the proposed tower center, as shown approximately in Figure 2. The boring was sampled at selected intervals using Standard 7 Penetration Test(SPT)procedures designated in ASTM D-1586. The soil samples were transported to our soil lab and classified according to ASTM D-2487. Unconfined compression tests were conducted in compliance with ASTM D-2166 on select samples. The soil samples will be retained in our laboratory for a period of forty-five (45) days, after '—' which,they will be discarded unless other instructions are received as to their disposition. SUBSURFACE CONDITIONS Based on the field boring record and laboratory test results, the subsurface conditions on site can nbe generalized using the following strata descriptions: V Strata# Approx. Depth General Description u 1 0.0-0.5 Fill: sampled as clayey gravel 1I 0.5-21.0 Very stiff sandy lean clay with trace fine gravel III 21.0-51.0 Very stiff silty lean clay with occasional sand seams U.S.Geological Survey. South Groveland quadrangle,Massachusetts[map].Photorevised 2012. 1:24,000.7.5 Minute Series.Reston,Va:United States Department of the Interior,USGS,2011. n 2 Li l.r E . Geotechnical Evaluation Report L Site Name: North Andover Site ID: 10445 01/23/2014 FDH Engineering,Inc.,6521 Meridien Drive,Raleigh,NC 27616,Ph:919.755.1012,Fax:919.755.1031 GROUNDWATER Ci Groundwater was not encountered in soil boring B-1 at the time of drilling. However, regional groundwater levels will fluctuate with seasonal and climatic changes and may be different at other times. We recommend that FDH be immediately notified if a noticeable change in groundwater occurs from the `n depths mentioned in this report. L RECOMMENDATIONS C The following recommendations are made based on our review of the attached test boring data and laboratory results, along with our past experience with similar projects and subsurface conditions. Ultimate soil strength design parameters are presented on the attached Table 1. The values in this table I can be used to evaluate the lateral and bending moment capacity of the soil supporting this foundation. L$ Based on the TIA Standard (TIA-222-G), dated August 2005, the recommended design frost penetration depth to be used for Essex County,Massachusetts is 60-inches(5.0 ft). EFDH was not provided with the required foundation capacities at the time of this report. For monopole towers, we anticipate the planned tower foundation will be subjected to relatively high lateral loads and bending moments. Based on our past experience with similar projects and subsurface conditions, we recommend that either a Drilled Shaft (Caisson) or Pad and Pier be used as the tower foundation. General soil strength design recommendations are given in this report that can be used by the Engineer of Record to determine the appropriate foundation size once the required foundation capacity is Cknown. Drilled Shaft(Caisson)Foundation L VShould a caisson foundation be used,we recommend the caisson be reinforced with steel to resist ' and transfer lateral and axial loads. Skin friction and bearing at the tip of the caisson can be used to n determine the compressive capacity of the foundation. Figure 3 is a plot of the ultimate skin friction versus depth for caisson diameters ranging from 5.0 ft to 7.5 ft, while Figure 4 shows ultimate end `i bearing versus depth for the same diameter range. The values in these plots are ultimate values and appropriate factors of safety should be used. Based on the subsurface soil conditions, excavation for the caisson should be possible using a large, truck-mounted,hydraulic-advanced drill rig. All debris, loose or disturbed soil should be removed from the excavation prior to placing reinforced steel and/or concrete. Reinforcing steel and/or concrete E; should be placed immediately upon completion of the excavation. M Although caving is not anticipated during construction, drilling fluid or casing could be used to Lassist in keeping the drilled hole open. If casing is used, we recommend it be removed from the excavation as concrete is being placed. Continuous vibration or other approved methods should be used during casing withdrawal to reduce the potential for void-space formation within the concrete. If drilling fluids are used to maintain hole stability, concrete should be pumped or otherwise discharged to the bottom of the hole via a hose or tremie pipe. The end of the hose or tremie pipe must remain below the top surface of any water, drilling fluid and the in-place concrete at all times. Additionally, concrete r should be consolidated using vibration methods over the entire length and width of the caisson and the consolidation should be performed only after these fluids are removed and to the extent possible. 3 E r U n Geotechnical Evaluation Report j Site Name:North Andover U Site ID: 10445 01/23/2014 n FDH Engineering,Inc.,6521 Meridien Drive,Raleigh,NC 27616,Ph:919.755.1012,Fax:919.755.1031 Pad &Pier Foundation We understand that existing structures at the project site may preclude construction of a shallow foundation. However, should a pad &pier foundation be used,we recommend it be reinforced with steel to resist and transfer lateral and axial loads, as well as prevent cracking and shrinkage due to temperature r1 and moisture variations. Based on the subgrade conditions and frost penetration depth of the project site, we recommend the bottom of the pad foundation bears at a depth of 5.0-ft below grade or deeper. The tower's foundation capacity can be determined using the soil's bearing capacity, passive pressure resistance, and a sliding friction factor. For these calculations we recommend the following: �' • Net Ultimate Bearing Capacity: Pad Dimensions pad Bearing Depth (ft) Net Ultimate Bearing Sliding Friction (ft) Capacity(ps1) Factor � 25.0 X 25.0 5.0 6,400 L 7.5 14,700 30.0 X 30.0 5.0 6,400 0.40 r7 7.5 14,600 } 5 `J 35.0 x 35.0 .0 6,300 7.5 14,500 These values are ultimate values and an appropriate factor ofsafety should be used. • Ultimate Passive Pressure vs.Depth: Shown in Figure 5. This figure contains ultimate values M and an appropriate factor of safety should be used. These values have been reduced for frost II U penetration to a depth of 5.0 ft. The site should be stripped to suitable depths to remove any existing grass, top soil and miscellaneous fill material. Select fill used to elevate the grade and backfill the excavation should consist of clean soils without deleterious inclusions and with maximum 3.0-inch particle size. The select fill material should be placed in maximum of 8.0 inches loose lifts and compacted to a minimum of 95 r! percent of the maximum dry density as per ASTM D-698. The moisture content should be within -2 to I u +2%of optimum moisture. F-1 The pad &pier foundation should be protected from freezing if built during the winter or subject L-0 to freezing temperatures after construction. Groundwater was not encountered within the recommended bearing depth at the project site. However, positive drainage should be provided to prevent rainwater water collection in foundation excavations or on subgrades of the construction area either during or after construction. Undercut or excavated areas should be sloped toward a corner to facilitate removal of any collected rainwater or surface