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Report • RECEIVED OCT 31 2013 �'4#■ Date: October 23, 2013 CITY OF TIGARD Danielle Bavcevic BUILDING DIVISION GPD Associates, LLC Crown Castle 520 S Main St. Suite 2531 5350 North 48th Street Suite 305 Akron, OH 44311 Chandler, AZ 85226 (614) 859-1607 (480) 734-2424 dpalkovic@gpdgroup.com Subject: Structural Analysis Report Carrier Designation: Verizon Wireless Co-Locate Carrier Site Name: Dartmouth Crown Castle Designation: Crown Castle BU Number: 824338 Crown Castle Site Name: Greenburg Crown Castle JDE Job Number: 246506 Crown Castle Work Order Number: 661369 Crown Castle Application Number: 197176 Rev. 1 Engineering Firm Designation: GPD Group Project Number: 2013777.824338.01 Site Data: 11744 SW Pacific Hwy, Tigard, OR 97223, Washington County Latitude 45°26'6.17", Longitude -122°45'33.14" 130 Foot—Valmont Monopole Tower Dear Danielle Bavcevic, Glaus, Pyle. Schomer, Burns & De Haven Inc.. dba Glaus. Pyle, Schomer, Burns & De Haven, P.C. is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural `Statement of Work' and the terms of Crown Castle Purchase Order Number 586646, in accordance with application 197176, revision 1. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation. under the following load case, to be: LC5: Existing + Proposed Equipment Sufficient Capacity Note:See Table I and Table II for the proposed and existing/reserved loading,respectively. The analysis has been performed in accordance with the TIA-222-G standard and the 2010 Oregon Structural Specialty Code based upon a wind speed of 95 mph 3-second gust, exposure category C with topographic category 1 and crest height of 0 feet. We at Glaus, Pyle. Schomer, Burns & De Haven Inc., dba Glaus, Pyle, Schomer, Burns & De Haven, P.C. appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on this or any other projects please give us a call. Respectfully submitted by: PR A � TIGARD �y�� OFS Afro .... w0 ap1iV `� Conditionally Approved........NMN[ ] r- See Letter to:Fo11ow.MNN...INN...[ ] 'q4k r Att. .e. Permit Num.. 1' - + i OREGON ,ra r r r John N. Kabak, P.E. Addr �,r._ �i � • Oregon#: 85692PE . 13 2014 By: `k�� Date: �It j°HN N. P`a' Approved plans EXPIRES:(of Q/20IS 10/23/2013 shall be on job site 520 South Main Street.Suite 2531.Akron,Ohio 44311 .330-572-2100.Fax 330-572-2101 .www.GPDGroup.com Glaus,Pyle,Schomer.Burns&De Haven Inc..dba Glaus,Pyle,Schomer.Burns&De Haven.P.C. OFFICE COPY Crown Castle USA Inc October 23,2013 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 2013777.824338.01,Application 197176, Revision 1 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2- Existing and Reserved Antenna and Cable Information Table 3 - Design Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 4 - Documents Provided 3.1)Analysis Method 3.2)Assumptions 4)ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Table 6—Tower Components vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations tnxTower Report-version 6.1.3.1 Crown Castle USA Inc October 23.2013 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 2013777.824338.01,Application 197176, Revision 1 Page 3 1) INTRODUCTION The existing 130' monopole has an 12-sided cross section and is evenly tapered from 41" (flat-flat) at the base to 14.736" (flat-flat) at the top. It has three major sections connected