runoff. Construction Inspection We recommend that the foundation excavation and fill placement process be monitored by a geotechnical engineer or representative thereof. Geological material variances may occur at project site. Therefore, the soil excavations should be inspected under the supervision of a geotechnical engineer or representative thereof to confirm that the bearing soils are similar to those encountered in our field E4 i� r I ' V Geotechnical Evaluation Report Site Name: North Andover L-' 0 Site ID: 10445 01/23/2014 F1 FDH Engineering,Inc.,6521 Meridien Drive,Raleigh,NC 27616,Ph:919.755.1012,Fax:919.755.1031 Lexploration and that the subgrade has been properly prepared. The geotechnical engineer should be immediately notified should any subsoil conditions be uncovered that will alter the conclusions and E recommendations contained in this report. Further investigation and supplemental recommendations may be required if such a condition is encountered. n Samples of the subgrade soil and structural fill material should be obtained prior to compaction Loperations for laboratory moisture/density testing (Proctor Tests). The tests will then provide a basis for evaluating the in-place density requirements during compaction operations. A qualified soil technician should perform sufficient in-place density tests during the filling operations to verify that proper levels of I compaction are being attained. V Prior to placement of concrete, the foundation excavation should be inspected to verify that the n excavation is to the proper depth and reinforcing steel is placed as recommended. Concrete cylinders should be made for 7-day and 28-day breaks and the concrete compressive strength should reach the required strengths after curing for designated days. LIMITATIONS n All opinions and conclusions are considered accurate to a reasonable degree of engineering I certainty based upon the evidence available at the time of this report. All opinions and conclusions are LJ subject to revision based upon receipt of new or additional/updated information. All services are provided exercising a level of care and diligence equivalent to the standard and care of our profession. r-1 No other warranty or guarantee, expressed or implied, is offered. Our services are confidential in nature and we will not release this report to any other party without the client's consent. The use of this engineering work is limited to the express purpose for which it was commissioned and it may not be reused,copied,or distributed for any other purpose without the written consent of FDH Engineering, Inc. u I i M i L+ u I u 3 V r'1 I 5 U F, f� . Geotechnical Evaluation Report Site Name:North Andover u Site ID: 10445 01/23/2014 f`] FDH Engineering,Inc.,6521 Meridien Drive,Raleigh,NC 27616,Ph:919.755.1012,Fax:919.755.1031 `J TABLE 1 ,-, ULTIMATE SOIL STRENGTH PARAMETERS v North Andover Site ID: 10445 Friction Boring # Depth Unified Soil Moist Unit Angle Cohesion Modulus (ft) Classification Weight(pcf) (degrees) (psf) (pci) 150 0.0-0.5 FILL -- -- -- -- -- B-1 0.5-4.0 CL 140 0 3,000 600 0.005 4.0-6.0 CL 135 0 1,000 100 0.010 6.0- 19.0 CL 135 0 2,250 450 0.005 r1 19.0-24.0 CL 140 0 1,500 300 0.007 u 24.0-34.0 CL 140 0 2,250 450 0.005 M 34.0-39.0 CL 140 0 3,250 650 0.005 L 39.0-44.0 CL 140 0 2,250 450 0.005 f� 44.0-51.0 CL 140 0 1,750 350 0.007 'u I 4-1 V n M M n u r� u n U r-1 6 M I u M f� Geotechnical Evaluation Report Site Name:North Andover 0Site ID: 10445 01/23/2014 FDH Engineering,Inc.,6521 Meridien Drive,Raleigh,NC 27616,Ph:919.755.1012,Fax:919.7551031 u FIGURE 1: Topographic Map 693 Johnson St-North Andover,MA 01845 Weir my Lj R� a N yStevens Gr�ng PDQ°�°O• N Smolak Farm sr .. o� I!1 9a o r.. FirstfBuryirig 125 G nd U 133 �a Nonn,Andover Center covfir9 �Z. ! 1. Op -Wn ar�bledge ,ate y� • ,,p �,�Station/ 1-till. }) "' ^, � U •�P � O Ridgewood\ � Fq oaf 26 �' Cem 0 0 9.Xi O m o �¢ o APp�FrpN <fy0 n it0 B 1i4 O1 _ills w rtos9u U 12s� p a Tower Site QMerrimeck i �' Mos W10- 0 rso Ilege4r A- oodchudc�o 250 � O I o ' U Q V Gls�pyt� a n sunr`� U � P° 0 9a Z 94f, � O i m Y 0`'a \ 11 = U o m. Yv' F�4 oN DR 0 'AG RALEIGHTAVERN'l:N I 0 ° o Lj U LJ U . Geotechnical Evaluation Report Site Name:North Andover Site ID: 10445 01/23/2014 f 1 FDH Engineering,Inc.,6521 Meridien Drive,Raleigh,NC 27616,Ph:919.755.1012,Fax:919.755.1031 FIGURE 2:Boring Location Plan �t 693 Johnson St-North Andover,MA 01845 I ' nu i u f7-7 I I U WOODS ACCESS ROAD 1 f E GATE 17-1 B-1 IS n FENCE EXISTING TOWER v E f ' U h CONCRETE ICE BRIDG L-+ PAD I GENERATOR L__, I u LEGEND - APPROXIMATE BORING LOCATION u SCALE NOT TO SCALE n U g n n . Geotechnical Evaluation Report Site Name:North Andover Site ID: 10445 01/23/2014 M FDH Engineering,Inc.,6521 Meridien Drive,Raleigh,NC 27616,Ph:919.755.1012,Fax:919.755.1031 V U n FIGURE 3: Ultimate Compressive Skin Friction vs. Depth Soil Boring B-1,5.0 to 7.5 ft Diameter Caissons v Ignore the top 5.0 ft and bottom one diameter of caisson for skin friction r� An appropriate factor of safety should be used with this figure 1 500 111111 IBJD=5.0R j 450 —+—D=5.SR 0.0 400 tD=6.0ft 04) 00 i 350 .D=7.Ort ila 00 X i D=7.5 0 PO 00 X 000 Oje 00& R -00 �--� 0 300 U 10,10u tC 250 z U 200 n i ' lJ 150 U 100 n , iJ 50 o 10 12 14 16 18 20 22 24 26 28 30 Depth(ft) E n L C9 F-7 Geotechnical Evaluation Report u Site Name:North Andover 0 Site ID: 10445 01/23/2014 rl FDH Engineering,Inc.,6521 Meridien Drive,Raleigh,NC 27616,Ph:919.755.1012,Fax:919.755.1031 I u 17-1 FIGURE 4: Ultimate Tip Resistance vs. Depth Soil Boring B-1,5.0 to 7.5 ft Diameter Caissons v An appropriate factor of safety should be used with this figure M 900 M 800 n 700 Uti t - '' r n 600 y • f♦ L •• rr • U Y �• rr •• rr —1101 m v 500 - -- `n 1� N h d 400 i= E 300 r7 M - -D=5.0a L' -"—D=5.5 a 200 �--� -e--o=6.0 a I -- lJ —•D=65a 100 — D=7.5a 0 M 5 10 15 20 25 30 Depth(ft) r�1 u n Li �, 10 Ir L . Geotechnical Evaluation Report Site Name: North Andover Site ID: 10445 01/23/2014 n FDH Engineering,Inc.,6521 Meridien Drive,Raleigh,NC 27616,Ph:919.755.1012,Fax:919.755.1031 �U M FIGURE 5: Ultimate Passive Resistance vs. Depth Soil Boring B-1 u rrUltimate Passive Resistance(psf) I � L, 0 1000 2000 3000 4000 5000 6000 0 1 u 2 L+ 3 n 4 r § I--a o 6 l__+ 8 n 9 U n 10 u n I n n n u L: 11 M U n u PROJECT NAME: North Andover(10445) PROJECT NUMBER: 1310671600 n PROJECT LOCATION: 693 Johnson Street, North Andover, MA Boring No.: B-1 u CLIENT: CTI Towers PAGE 1 OF 1 DATE DRILLED: 1/21/2014 GROUND WATER LEVELS: DRILLING METHOD: Mud Rotary AT TIME OF DRILLING: —Groundwater Not Encountered GROUND ELEVATION: Z AT END OF DRILLING BORING DEPTH(ft): 51 SL AFTER DRILLING: --- Z 1� w p } aF c c v W (L-� ~ �v m ♦SPTNVALUEA n W MATERIAL DESCRIPTION W W LL L v 3 3 Q p v ¢� U JO O 0O Z � � �g m m m U 0 102030405060708090 FILL:sampled as CLAYEY GRAVEL(GC),dark grayish brown, 35 7 7 14 et CL u SANDY LEAN CLAY(CL),very stiff,grayish brown,moist 1.63 15 13 14 27 --light olive brown,with occasional silt layers from 4.0 It 0.63 14 13 21 44 L+ ---with gray mottling 1.25 19 28 36 64 10 ---trace fine gravel 1.13 18 19 21 40 U I LJ 1.00 22 32 45 77 � 20 0.88 23 60 59 119 n SILTY LEAN CLAY(CL), very stiff, gray,with occasional sand CL LJ seams,moist f1 1.25 15 27 34 61 f1 30 1.13 26 26 35 61 Li F1 U 1.88 27 31 50 81 V 40 1.25 18 24 29 53 n 0.93 20 23 33 56 E U r 50 32 40 29 69 U Bottom of borehole at 51.0 feet. 5/9/2016 Town of North Andover Mail-Re:Final CCA 691 Johnson Street,N rth Andover,MA NORT Massachus . R OVER Maura Dee <mdeems@northandoverma.gov> u Re: Final CCA 691 Johnson Street, North Andover, MA ��►-- Maura Deems <mdeems @northandoverma.gov> Wed, Mar 9, 2016 at 10:40 AM To: Emily Bozek <ebozek@centedinecommunications.com> Emily, Jerry has time either day. The morning inspection time frame is 10:15 am to 11:30 am. Let me know the name of the contractor and their contact phone no#as I note that information on the inspection schedule. Thank you, Maura Deems Building Department Assistant Town of North Andover On Wed, Mar 9, 2016 at 9:47 AM, Emily Bozek <ebozek@centerlinecommunications.com> wrote: Maura, Can schedule an inspection for Thursday or Friday of this week. 10:30 either day? Please advise. Thank you, Emily From: Maura Deems [maiIto:mdeems@northandoverma.gov] Sent:Tuesday, March 01, 2016 8:52 AM To: Emily Bozek<ebozek@centerlinecommunications.com>; Gerald Brown <gabrown@northandoverma.gov> Subject: Fwd: Final CCA 691 Johnson Street, North Andover, MA Emily, I was just informed that Jerry has a meeting tomorrow morning that would conflict with the appointment that we made for the inspection at 691 Johnson Street. We will have to reschedule the inspection. apologize for the inconvenience. https://m ai l.google.com/mai I/ca/u/0/?ui=2&ik=aeO2b3b5c4&view=pt&search=sent&m sg=1535cO9683ce6b49&si m l=1535cO9683ce6b49 1/9 5/9/2016 Town of North Andover Mail-Re:Final CCA 691 Johnson Street,North Andover,MA Maura Deems Building Department Assistant Town of North Andover --------- Forwarded message ----- From: Emily Bozek <ebozek@centerlinecommunications.com> Date: Mon, Feb 29, 2016 at 12:38 PM Subject: RE: Final CCA 691 Johnson Street, North Andover, MA To: Maura Deems <mdeems @northandoverma.gov> Cc: Gerald Brown <gabrown@northandoverma.gov>, Brian Leathe <bleathe@northandoverma.gov> i i Miguel Morales 774-222-5228 Thank you i From: Maura Deems [maiIto:mdeems@northandoverma.gov] Sent: Monday, February 29, 2016 12:36 PM To: Emily Bozek<ebozek@centerlinecommunications.com> Cc: Gerald Brown <gabrown@northandoverma.gov>; Brian Leathe <bleathe@northandoverma.gov> Subject: Re: Final CCA 691 Johnson Street, North Andover, MA Emily, The inspection time frame is 10:15 to 11:45 am. I will need the name of the person that will be there on Wednesday morning and a contact phone number. Thanks, Maura Deems On Mon, Feb 29, 2016 at 12:24 PM, Emily Bozek <ebozek@centedinecommunications.com> wrote: Wed at 10AM work for you? 's i From: Maura Deems [ma iIto:mdeems@northandoverma.gov] Sent: Monday, February 29, 2016 12:21 PM I To: Emily Bozek<ebozek@centerlinecommunications.com> Cc: Gerald Brown <gabrown@north andoverma.gov>; Brian Leathe<bleathe@northandoverma.gov> Subject: Re: Final CCA 691 Johnson Street, North Andover, MA Emily, We are down an inspector tomorrow, Wed, Thurs. and Friday (AM only) is available. https://m ai l.google.com/mail/ca/u/0/?ui=2&ik=aeO2b3b5c4&view=pt&search=sent&msg=1535cO9683ce6b4g&sim l=1535cO9683ce6b49 2/9 5/9/2016 Town of North Andover Mail-Re:Final CCA 691 Johnson Street,North Andover,MA Let me know what may work for you. Maura j i On Mon, Feb 29, 2016 at 11:08 AM, Emily Bozek <ebozek@centerlinecommunications.com> wrote: Can we do Wednesday? From: Maura Deems [ma iIto:mdeems@northandoverma.gov] Sent: Monday, February 29, 2016 11:06 AM I To: Emily Bozek<ebozek@centerlinecommunications.com> Cc: Gerald Brown <gabrown@north andoverma.gov>; Brian Leathe<bleathe@northandoverma.gov> Subject: Re: Final CCA 691 Johnson Street, North Andover, MA i if Emily, 1 Tomorrow morning is already booked, can we make it another day? l Thank you, Maura Deems I On Mon, Feb 29, 2016 at 10:56 AM, Emily Bozek <ebozek@centerlinecommunications.com> wrote: i j Maura, You are correct. E Can we schedule an inspection for tomorrow at 10am if possible? 1 j I I Please advise. � I Thank you, Emily j i i 1 j From: Maura Deems [maiIto:mdeems@northandoverma.gov] j Sent: Monday, February 29, 2016 10:50 AM I I To: Emily Bozek<ebozek@centerlinecommunications.com> { Cc: Gerald Brown <gabrown@north andoverma.gov>; Brian Leathe https:Hmai l.google.com/mail/ca/u/0/?ui=2&ik=aeO2b3b5c4&view=pt&search=sent&msg=1535c09683ce6b49&si m l=1535cO9683ce6b4g 3/9 5/9/2016 Town of North Andover Mail-Re:Final CCA 691 Johnson Street,North Andover,MA <bleathe@north andoverma.gov> Subject: Re: Final CCA 691 Johnson Street, North Andover, MA � I ' I j Emily, I j 1 assume this inspection is for permit #93-2016 issued on 7/28/2015 for an installation of 3 new antennas and 3 new RRUs on an existing cell tower at 315 Chestnut Street. we received your Final Construction Control Document on 1/19/2016. Inspection time frames are after 10 am M-F and after 2 pm M-Th. I Thank you, Maura Deems Building Department Assistant Town of North Andover i I I On Mon, Feb 29, 2016 at 10:11 AM, Emily Bozek <ebozek@centerlinecommunications.com> wrote: Maura, !, l 1 Please let me know if I can schedule an inspection for tomorrow? i I I , Emily, ' � f j 617-449-8275 PFrom: Emily Bozek Sent: Thursday, January 28, 2016 3:06 PM To: mdeems@townofnorthandover.com Cc: Emily Bozek <ebozek@centerlinecommunications.com> Subject: Final CCA 691 Johnson Street, North Andover, MA Maura, I E Please see the attached CCA for the above site. Please let me know when we can schedule an inspection next week. I Thank you, , I E https:Hmai l.google.com/mai I/ca/u/0/?ui=2&i k=aeO2b3b5c4&view=pt&search=sent&m sg=1535cO9683ce6b49&sim l=1535cO9683ce6b49 4/9 Date.�': ..:/...1!...��........ '44 Tp 14 3: °oma TOWN OF NORTH ANDOVER PERMIT FOR WIRING ,ss^CMUSE� r Thiscertifies that :....................................................... .. ................................ has permission to perform . r.; -�.. wiring in the building of . :.. .' ...:...:..... .. ............................................... North Andover,Mass. r Fee ............. Lic.No. .......... .... .... aLECTRICALINSPECTOR Check # 92 tS Official Use Only Permit No. .Q _ �B�tinlJ�¢I!l O`..T�J'E�BH/lCB9 J _ Occupancy and Fee Checked BOARD OF FIRE PREVENTION REGULATIONS ev. 1/07] leave blank S � N APPLICATION FOR PERMIT TO PERFORM ELECTRICAL WORK C7 All work to be performed in accordance with the Massachusetts Electrical Code(MEC),527 CMR 12.00 2 (P 0 SE PRINT IN INK OR TYPE ALL INFORMATION) Date: -2-11 L,)lb J City or Town of: A)or+h hdwec To the Inspector of Wires: By_is application the undersigned gives notice of his or her intention to perform the electrical work described below. LoQ2tion(Street&Number) 69/ _1"OhnSon 1_ Owneror Tenant T A17oy,;le Telephone No.273-3?7-t/q7( ``-- Owner's Address 69/ zotins'oh 51- Is this permit in conjunction with a building permit? Yes ❑ No ❑ (Check Appropriate Box) Purpose of Building . Utility Authorization No. Existing Service Amps / Volts Overhead❑ Undgrd❑ No.of Meters New Service Amps / Volts Overhead❑ Undgrd ❑ No.of Meters Number of Feeders and Ampacity Location and Nature of Proposed Electrical Work: ,r,,S4 (t Rber o ,t r'ab/y P-f Ce�� S'i7�- . Com letion of the ollowin table ma•be waived by the Ins ctor of Wires. No.of Recessed Luminaires No.of Ceil.