with a slip joint. The structure is galvanized and has no tower lighting. This tower is a 130 ft Monopole tower designed by VALMONT in June of 1996. The tower was originally designed for a wind speed of 85 mph per TIA/EIA-222-E. 2) ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind speed of 95 mph with no ice, 30 mph with 1 inch ice thickness and 60 mph under service loads, exposure category C with topographic category 1 and crest height of 0 feet. Seismic loads were considered utilizing the TIA-222-G standard. Based on section 2.7.3 of TIA-222-G, the seismic effects may be ignored due to the earthquake spectral response acceleration at short periods (Ss) for this site being less than or equal to 1.00. The wind effects control the maximum tower loading. Table 1 - Proposed Antenna and Cable Information Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) 2 i Amphenol jBXA-171063-8CF-EDIN-X 1 Antel BXA-70040/8CF 1 Antel fXA-70063-8CF-EDIN-X 90.0 90.0 1 Antel _ BXA-70080-8CF-EDIN-0 1 1/2 1 7-1---� CSS AXP19-45-0 3 I Ericsson 7 -_...-_ RRU-11 I 1 T Raycap RCMDC-3315-PF-48 Notes: 1) See Appendix B for proposed coax layout. tnxTower Report-version 6.1,3.1 Crown Castle USA Inc October 23.2013 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 2013777.824338.01.Application 197176, Revision 1 Page 4 . Table 2- Existing and Reserved Antenna and Cable Information Center Number Number Feed Mounting Line Antenna Antenna Model of Feed Line Note _ Level (ft) Elevation Antennas Manufacturer (ft) Lines Size(in) 134.0 j 1 1 GPS i GPS_A I 6 I Andrew E15S08P80 T 6 Andrew TMBXX-6517-R2M 132.0 3 Nokia FRIG 127.0 I-2 . Raycap RNSND PF C-7771- -48 14 1528 3 I Andrew TMBX-6517-R2M 1 1-1/4 — — I 2 Nokia FXFB 131.0 3 RFS Celwave APX17DWV--1107DWV-S-E- 127.0 I 1 I Platform Mount[LP 713-1] 119.0 I 6 I CSA Wireless PCSS065-19-2 118.0 I 118.0 I 1 I I T-Arm Mount[TA 802-3] 6 1 518 114.0 I 1 I Radiowaves I SP1-5.2 113.0 2 I Radiowaves HP2-23 3 1/4 2 1/2 109.0 110.0 3 Kathrein 84010057 3 3/8 3 Nextnet Wireless BTS-2500 1 7/16 109.0 . 1 Pipe Mount[PM 601-3] 1 Antel I BXA-185085/12CF • 1 Antel i BXA-185063/12CF 1 CSS XP20-45-0D 2 Antel BXA-70063/8CF 12 I 1-5/8 J 90.0 90.0 1 Antel I BXA-70040/8CF 1 I T-Arm Mount[TA 602-3]1 1 1 _j 4 Antel I LPD-6516 2 Antel I LPD-7907/8 Clearcomm 1 1-5/8 1 6 CCDP-565-1W Technologies Notes: 1) Equipment to be Removed Table 3- Design Antenna and Cable Information Mounting CL n enter Number Antenna Number Feed of Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 130 130 12 D8978H90 �1 Mini Platform 12 D8978H90 - 110 110 I-1 T 1 Mini Platform I 100 100 I 1 4' 6GHz Dish r 80 I 80 I 1 1 4'6GHz Dish tnxTower Report-version 6.1.3.1 Crown Castle USA Inc October 23,2013 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 2013777.824338.01,Application 197176, Revision 1 Page 5 3) ANALYSIS PROCEDURE Table 4- Documents Provided Document Remarks I Reference l Source 4-GEOTECHNICAL REPORTS Dames & Moore Job#: 32140- 3512100 CCISITES 001-016,dated 6/18/96 4-TOWER FOUNDATION Miller Consulting Engineers Job#: 3675342 CCISITES DRAWINGS/DESIGN/SPECS 960455,dated 6/28/96 4-TOWER MANUFACTURER Valmont Order#: 13135-96,dated 3675330 CCISITES DRAWINGS 6/17/96 4-TOWER STRUCTURAL GPD Project#:2012854.83,dated 3512101 CCISITES ANALYSIS REPORTS 6/11/12 3.1) Analysis Method tnxTower (version 6.1.3.