-Sus . addle Fans r o ota p (Paddle) Transformers KVA No.of Luminaire Outlets No.of Hot Tubs Generators KVA No.of Luminaires Swimmin Pool Above ❑ n- ❑ o.o Emergency Lighting g rnd. rnd. Battery Units No.of Receptacle Outlets No.of Oil Burners FIRE ALARMS No.of Zones and No.of Switches No.of Gas Burners o.o etetton Initiatin Devices rTotal No.of Ranges No.of Air Cond. Tons No.of Alerting Devices No.of Waste Disposers eat m um er ons No.o eI ontaine p Totals: �� Detection/Alerting Devices No.of Dishwashers Space/Area Heating KW Local Municipal Connectionuri ❑ Other No.of Dryers Heating Appliances KW No. ystems: No.of Devices or Equivalent No.of Water KW o.o o.o Data Wiring: Heaters Signs Ballasts No.of Devices or Equivalent cations iring: No.Hydromassage Bathtubs No.of Motors Total HP Te No.of Devices or Equivalent OTHER: Attach additional detail if desired,or as required by the Inspector of I'Vires. Estimated Value of Electrical Work: (When required by municipal policy.) Work to Start: T_.$ 1) Inspections to be requested in accordance with MEC Rule 10,and upon completion. INSURANCE COVERAGE: Unless waived by the owner,no pen-nit for the performance of electrical work may issue unless the licensee provides proof of liability insurance including"completed operation"coverage or its substantial equivalent. The undersigned certifies that such coy rage is in force,and has exhibited proof of same to the permit issuing office. CHECK ONE: INSURANCE 0 BOND ❑ OTHER ❑ (Specify:) I certify,under thepains and penall ies ofperjury,that the information on this application is true and complete- FIRM NAME: 79nneSe E_ d ser - LIC.NO.: l a 6 6sM Licensee: f j ndrt Signature LIC.NO.: bb! R (If applicable,enter "exemI�C, in the license number line.) Bus.Tel.No., 781-3 -7-6 Y- � Address: a o i- 0", end ddn6l ParLdcx�z Wevrt, ,MA•- Alt.Tel.No.: L2-9.353' el� *Per M.G.L.c. 147,s.57-61,security work requires Departrdent of Pu lic Safety"S"License: Lic.No. OWNER'S INSURANCE WAIVER: I am aware that the Licensee does not have the liability insurance coverage normally required by law. By my signature below,I hereby waive this requirement. I am the(check one ❑owner El owner's agent. Owner/Agent PERMIT FEE: $ /a S 0 0 Signature Telephone No. annese electrical services, inc. June 21, 2010 Town of North Andover Building Department 120 Main Street North Andover, MA 01845 To Whom It May Concern: Annese Electrical Services, Inc. hereby notifies you of the cancellation of the following Electrical Permits: LOCATION AMOUNT Boston Hill Road Lot 11 $ 125.00 586 Mass Ave $ 125.00 691 Johnson Street $ 125.00 723 Osgood Street $ 125.00 203 Turnpike Street 125.00 TOTAL $ 625.00 Our customer has cancelled their project with Annese Electrical; therefore we request reimbursement for the permit fees in the amount of$625.00 for above permit numbers and locations. Thank you for your prompt attention to this request. If you should have any questions do not hesitate to call. Sincerely, Marjoriib Kourafas Annese Electrical Services, Inc. 280 Libbey Industrial Parkway,Weymouth,MA 02189 p: (781) 337-6462 f: (781) 337-6559 0;. 255 , ~ Date.z�...... y, NORTH `'°:• '"° TOWN OF NORTH ANDOVER p PERMIT FOR WIRING �,SSACHUS� This certifies that v ' has permission to perform f��'.�...::..:." y,o. J�..' ...4��r.� 4r�. ............... wiring in the building of .. ... . ' - .............................-?> ...rx-.......... ..�..................... a, at...�.....�.......... ...................�.............. ..... ,North Andover,Mass. ree./� .. Lic. r / ELECTRICAL INSPECTOR �'— d Check # �J� THEC0MH0NWE4LW0FWS4CHUSEM Office Use only i DEPARTMbAT0FPUXJCS4FE7Y BOAROOFFIREPREVEMONRBGUL4TIONS527C[AZI2:GYI Permit No. Occupancy&Fees Checked APPLICATIONFOR PERMIT TO PERFORMELECFRICAL WO ALL WORK TO BE PERFORMED IN ACCORDANCE WITH THE MASSACHUSSTS ELECTRICAL CODE,527 CMR 12:00 t (PLEASE PRINT IN INK OR TYPE ALL INFORMATION) Date Town of North Andover The undersigned applies for a permit to perform the electrical work described below. To the Inspector of Wires: Location(Street&Number) 6 / Y,r AA-It4 Owner o Tenant Q `Q S Owner's Address %,N5.tpju -0 - Is this permit in conjunction with a building permit: . Yes M No (Check Appropriate Box) Purpose of Building �r Utility Authorization No. ExistingService Amps Volts Overhead Underground � No. of Meters New Service Amps Volts Overhead M Under 'ound � No.of Meters Number of Feeders and Ampacity — Location and Nature of Proposed Electrical Work c��STi9 t{ / /,c17 9-40 1 V044 ` 1`-, .�7S �'a4r4rno�7 . No.of Lighting Outlets No.of Hot Tubs No.of Transformers Total No.of TIghting Fixtures Swimming Pool Above Below K 'A Generators KVA round ound No.r` eceptacle Outlets No.of Oil Burners No.of Emergency Lighting Battery Units No.of Switch Outlets No.of Gas Burners No.of Ranges No.of Air Cond. Tota] FIRE ALARMS Tons No.of Zones No.of Disposals No.of Heat Total Total No.of Detection and No.of Dishwashers Pumps Tons KW initiating Devices Space Area Heating Kw No.of Sounding Devices t No.of Self Contained No.of Dryers Detection/Sounding Devices Heating Devices KW Local Municipal Other Vo.of Watet Heaters KwConnections No.of No.of Si ns Bailasis do.Hydro Massage Tubs No.of Motors Total HP ['HER .eager Pt m=lothemglka iff&OfNbSSadlMMC*nwdLai&s . �nt�ntIyhnurl�licyitrhtc Co�eageoritsst>bsaletlttivaterlt YES ,/ NO msubrnmdvaldproofofsamelD the Of5ice YES E �g� .��}ouha�ec2lecl�dYES,pleas�ithejypeofwv�geby �-- i URANCE� BOND OIFID2 (Plea9e�y) 't E� < "--t4 IVIV 03 Date kto Start "pectioriDale Rough Estir"Dd Valle ofE1Dctrical Wolk$ �d undertMieFtmi iesofpeijtuyV fir" 4NANM /Pp F�eC7tjc LimseNo. S,�eG�Jwzb roe ll site u �1G ./ f �` Li�No ' � ! /ri✓i, (� �l n t BusulessTel No. j IIIt'S INCE W / V l 4j ! Alt Tet No. AMER;Iamawatethatthe 'crosedcesnothavetheir unancecoverageoritssu[stantialeguivalerttasrognarlby lt �cttsctnedLam atmysignattueondmpwnftapphcation waiwsthisrequiteareit se check one) Owner ® Abent b Telephone No. PERMIT FEE$ lgna ure o caner or gen a The Commonwealth of Massachusetts u - d Department of Industrial Accidents Office of Investigations Boston, Mass. 02111 Workers'Compensation Insurance Affidavit Name Please Print Name: Location: city Phone # I am a homeowner performing all work myself. I am a sole proprietor and have no one working in any capacity I am an emplo�yerr providing workers' compensation for my employees working on this job. Company name: l t�/P L��2lG1i�1 C Address City: Phone#- Insurance.Co. Policy# Company name: 7 Address City: Phone# Insurance Co. Poligy# Failure to secure coverage as required under Section 25A or MGL 152 can lead to the imposition of criminal penalties of.a fine up to$1,500.00 and/or one years'imprisonment_as_wcell_as_ch il.penaltiesin.theformof-a-STOP.WORK_ORDFRAW-afine_of.($100M)-aday.againstme. t understand that a copy of this statement may be forwarded to the Office of Investigations of the DIA for coverage verification. !do hereby certify under the pains and penalties of perjury that the information provided above is true and correct. Signature Date Print name Phone.