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas,transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 4) When applicable, transmission cables are considered as structural components for calculating wind loads as allowed by TIA-222-G. 5) Mount sizes, weights, and manufacturers are best estimates based on site photos provided and were determined without the benefit of a site visit by GPD. 6) All member connections and foundation steel reinforcing are assumed designed to meet or exceed the load carrying capacity of the connected member and surrounding soils respectively unless otherwise specified in this report. 7) Soil values were taken from previous SA(GPD Project#:2012854.83, dated 6/11/2012). 7) All equipment model numbers, quantities, and centerline elevations are as provided in the CCI CAD package dated 10/15/2013 with any adjustments as noted below. This analysis may be affected if any assumptions are not valid or have been made in error. GPD Group should be notified to determine the effect on the structural integrity of the tower. tnxTower Report-version 6.1.3.1 Crown Castle USA Inc October 23,2013 130 Ft Monopole Tower Structural Analysis CCl BU No 824338 Project Number 2013777.824338.01,Application 197176, Revision 1 Page 6 4)ANALYSIS RESULTS Table 5-Section Capacity(Summary) Section JElevatlon(ft)I Co pooenent Size IceanitI p(K) ISF* r0wIcajtyI Pass/Fail L1 130-80.917 Pole TP25.074x14.763x0.2188 I 1 -8.85 1145.23 94.6 Pass L2 80.917- Pole TP32.16x23.7788x0.3125T- 2 -15.48 2191.33 90.8 Pass 45.083 L3 45.083-0 Pole TP41x30.5026x0.375 3 -28.27 3341.22 90.3 Pass I I Summary ole(L1) 94.6 i Pass RATING= I 94.6 Pass Table 6 -Tower Component Stresses vs. Capacity—LC5 Notes Component Elevation (ft) %Capacity Pass/Fail 1 Anchor Rods 0 80.3 Pass 1 Base Plate 0 45.4 Pass 1 I Base Foundation 0 I 82.5 Pass 1 Base Foundation 0 79.9 Pass Soil Interaction Structure Rating(max from all components)= 94.6% Notes: 1) See additional documentation in"Appendix C-Additional Calculations"for calculations supporting the%capacity consumed. 4.1) Recommendations The existing tower and its foundation are sufficient for the proposed loading and do not require modifications. tnxTower Report-version 6.1.3.1 Crown Castle USA Inc October 23,2013 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 2013777.824338.01,Application 197176, Revision 1 Page 7 5) DISCLAIMER OF WARRANTIES GPD GROUP has not performed a site visit to the tower to verify the member sizes or antenna/coax loading. If the existing conditions are not as represented on the tower elevation contained in this report, we should be contacted immediately to evaluate the significance of the discrepancy. This is not a condition assessment of the tower or foundation. This report does not replace a full tower inspection. The tower and foundations are assumed to have been properly fabricated, erected, maintained, in good condition,twist free, and plumb. The engineering services rendered by GPD GROUP in connection with this Structural Analysis are limited to a computer analysis of the tower structure and theoretical capacity of its main structural members. All tower components have been assumed to only resist dead loads when no other loads are applied. No allowance was made for any damaged, bent, missing, loose, or rusted members (above and below ground). No