# Official use only do not write in this area to be completed by city or town official' City or Town Permit/1-icensing � Building Dept ❑Check it immediate response is required I] Licensing Board E] Selectman's Office Contact person: Phone#. El Health Department Other Location ZZ / �! ��'y,G `� � ' No. Date �oRTN TOWN OF NORTH ANDOVER Of�•�a° a 1h ' Certificate of Occupancy $ ♦ i a Building/Frame Permit Fee $ -� SACNUS Foundation Permit Fee $ Other Permit Fee $ TOTAL $ Check # M� ,� Building`-spector TOWN OF NORTH ANDOVER BUILDING DEPARTMENT APPLICATION TO CONSTRUCT REPAIR,RENOVATE,CHANGE THE USE OR OCCUPANCY OF, OR DEMOLISH ANY BUILDING M OTHER THAN A ONE OR TWO FAAIY DNVtLLING 0 for Official Use OnI ic BUILDING PERMIT NUMBER: DATE ISSUED- 0 SIGNATURE: 114 '$ BuildiN Commissi2ner/I or of Buildings Date 1.1 Property Address: 1.2 Assessors Map and Parcel Number: 0 r\ Aw —)OU e r Map Number Parcel Number Q� 1.3 Zoning Information: 1.4 Property Dimensions: U -Te kf Cows _QLi,Aaj_ 0?, -60 Sjt ��- > Zoning District Proposed Use Lot Area(sf) Frontage(ft) --I M 1.6 BUILDING SETBACKS(ft) Front Yard Side Yard Rear Yard Required Provide RProvided ReqWred Provided cis 1.7 Water Supply M.G.L.C.40.§754) 1.5. Flood Zone Information: 1.9 Sewerage Disposal System: Public 0 Private 0 Zone— Outside Flood Zone 0 Municipal On Site Disposal System 0 iiij "M -11, MAN= 2.1 Ownerof Record MaDi Fk t.%ejt- At-r-v - C^bkt Gr P A 0 �J ', I pvouver VX)q 0 Name(Print) Address for Service: q— e-y-4 IqUY M Signature Telephone 2.2 Aurfized Agent 1 1.1,19 Co vi"asi k W(,y 54t z Name t Address for Service: PK -jr 0 Tllln,. z Si re Telephone M 90 3.1 Lic�nsed Construction Supervisor Not Applicable 0 V01-7/7 M, 0,/a rd ., Ur 65 Address License Number 0 1,35,6a— s6 t / -n Li Constru ton Supervisw /64 , Expiration Date X, r Si a re -5%g- Telephone 3.Aegistered Home Improven#nt Contractor Not Applicable Woo' Company Name'. Registration Number M Address Expiration Date z Signature Telephone G) S�CU014a w>D Workers Compensation Insurance affidavit must be completed and submitted with this application. Failure to provide this affidavit will result in the denial ofthe issuance of the building permit. Signed affidavit Attached Yea.......❑ No.......❑ 5ECTIOPI 5-PR4 TQ1!iAL b1 IGPY�tWOTRUC'J<7C�N,SER'V1 L5 F4R 1f 5 A1SFp STRITC'l E3R SSU TZ? GONSTR1f1CTIEDIY CO�1xRCtLP1<"TCfIf filll>t > .-d� C1SLD Si'A 5.1 Registered Architect: Name: Address Signature Telephone 3.2 Rc�tst�+e�°Pr�etessa��ai, rfa�`s Site Design Paul A. Fredette' P.E. Area o f Responsibility h Name: (SFC Engineering Partnership, Inc. ) 29378 25 S al Avenue, Suite 205W - Manchester, NH 03103-7230 Registration Number Addr : .(603) 647-8700 06/30/02Expiration Date ature Total Not applicable ❑ Name: 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 Not Applicable ❑ Company Name: Responsible in Charge of Construction � ,� E�T�t+��; �� fi�Clr ,tcheci�all apptrcable�: New Construction ❑ Existing Building ❑ Repair(s) ❑ Alterations(s) ❑ Addition 0 Accessory Bldg. 0 Demolition ❑ Other Specify Xi A\ei,S -TU ki�pr Brief Description of Proposed Work: ��� e-4a4 &� ( --dower ct-<—) wP cy� it C(Q�tc USE GROUP Check as applicable) CONSTRUCTION TYPE A Assembly ❑ A-1 ❑ A-2 0 A-3 ❑ lA ❑ Awl ❑ A-5 ❑ 113 ❑ B Business ❑ 2A ❑ C Educational 0 2B ❑ F Factory ❑ F-I ❑ F-2 0 2C ❑ H High Hazard ❑ 3A ❑ IInstitutional ❑ 1-1 ❑ I-2 ❑ 1-3 ❑ 3B ❑ M Mercantile ❑ 4 0 R residential ❑ R-1 ❑ R-2 ❑ R-3 ❑ 5A ❑ S Storage ❑ S-1 ❑ S-2 0 5B ❑ U Utility ❑ Specify: M Mixed Use ❑ Specify: S Special Use 0 Specify: COMPLETETHIS 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: Y P k BUILDING AREA EXISTING if applicable) PROPOSED Number of Floors or Stories Include Basement levels Floor Area per Floor s Total Area s Total Height ft M Independent Structural Engineering Structural Peer Review Required Yes ❑ No 0- -' SECTION 10a Owner Authorization- TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT � as Owner of the subject property Hereby authorize e— to act on My behalf,in all matte rel a 've o work authorized by this building permit application Aq/Z, v/,-n Signature of Owner Date •t 'R 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. SignA under the pains and penalties of perjury Xvtll Prin e-if, Gam_ 11-4 v S' a Owner/Agent Date s ri' Item Estimated Cost(Dollars)to be 'N '' � � mpleted by permit applicant 1. Building (a) Building Permit Fee Multiplier 2 Electrical (b) Estimated Total Cost of Construction from(6) 3 Plumbing Building Permit fee (a)X(b) 4 Mechanical(HVAC) 5 Fire Protection 6 Total (1+2+3+4+5) Check Number r'f a'� r;FexvkF Ur, �f;/,' a,ae'�aM'��.,y 1r;��J_�,p „�a ¢�.�m..�tt � rti�'r_{k�r�, €r;'-` it •id.4 i-e� ;�.; t �',:'�` .,r.x :z�;.;^."��..%{ 7 � �,, hl,s�, :t'. NO.OF STORIES SIZE BASEMENT OR SLAB SIZE OF FLOOR TIMBERS 1 sr 2 ND 3RD SPAN 02&C>5 ow DEMENSIONS OF SILLS • •C a DEMENSIONS OF POSTS DUMENSIONS OF GIRDERS HEIGHT OF FOUNDATION THICKNESS SIZE OF FOOTING X MATERIAL OF CHRvINEY IS BUILDING ON SOLID OR FILLED LAND IS BUILDING CONNECTED TO NATURAL GAS LINE •, -.:: :.x i�„�x t - � -� �:- a: ``' � � "' �X Y �'o-�.2+, � �r,� .�r�'�.•�a� P.ter r, s' � s v ar:M z����;e'' a` _ .x".•s 5€", :1. �¢ 4�� s fv s��tv-� .t,l?. "fii �- 5tZr '00 14:35 FR AON RISK SERVICES 617 457 7777 TO 91508643241.3 P.02 �9 17L/ 'r -s< MM/DDIYY PATEI Tre S:' ::4`at fi• k:^ 1 PRODUCsR ..... .. .:.. : a::>.>.< :.. . , . AkY: 9/27/0 TH15 CERTtFICATH IS ISSUED AS A MATTER OF INFORMATIOR Aon Risk services, Inc, of D4A I ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE 99 High Street I HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Boston, MA 02110-3271 COMPANIES AFYQRDING COVERAGI COMPANY _ 617-482-3100 A Travelers IrLauzLance Comaanv __ INSURED .... COMPANY WestCOtt Construction Corp. B Travelers Indemn135 ity Com»ariY 83atd9hln$ton St COMPANY PO sox 671 C phoenix_ insurance Company No Attleboro, DEA 02761 COMPANY D ;:r $ aayy :'i:i �lYli{i •�6v 1 _ tl�• :�.t:.. E t THIS IS TC CERTIFY THAT THE ROUCIES OF INSURANCE LIST@D BELOW HAVE BEEN ISSUED TO THE4INSUREDINAAfED ABOVE FOR THE POLICY PERIOD'! ; ' INDICArM. NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITICN 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 H$R&IN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES,LIMITS SH_O_WN MAY HAVE BEEN REDUCED BY PAID CLAIMS. CO TYPE Of INSURANCE I POLICY EFFECTIVE POLICY EXPIRATION LTR POLICY NUMBER DATE(MMIDIWY) DATE(MMIDDNY) LIMITS GENERAL LIABILM C-EI46RALAGGREOATE_ L_ 2000001 B �( COMMeMCIALOCNERALLIABILITY DT CO 587X7232-TIL-00 1 I 1/01/00 1/01/01 PRODUCTS-coraProPAGG • 200000( CLAIMS MADE �OCCUA IERSONAL&AOVW,rURY 0 100000( OWNER'S$CONTAACYOR'SPROT I leACHCCCURRENCE 0 1000001 — FIRE DAMAGE(ABY Cna fire) 0 300001 MED EXF IAnr one Iwaori) a 10 0 0( AUTOMOBILE LIABILITY E X ANY AUTO DTA081091IK7989-TIL-0 1/01/00 1/01/01 (COMBINED SINGLE LIMITa 100000( ALL OWNIC AUT05 BODILV INJURY I SCNGPULEP AUTOS ( (PC-"mmj X HIRED AUTOS I BODILY INJURY X NON•OWNCD AUTOS (Per modem) A PROPERTY DAMAGE 0 OARAOe LIABILITY AUTO ONLY.EA ACCIDENT S ANY AUTO .... '. :... .... OTMIA YHAN AUTO ONLY; EACH ACCIDENT 0 AGGREGATE $ lxCA!OyLIAHILRY 'EACH OCCURRENCE _ $_2500000( A X i UMBR)-LAFORM DT SM CUP 107DOlIA-Tl 1/01/00 1/01/01 AaGReaATE .� a 25000000 OTHER THAN UMBRELLA FORM I •RE 0 WORKERS COMPENSATION AND C, THEFRO!"MIETORI DTVYDNMDI1K764-0-00 1/01/00 1/01/01 EL EACH ACCIDENT $.... 54000( THE NGF1rtXCCU INCL EL DISEASE-POLICY LIMIT a _S0000( PARTNERSICkCCU'IhVE OFFICERS ARE: H EXCL EL DISEASE-EA EMPLOYEE S 50000C OTNER I DESCRIPTION OF OPERATIONSILOCAT10NwvLlilCLEB15PECIAL ITEMS Evidence of Insurance ip valid only with attatCbMa st, SITE0345-D .�t .c.". �iiAf •••t: ... ...v. :::�.::1••� .Y.aj3iJ.a r S. e rl::h% mt>'• .�: #.. .d...;lr,ir.;trtr:y:(ki:WNiff' h�,Le��yy . .: :;:I,..,u,.alriEC�,:::.::.F:.........:...l.aa.�....,.a.a.,,,•,a,...,:a.,. . K. .••.. . ,. n>,'.".:'.•',:�i::r ''3,;+%::;; .:.::• ::•:,, - ... .. ...:,Av ......... ...,.,.nn:.v.n,.v.a.inn.::.wra•�..,:....,.nw::.ar...:.R.a�:::1"3:x�'.?A�::�w.:rSU'.b::.tk..3:V..{��n:n�:�':.�.'t:i i.. SHOULD ANY OG THE ABOVE DESCRIBED PO"S BS Omen I gm SEFORE THE O=i.pOiXLt HOlaing6, Znc. EXPB'tAY10N DAYS TNEpEOFI THE IMVINO COMPANY WALL ENAEAVOR TO MAIL MR Operations, LLC 3 0 PAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, 59 Composite Way, Suite 100 BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR LIABILITY Lowell, MA 01651 DF ANY KIND UPON THP' COMPANY. ITS AGENTS OR REPRESENTATIVES. A mufamm gpF in MWIMTM 37660000( �.P.. �y. [ ''yy w:M1a: :6:: :j:.r... �i.Q>:::i::i:.:i�.4':'.•• :.y.;..... i �I t Lar r I � ri'�00 == The Commonwealth o Mas sachusetts Department of Industrial Accidents O-ce Of1,70S fgatft.s = 1_ 600 Washington Street A Boston, Mass. 02111 Workers' Compensation Insurance Affidavit ii r _v name, location- cit-: IV- 417dOvel- f-I 1 am a homeowner performing all work myself h ne it 1 am a sole proprietor and have no one working in any capacity I am an employer providing workers' compensation for my employees working on this job. 1�comoanv name address: ,e�Q�,f city: t9770�Weuro /7ne#: insuranaco. li V# F� I am a sole proprietor, general contractor, or homeowner(circle one)and have hired the contractors listed below who have the following workers' compensation polices: com anv name: address: city: hone#: insurance co. company name: address: city: insurance co. �ttach�additiona(:sheetif"�Qec'essa"::spm olicv# Failure to secure coverage as required under Section 25A of:Y1GL 152 can lead to the imposition of criminal penalties of a fine up to S1.500.00 and/or Y. One years'imprisonment as Nell as civil penalties in the form of a STOP WORD ORDER and a fine of 5100.00 a day against me. I understand that a tory of this statement may be forwarded.to the Office of Investigations of the DIA for coverage verification. I do here - erri and r the pains penalties o er u that the information provided above is true and correct. IPIrY j _ Date L0 Print Print name voha Phone# n4j�� Official use only` do not write in this area to be completed by city or town officialr - 4 cite or town: permitAicense q_ f 1Building Department O thee{ if immediate response is required ❑Licensing Board ❑Selectmen's Office contact person: phone k; OHealth Department ' Other (,—sed 1')�PIA) BOARD OF BUILDING REGULATIONS License: CONSTRUCTION SUPERVISOR Number: CS 026881 Birthdate: 03/10/1941 Expires 03/'0/200: Ti. no: 19849 Restricted To: 00 JOHN M CIARDI _/ 11 PLEASANT VALLEY RD WESTWOOD, MA 02090 Administrator NORTH LE Town of over No.� C'!-j, �o�„ y dower, Mass., Z1,9 AORgreo PPa��S S H E BOARD OF HEALTH PERMIT T D Food/Kitchen Septic System 13 r r BUILDING INSPECTORs ....... ......THIS CERTIFIES THAT ..... ........................... Foundation has permission to erect.......4....... buildings on ........lam. ...(....... r lig►.. r .... Rough to be occupied as �.��� Cl.q POW' P(A*A9• 04• r�• Chimney ............. .... ........... ....... .......... . ... ...................................................................................................... provided that the person accepting this permit shall in every respect conform to the terms of the application on file in Final this office, and to the provisions of the Codes and By-Laws relating to the Inspection, Alteration and Construction of Buildings in the Town of North Andover. `rA� 1 1 ave M 3 s P a 4v PLUMBING INSPECTOR VIOLATION of the Zoning or Building Regulations Voids this Permit. a OS —� Rough PERMIT EXPIRES IN 6 MONTHS Final UNLESS CONSTRUCTIONS ELECTRICAL INSPECTOR Rough ......... ... . .... ....... ............. Service BUILDING INSPECTOR Final Occupancy Permit Required to Occupy Building GAS INSPECTOR Rough Display in a Conspicuous Place on the Premises — Do Not Remove Final No Lathing or Dry Wall To Be Done FIRE DEPARTMENT Until Inspected and Approved by the Building Inspector. Burner Street No. SEE REVERSE SIDE Smoke Det. NORTH Town ofover - o �.w ,:. r. :r,. 4 No.`s * -_ - �o o,1A Coc",c ORATED dover, Mass., PPa,`�5 S H E BOARD OF HEALTH PERMIT T D Food/Kitchen Septic System THIS CERTIFIES THAT..&�• LA.Mv,.....� ! M! .. • ar er BUILDING INSPECTOR ........................... Foundation has permission to erect.......4�IWM4'buildin s on ........�. ...(...... .. t ....a '. Rough .......� r P(IWAPO �' r�• Chimney 4o be occupied as.............0.4.tt&Y .... .. ...................................................................................................... provided that the person accepting this permit shall in every respect conform to the terms of the application on file in Final this office, and to the provisions of the Codes and By-Laws relating to the Inspection, Alteration and Construction of Buildings in the Town of North Andover. Sio(%( i 1 1 Done M 3 Is P a q PLUMBING INSPECTOR VIOLATION of the Zoning or Building Regulations Voids this Permit. 4 a OSS I Rough PERMIT EXPIRES IN 6 MONTHS Final UNLESS CONSTRUCTIONS A00400� ELECTRICAL INSPECTOR Rough ......... ..Y.. ....... .............. ........................................................ Service BUILDING INSPECTOR Final Occupancy Permit Required to Occupy Building GAS INSPECTOR Rough Display in a Conspicuous Place on the Premises — Do Not Remove Final No Lathing or Dry Wall To Be Done FIRE DEPARTMENT Until Inspected and Approved by the Building Inspector. Burner Street No. SEE REVERSE SIDE Smoke Det. NORTH Town of dover VIM SYS o� C.CHIC dover, Mass., 1 3 oRATED pP�t-`C:) t�77 H E BOARD OF HEALTH PERMIT T Food/Kitchen Septic System *44 6r, • (4w*mm..;r . r ( r BUILDING INSPECTOR ........... THIS CERTIFIES THAT ........................... ....... Foundation has permission to erect........ A'bildin s an ........Ca.q...(...... .. .... Rough . rt to be occupied as M�T u.W r Chimney. provided that the person accepting this permit shall in every respect conform to the terms of the application on file in Final this office, and to the provisions of the Codes and By-Laws relating to the Inspection, Alteration and Construction of Buildings in the Town of North Andover. ��� I I BS P a q PLUMBING INSPECTOR VIOLATION of the Zoning or Building Regulations Voids this Permit. 0108 Rough PERMIT EXPIRES IN 6 MONTHS Final UNLESS CONSTRUCTION S ELECTRICAL INSPECTOR Rough ........................................................ Service BUILDING INSPECTOR Final Occupancy Permit Required to Occupy Building GAS INSPECTOR Rough Display in a Conspicuous Place on the Premises — Do Not Remove Final No Lathing or Dry Wall To Be Done FIRE DEPARTMENT Until Inspected and Approved by the Building Inspector. Burner Street No. SEE REVERSE SIDE Smoke Det. NORTH 01%?M . O E Andover .... ...... i - SYS C,�(� 60® o� cocr,cwltk dover, Mass., DRATED S H E BOARD OF HEALTH PERMIT T D Food/Kitchen Septic System or 66# BUILDING INSPECTOR THIS CERTIFIES THAT • r r..... M� �..... .....................