allowance was made for loose bolts or cracked welds. GPD GROUP does not analyze the fabrication of the structure (including welding). It is not possible to have all the very detailed information needed to perform a thorough analysis of every structural sub-component and connection of an existing tower. GPD GROUP provides a limited scope of service in that we cannot verify the adequacy of every weld, plate connection detail, etc. The purpose of this report is to assess the feasibility of adding appurtenances usually accompanied by transmission lines to the structure. It is the owner's responsibility to determine the amount of ice accumulation in excess of the code specified amount, if any, that should be considered in the structural analysis. The attached sketches are a schematic representation of the analyzed tower. If any material is fabricated from these sketches, the contractor shall be responsible for field verifying the existing conditions. proper fit, and clearance in the field. Any mentions of structural modifications are reasonable estimates and should not be used as a precise construction document. Precise modification drawings are obtainable from GPD GROUP, but are beyond the scope of this report. Miscellaneous items such as antenna mounts, etc., have not been designed or detailed as a part of our work. We recommend that material of adequate size and strength be purchased from a reputable tower manufacturer. GPD GROUP makes no warranties, expressed and/or implied, in connection with this report and disclaims any liability arising from material, fabrication, and erection of this tower. GPD GROUP will not be responsible whatsoever for, or on account of. consequential or incidental damages sustained by any person, firm, or organization as a result of any data or conclusions contained in this report. The maximum liability of GPD GROUP pursuant to this report will be limited to the total fee received for preparation of this report. tnxTower Report-version 6.1.3.1 Crown Castle USA Inc October 23,2013 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 2013777.824338.01,Application 197176, Revision 1 Page 8 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 6.1.3.1 i 1 180.00 ,4' I' I i I DESIGNED APPURTENANCE LOADING 11111111 I TYPE I ELEVATION I TYPE ELEVATION (2)TMBXX-8617-R2M w/Mount Pipe 127 6'x2"Mount Pipe 118 --- 1�1 (2)TMSXX-8617-R2M w/Mount Pipe 127 7-Arm Mount(TA 602-31 I18 1 I i (2)TMBXX-0517-R2M w/Mount Pipe 127 840 10057 _- - _ 109 - TMBX-6517-R2Mwl Mount Pipe 127 BTS-2500 109 TMBX-6517-R2M w/Mount Pipe 127 840 10057 - 109 i a TMBX-6517-R2M w/Mount Rpe 127 8788.2600 109 i • Ill: 61 APX170WV-170WV-S-E-A20 w/Mount 127 84010067 -__ 109 _..- P Pipe _ 87$2600 109 • APXI7DWV-17DWV$-E-A20w,Mout 127 Pipe Mort IPM 60141 109 - . Pips HP2,211 109 APX I7DWV-17DWV.S-E-A20 w-Mount 127 HP2-23 --' 109 g w S $ 0 o Pipe ° SP1-5.2 109° e o u FRIG 127 -_._.. .. RRU-11 90 FRIG 127 - ----- -. FRIG 127 BXA-106086/12CF w/MOW P09 90 _ - •FXFB 127 BXA-70063/13CF w/Mount Pipe 90 FXFB 127 13XA-70083-8CF-EDIN-Xw�Mount 90 PiPe GPS 127 BXA-171063-BCF-EDIN-Xw/Mount 90 RNSNDC-7771-PF-46 127 ppe RNSNDC-7771-PF41e 127 RRU-11 90 (2)EI58081290 127 BXA-19508602CF w/Mount Pipe 90 11 (2)E15B09P80 127 BXA-70063/8CF w/Mount Pipe-__ 90 i (2)Ei5S08P80 127 13XA-7008O-8CF-EDIN-0 W/Mount 90 I (2)8'x 2"Mount Pipe 127 