�.......................... Foundation has permission to erect....... ~~ . . ..buildin s on ........�.q...(.......1.1 .���.�.... Rough to be occupied as............ �4 .......� P*r PbWke �' rte• Chimney .... .. .... .. . ............................................................................................. provided that the person accepting this permit shall in every respect conform to the terms of the application on file in Final this office, and to the provisions of the Codes and By-Laws relating to the Inspection, Alteration and Construction of Buildings in the Town of North Andover. SL44 1 ( 1 Ova m ajigloa PLUMBING INSPECTOR VIOLATION of the Zoning or Building Regulations Voids this Permit. Rough • PERMIT EXPIRES IN 6 MONTHS Final AD ELECTRICAL INSPECTOR UNLESS CONSTRUC ON S Rough ............................. Service BUILDING INSPECTOR Final Occupancy Permit Required to Occupy Building GAS INSPECTOR Rough Display in a Conspicuous Place on the Premises — Do Not Remove Final No Lathing or Dry Wall To Be Done FIRE DEPARTMENT Until Inspected and Approved by the Building Inspector. Burner Street No. SEE REVERSE SIDE Smoke Det. ■ Richa�dsori -_ TELECOMM CORP. Cer7oed Solutions Provider Voice,Data,Video and Fiber Optics 01 J SSS �- "sk C PaBox 1330 17 Batchelder Road Seabrook,NH 03874-1330 TEL: (603)474-3900 FAX.- (603)474-7755 THLCOA MONWEALTHOFMAS',SACHUSETIS Office Use only DEPARTMEAT OFPUB,UCSAFL7Y BOARD OFFIREPReVEMONRWAJLAHPermit No. ZS ONS527CNIR12.GYI Occupancy&Fees Checked APPLICATIONFOR PERMIT TO PERFORM ELECTRICAL WOZK i. ALL WORK TO BE PERFORMED IN ACCORDANCE WITH THE MASSACHUSSTS ELECTRICAL CODE,527 CMR 12:00 (PLEASE PRINT IN INK OR TYPE ALL INFORMATION) ' Town of North Andover To the Inspector of Wires: The undersigned applies for a permit to perform the electrical work described below. Location(Street&Numb r) Dwner o Tenant (T '► I ' )wner's Address p %.,vs d'U'i <; 7r s this permit in conjunction with a building permit: Yes E3 No (Check Appropriate Box) 'urpose of Building �"�,yf, °�t,� Utility Authorization No. ;xisting Service Amp� / Volts Overhead Underground� No. of Meters ew Service �-ound Amps / Volts Overhead Q Unde ---- No.of Meters umber of Feeders and Ampacity ='ser^ '^.,e-`+,�r.-!r•�..wr 2 5 55 rransformers Total KVA prs • KVA aORTM Imergency Lighting Battery Units TOWN OF NORTH ANDOVER PERMIT FOR WIRING t _ r ARMS No.of Zones y'- stection and ,SSACows g Devices funding Devices if Contained This certifies that = '1-`- �n/Sounding Devices ............................. . `........................... M Other Municipal has permission to perform . � . Connections a ,wiring in the building of. `.`` '......:� ..`% .t R-af �.. ...,. -4:: at... ..;'/......... ...... ........ ..............- :...-:%: ?r�. . ` ,North Andover,Mass. Fee. : `:. Lic.Nod'.!/ ..... - / '... .. ..:'.:':................. fuseCrRICAL INSPECMR Check # ��L1 S ED" NO E LWindcW,dr ofwv'age 03i EOafim Dam tStaltEtfti idvalueofl3e�aca1Wotic$ mder��altiesofpeijta}•/. ti� h>SpechorlD�Regt>�d Rough �I TAME / DD �e C�T��C` 1 C LroawNo. r ? --b roe '1__r11 Sigra,,e 4 .Itlat INo t` ( � BI>sr Tel No. 4/7-'47/'Z Ct35 C 3 �� �— Z'SIN (EW AkTel.NO. �7- E1MHI -lamawatethatthe doBnothavethemnarxl-covelageoritssultanUOgwvalentasmgmedbyMasatnwusGrnetalLaws } ny sigt=m on this peunit application ft wgtriterrynt check one) Owner Agent Telephone No. PERMIT FEE$ f Signa Lure or ,wner or gent CONTRACTOR NAME: �e � C 5 ,,4bn .en CONTRACTOR ADDRESS: c � - CONTRACTOR PHONE: c�6�"C- 'cal _ FAX: -'��W � DATE: SITE#: q8:563Y50 SITE TYPE: L JOB M. 4�1C SITE NAMFIL.00ATION: �3v," ` �f ta71L� j i fi MUNICIPALITY: I CERTIFY THAT THE ABOVE LOCATION: DOES NOT NEED A CERTIFICATE OF OCCUPANCY FOR COMPLETION. BUILWINs INSPECTOR_ PRINT NAME: ccs�lC-) I SIGNATURE: / /� Q TITLE: (OC�9-1 )661 1A ti' PHONE#: - (D g e COMMENTS: o I Ed WU80:60 ti00Z ZZ 'u?f ETVZZV990S : 'ON 9NOHd NOIlOnaiSN00 11091S3M W08A I ' r own of'North Andover OFFM OFRE • pL COMMUNITY DEVELOPMENT AND SERVICES JOYCE • ON( 27 Charles Street NOR7H North Andover,Massachusetts 01845 p �R} AUG ••*.o <� WII.LIAIvI J.SCOT-I' .L0QU E1G 25 RSS4twu'S� Direcror 3 (978)688-9531 AMENDED Fax(978)688-9542 NOTICE OF DECISION This is to eerity that bWntY(20) Any appeal shall be filed have elapsed from date Of decal m-510d Witbtin(20)days after the v�ithout fit,n�te n at Date of filing tbis Notice .loyoe A. radaMus In the Office of the Town Town CWU Clerk Dame:Atgst 25,2000 Date-of Hearing:Jaly 11,2000 w Petition of: Omnipoint 59 Composite Wap#100,Lowell MA 01851 Premises affected: Johnson Street Referring to the above petition for a site plan special permit from the requirements of Section 89 of the Zoning Bylaw. So as to SHOW: the applicant to place panel antennas on an existing tower-structure in the Residential 1 Zoning District and to place support equipment at the base of the tower After a public hearing giyen on the above date,the Planning Board voted to,APPROVE the site plan special permit,based upon the following wadi ions: Signed f,r1 Alison Lesca n„Chairman_ CC: Applicant ...Engineer --`-� - John Simons,vice Chairman Alberto Angles,Clerk Richard PFarddla °15'00 — Richard Rowen „K Wiliam Custninazham #f 'f1E C�? Ysi-QST: REGISTER OF nEE0 BOARD OF APPEALS 688-9541 BurLDING 688-9545 CONSERVATION 688-9530 HLO LTH 688-9540 PLANNING 688-9535 - r Omnipoint Communications,Inc. —Johnson Street Special Perm- ` The-Planning Board herein approves-the Special Permit to place panel antennas on an existing tower structure in the Residential 1 Zoning District, and to place support equipment at the. base of the tower. This Special Permit was requested by Omnipoint Communications Inc., 59 Composite Way, 4100, Lowell, MA 01851. This application and additional documentation as cited herein was filed with the Planning Board on May 12,2000 with subsequent submittals on file. The Planning Board makes the following findings as required by the North Andover Zoning Bylaw Section 8.9: FINDINGS OF FACT: a --- 1. The specific site is an appropriate location for the project as it is being colocated on en existing wireless location. 2. The use as developed will not adversely affect the neighborhood as indicated by the analysis conducted by Randy Jones, Zoning Coordinator for Omnipoint Communications,Inc. 3. The carrier has demonstrated that the facility is necessary in order to provide adequate service to the public. 4. The plan meets the requirements of the Wireless. Service Facilities By-law Section 8.9,with the exception of the waivers granted listed in Condition#18. 5. Adequate and appropriate facilities will be provided for the proper operation of the proposed use. Finally the Planning Board finals that this project generally complies with the Town of North Andover Zoning Bylaw requirements as listed in Section 8.9 but requires conditions in order to be fully in compliance. The Planning Board hereby grants an approval to the applicant provided the following conditions are met: SPECIAL CONDITIONS: 1: Discontinuance-Abandonment a) At such time that a licensed carrier plans to abandon or discontinue operation of wireless service equipment,such carrier will notify the Town by certified US mail of the proposed date of abandonment or discontinuation of operations. Such notice shall be given no less than 30 days prior to abandonment or discontinuation of operations. In the event that a licensed carrier fails to give such notice, the wireless service equipment shall be considered abandoned upon discontinuation of operations. 