Poe (2)8'x2'Mount Pipe 127 -- 'BXA-171063-8CF-EDIN-X w'Mount 90 1/ (2)6'x 2"Mount Pipe 127 - P05 _ _ { Platform Mount[LP 713-1] 127 RRU-11 90 -_ (2)PCSS065-19.2 w-Mount Pipe 118 RCMDC-3315-PF 08 90 ' (2)PCSS06O-19-2 w'Mount Pipe 118 T-Arm Mount[TA 602-3] __. ,911 -..: H I (2)PCSS065-19-2 w/Mount Pipe 118 XP20-45-O0 w/Mount Plpe 90-- ----- 6'x 2"Mount Pipe 118 (2)BXA-70040/BCF w/Mount Flpe 90 I6'%9-Mount Pipe 118 AXP19.46-0 w/Mount Pipe l90 MATERIAL STRENGTH tg t H st 2 0 GRADE 1 Fy I Fu GRADE I Fy I Fu N 7 `.0672-06_ 65 ksi 80101 a N A , TOWER DESIGN NOTES - 1 1. Tower is located in Washington County,Oregon. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 95 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower is also designed for a 30 mph basic wind with 1.00 in ice.Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. - 6. Tower Structure Class II. 45.11L 7. Topographic Category 1 with Crest Height of 0.00 ft 8. TOWER RATING:94.6% ALL REACTIONS ARE FACTORED °o AXIAL 66 K 7 ° ° SHEAR l MOMENT 3 K J 4 305 kip-ft TORQUE 0 kip-ft 30 mph WIND-1.0000 in ICE AXIAL 28 K 1 ' SHEAR . MOMENT 27 K i 2470 kip-ft 0.0 ft TORQUE 1 kip-ft 2 £ REACTIONS-95 mph WIND ..... o ? E E a a �I � I $ 1 $ 2_ i , - ' GPD Group b° Greenburg BIM:i 520 South Main St;Suite 2531 P 2013777.824338.01 /''� 1O Akron,OH 44311 Cie`".Crown Castle USA,Inc clawnDrbchristyAPP'° Co115o9ng Engineers Phone:(330)572-2100 CodB: TIA-222-G Date_10/23/13 c }}S0' NTS FAX:(330)572-2101 Pe�'TAC10enw24338,91,TNXe24338art IOW;N0.E-1 • Feed Line Distribution Chart 0' - 130' _._ ___ Round Flat Apo in Face Fr Out Face .. .....Ups Leg . 1000 Face A Face B Face C I imv 127.00 -- --.. . 127.00 - -- ---- -t U 118.00 111100 __- CI n , 109.00 100.00 - - i 90.00 90.00 80.92 , 80.82 r r N % r r m a ° ° W F A LL 9 .. J N pp 6 2 rN ldi Igoe El El LL S 8.00 �_. 8.00 - _ cool`. _J ! ILA9 �, GPD Group 100:Greenburg 8U#:824338 ''� 520 South Main St;Suite 2531 P' 2o13777.d2433d.01 ° Crown Castle USA,In p°'^°y bchri j PP.1 Akron,OH 44311 !�f� Consu2ng Engineers Phone:(330)572-2100 C'ed6'TIA-222-G Dabr 10/23/13 Is8a, NTS FAX:(330)572-2101 Path'T Cto.n1824298,011TN7N24238sl_ °WDNa E-7 Job Page tnxTower Greenburg BU#:824338 1 of 11 GPD Group Project Data 520 South Main St:Suite 2531 2013777.824338.01 13:41:35 10/23/13 Akron,OH 44311 Client Designed by Phone:(330)572-2100 Crown Castle USA, Inc FAX:(330)572-2101 bchristy Tower Input Data There is a pole section. This tower is designed using the T!A-222-G standard. The following design criteria apply: Tower is located in Washington County,Oregon. Basic wind speed of 95 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Nominal ice thickness of 1.0000 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 30 mph is used in combination with ice. Temperature drop of 50°F. Deflections calculated using a wind speed of 60 mph. A non-linear(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads,feed line supports,and appurtenance mounts are not considered. Options Consider Moments-Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments-Diagonals II Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification Use Clear Spans For Wind Area Ignore Redundant Members in FEA Use Code Stress Ratios Use Clear Spans For KLJr SR Leg Bolts Resist Compression NI Use Code Safety Factors-Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable Escalate Ice 1,1 Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz d Use Azimuth Dish Coefficients 'J Consider Feedline Torque Use Special Wind Profile Ni Project Wind Area of Appun. Include Angle Block Shear Check Include Bolts In Member Capacity Autocak Torque Ann Areas Poles Leg Bolts Are At Top Of Section SR Members Have Cut Ends -V Include Shear-Torsion Interaction Secondary Horizontal Braces Leg 'I Sort Capacity Reports By Component Always Use Sub-Critical How Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC.6D+W Combination Use TIA-222-G Tension Splice Capacity Exemption Tapered Pole Section Geometry Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in LI 130.00-80.92 49.08 4.08 12 14.7630 25.0740 0.2188 0.8750 A572-65 (65 ksi) L2 80.92-45.08 39.92 4.92 12 23.7788 32.1600 0.3125 1.2500 A572-65 (65 ksi) ,J°b Page tnxTower Greenburg BU#:824338 2 of 11 GPD Group Project Date • 520 South Main St;Suite 2531 2013777.824338.01 13:41:35 10/23/13 Akron,OH 44311 Client Designed by Phone:(330)572-2100 Crown Castle USA, Inc FAX:(330)572-2101 bchristy 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 13 45.08-0.00 50.00 12 30.5026 41.0000 0.3750 1.5000 A572-65 (65 ksi) Tapered Pole Properties Section Tip Dia. Area I r C I/C J It/Q w wit in int in4 in in in3 in4 in2 in LI 15.2838 10.2446 276.6075 5.2068 7.6472 36.1709 560.4817 5.0421 3.3702 15.407 25.9585 17.5074 1380.5250 8.8982 12.9883 106.2896 2797.3180 8.6166 6.1336 28.039 L2 25.5051 23.6129 1659.6794 8.4009 12.3174 134.7426 3362.9604 11.6216 5.5352 17.713 33.2945 32.0465 4148.7559 11.4014 16.6589 249.0417 8406.5042 15.7723 7.7814 24.9 L3 32.6473 36.3791 4214.6982 10.7857 15.8003 266.7472 8540.1212 17.9047 7.1697 19.119 42.4463 49.0547 10333.6372 14.5437 21.2380 486.5636 20938.7506 24.1432 9.9830 26.621 Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mull. Double Angle Double Angle Elevation Area Thickness At. Factor Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Diagonals Horizontals ft ft2 in in in LI I 1 I 130.00-80.92 12 80.92-45.08 1 1 1 13 45.08-0.00 I 1 1 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 LDF7-50A(l-5/8") A Surface Ar 118.00-8.00 6 6 0.300 1.9800 0.82 (CaAa) 0.500 LDF7-50A(1-5/8") B Surface Ar 90.00-8.00 6 6 0.000 1.9800 0.82 (CaAa) 0.500 LDF6-50A(1/2") C Surface Ar 90.00-8.00 1 1 -0.460 0.0000 0.66 (CaAa) -0.460 LDF7-50A(1-5/8") A Surface Ar 90.00-8.00 6 6 -0.500 1.9800 0.82 - (CaAa) 0.000 Safety Line(3/8") C Surface Ar 130.00-8.00 1 1 0.000 0.3750 0.22 - (CaAa) 0.000 Step Pegs C Surface Ar 130.00-8.00 1 1 0.000 0.8000 2.72 (CaAa) 0.000 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total C,..A4 Weight or Shield Type Number Leg ft f/h Phi LDF4-50A(1/2") C No Inside Pole 127.00-8.00 1 No Ice 0.00 0.15 - 1/2"Ice 0.00 0.15 tnxTower J°� Page Greenburg BU#:824338 3 of 11 GPD Group Project Date 520 South Main Si;Suite 2531 2013777.824338.01 13:41:35 10/23/13 Akron,OH 44311 Client Designed by Phone:(330)572-2100 Crown Castle USA, Inc FAX:(330)572-2101 bchristy Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft frz Plf I"Ice 0.00 0.15 LDF6-50A(1-1/4") C No Inside Pole 127.00-8.00 I No Ice 0.00 0.66 1/2"Ice 0.00 0.66 1"Ice 0.00 0.66 LDF7-50A(1-5/8") C No Inside Pole 127.00-8.00 24 No Ice 0.00 0.82 1/2"Ice 0.00 0.82 1"Ice 0.00 0.82 LDF I-50A(1/4") C No Inside Pole 109.00-8.00 