1 b) Upon.abandoment or discontinuation of use, the carrier skull physically remove the wireless service equipment placed on the site by the carrier within 90 days from the date of abandonment or discontinuation of use.- "Physically remove" shalt include,but not be limited to: i) Removal of antennas, mount, equipment shelters and security barriers installed by the carrier(unless the same will continue to be used by the owner) from the subject property. u) Proper disposal of the waste materials generated by the carrier from the site in accordance with local and state solid waste disposal regulations_ c) As a condition of any special permit for the placement, construction. or e modification of a wireless service equipment at the site,the carrier shall place into escrow a sum of money to cover-the costs of removing the facility from the subject property. Said amount shallbe certified by.an engineer, architect or other qualifiedprofessional registered to practice in the Commonwealth of Massachusetts. Said funds shall be held by an independent escrow agent to be appointed by the carrier and the SPGR. The carrier shall authorize and, as necessary, shall obtain the authorization of the owner of the property to allow the escrow agent to enter upon the subject property to remove the facility when the facility has been abandoned or discontinued_ In the event the posted amount does not cover the cost of demolition and/or removal.the Town may place a lien upon the property covering the difference in cost- d) The equipment shall be deemed to be abandoned or discontinued if it has not been used for the purpose for which it was originally constructed for a period of six(6) months or more. Once abandonment or discontinuance has occurred, the carrier shall remove the equipment placed by the carrier from the subject property within ninety days.In the event that the carrier fails to remove the equipment,the town, shall give notice to the carrier and the independent escrow agent that the equipment shall be removed by the escrow agent forthwith and the escrow.agent, after affording written notice seven days in advance to the carrier, shall remove the facdity. 2) Performance Guarantees a) Insurance in a reasonable amount determined and approved by the SPCA after consultation at the expense- of the applicant with one (1) ormore insurance companies shall be in force to cover damage from the equipment on the structure, damage from transmissions and other site liabilities. Annual proof of said insurance must be filed with the SPCA_ 2 b) Funds, sufficient in the opinion of the SPGA to cover annual maintenance of the equipment on the facility, shall be placed into escrow and shall be held by the independent escrow agent who shall be authorized to expend the funds for the maintenance of the equipment on the facility on terms to be agreed upon by the carrier and the SPOA as a condition of approval of the special permit. c) Annual certification demonstrating continuing compliance with the standards of the Federal Communications Commission, Federal Aviation Administration and the American National Standards Institute shall be filed with the SPCA by the Special Permit holder. 3) Term of Special Permit. a) A Special Permit issued for any wireless service facility shall be valid.for three (3) years. The special permit may be renewed under the same criteria as- the original special permit, provided that the application for renewal of the special permit is made prior to the expiration date of the original or any renewed special permit. Additional measures governing the administration of the special permit are found in Section 10.3 of the Zoning Bylaw. b) After the equipment on the facility is in:operation, the applicant shall submit to the SPGR, within 90 days of beginning operations and at annual intervals from the date of issuance of the Special Permit, preexistent and current RFR measurements. Such measurements shall be signed and certified by an RF engineer, stating that RER.measurements are accurate and are in compliance or why the measurements fail to comply with all applicable FCC Guidelines as specified in Section 8.9(4)(c)(1) RFR Filing Requirements of this Bylaw. The measurements shall be submitted for the equipment proposed on this facility. This condition shall be- in effect until such 'time as an additional carrier proposes equipment on this facility. At that time, this obligation will fall upon the proponent of the additional equipment so as to obtain a better measure of the cumulative effect of the facility. c) After the wireless service facility is in operation the applicant shall submit to the SPGA; within_90 days of-the issuance of the Special Permit, and at annual intervals from the date of issuance of the Special Permit,,preexistent and current measurements of acoustic noise from the wireless service facility Such measurements shall be certified and signed by an acoustical engineer, stating that noise measurements are accurate and meet the Noise Standards sub-section 6.13-14.5 of this Bylaw. This condition shall be in effect until such time as an additional carrier proposes equipment on this facility. Atthat time, this obligation will fall upon the proponent of the additional equipment so as to obtain a better measure of the cumulative effect of the facility, 3 d) The applicant and co-applicant or their successor in interest shall maintain the wireless service equipment in good condition. Such maintenance shall include, but shall not be limited to,painting, structural integrity of the equipment. 4. Prior to the endorsement of the pians by the Planning Board, the applicant must comply with the following conditions: a) The applicant shall provide a map indicating the intended locations for testing as required above. b) A bond in the amount of$5,000 shall be posted for the purpose of insuring that a final as-built plan showing the location of all on-site structures. The bond is also in place to insure that the site is constructed in accordance with the approved plan. This bond shall be in the form of a check made out to the Town of North Andover. This check will then be deposited into an interest bearing escrow account.. c) The applicant sball provide the necessary escrow accounts and insurance as required in the above sections lc,2a and 2b. 5. Prior to the start of construction: a) A constriction schedule-shall be submitted to the Planning Staff for the purpose of tracking the construction and informing the public of anticipated activities on the site. 6. Prior to FORM V verification (Building Permit Issuance): a) The final site plan mylars must be endorsed and three (3) copies of the signed pians must be delivered to the Planning Department. b) A certified copy of the recorded decision mush be submitted to the Planning Department. 7. Prior to verification of the Certificate of Occupancy:. a) The applicant must submit a letter from the architect or engineer of the project stating that the construction and operations substantially comply with the plans referenced at the end of this decision as endorsed by the Planning Board. 4.