3 No Ice 0.00 0.06 l/2"ke 0.00 0.06 1"ke 0.00 0.06 LDF2-50(3/8") C No Inside Pole 109.00-8.00 3 No Ice 0.00 0.08 1/2"Ice 0.00 0.08 1"Ice 0.00 0.08 LDF4-50A(I/2") C No Inside Pole 109.00-8.00 2 No Ice 0.00 0.15 1/2"Ice 0.00 0.15 1"Ice 0.00 0.15 100266(7/16") C No Inside Pole 109.00-8.00 I No Ice 0.00 0.08 1/2"ke 0.00 0.08 I"Ice 0.00 0.08 7/16"Ground Cable C No Inside Pole 109.00-8.00 2 No Ice 0.00 055 1/2"Ice 0.00 0.55 1"Ice 0.00 0.55 7/16"Ground Cable C No Inside Pole 130.00-109.00 1 No Ice 0.00 0.55 1/2"Ice 0.00 0.55 - I"Ice 0.00 0.55 1f2"Power Cable C No Inside Pole 130.00-8.00 1 No Ice 0.00 0.50 1/2"Ice 0.00 0.50 1"Ice 0.00 0.50 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF C4A,4 CAAA Weight Section Elevation In Face Out Face ft ft' fl2 ft2 ft2 K LI 130.00-80.92 A 0.000 0.000 54.845 0.000 0.23 B 0.000 0.000 10.791 0.000 0.04 C 0.000 0.000 5.767 0.000 1.18 1.2 80.92-45.08 A 0.000 0.0(X) 85.142 0.000 0.35 B 0.000 0.000 42.571 0.000 0.18 C 0.000 0.000 4.210 0.000 0.95 - L3 45.08-0.00 A 0.000 0.000 88.109 0.000 0.36 B 0.000 0.000 44.055 0.000 0.18 C 0.000 0.000 4.357 0.000 0.98 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA CAA, Weight Section Elevation or Thickness In Face Out Face ft Leg in f2 fr2 fr2 fr2 K LI 130.00-80.92 A 2.242 0.000 0.000 94.438 0.000 1.63 - B 0.000 0.000 18.580 0.000 0.32 C 0.000 0.000 53.868 0.000 2.00 L2 80.92-45.08 A 2.132 0.000 0.000 146.606 0.000 2.54 B 0.000 0.000 73.303 0.000 1.27 C 0.000 0.000 52.425 0.000 1.72 yob Page ie Greenburg BU#:824338 4 of 11 GPD Group Project Date • 520 South Main St:Suite 2531 2013777.824338.01 13:41:35 10/23/13 Akron,OH 44311 Client Designed by Phone:(330)572-2100 Crown Castle USA, Inc FAX:(330)572-2101 bChristy Tower Tower Face Ice AR AR CAAA CAAA Weight Section Elevation or Thickness In Face Out Face .- ft Leg in f? ft2 ft2 .fr2 K L3 45.08-0.00 A 1.925 0.000 0.000 149.664 0.000 2.50 B 0.000 0.000 74.832 0.000 1.25 C 0.000 0.000 51.790 0.000 I.71 Feed Line Center of Pressure Section Elevation CPx CP7 CPx CP7 Ice Ice ft in in in in LI 130.00-80.92 -0.1702 -0.7057 -0.1132 -0.2549 L2 80.92-45.08 -0.1530 -0.6500 -0.0239 -0.2345 1.3 45.08-0.00 -0.1543 -0.6551 -0.0293 -0.2697 . Shielding Factor Ka Tower Feed Line Description Feed Line K, K Section Record No. Segment Elev. No Ice Ice LI 4 IDF7-50A(1-5/8") 80.92-118.00 1.0000 1.0000 - LI 9 LDF7-50A(1-5/8") 80.92-90.00 1.0000 1.0000 11 10 LDF6-50A(1/2") 80.92-90.00 1.0000 1.0000 LI 11 LDF7-50A(1-5/8") 80.92-90.00 1.0000 1.0000 LI 12 Safety Line(3/8") 80.92-130.00 1.0000 1.0000 LI 13 Step Pegs 80.92-130.00 1.0000 1.0000 L2 4 LDF7-50A(1-5/8") 45.08-80.92 1.0000 1.0000 L2 9 IDF7-50A(1-5/8") 45.08-80.92 1.0000 1.0000 L2 10 L1)F6-50A(1/2") 45.08-80.92 1.0000 1.0000 L2 11 LDF7-50A(1-5/8") 45.08-80.92 1.0000 1.0000 12 12 Safety Line(3/8") 45.08-80.92 1.0000 1.0000 L2 13 Step Pegs 45.08-80.92 1.0000 1.0000 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft fry ft2 K ft " ft (2)TMBXX-6517-R2M w/ B From Leg 4.00 0.0000 127.00 No Ice 8.74 6.67 0.07 Mount Pipe 0.00 I12"Ice 9.31 7.63 0.13 5.00 1"Ice 9.88 8.48 0.21 (2)TMBXX-6517-R2M w/ A From Leg 4.00 0.0000 127.00 No Ice 8.74 6.67 0.07 Mount Pipe 0.00 1/2"Ice 931 7.63 0.13 Job Page tnxTower Greenburg BU#:824338 5 of 11 GPD Group Project Date 520 South Main Si;Suite 2531 2013777.824338.01 13:41:35 10/23/13 Akron,OH 44311 Client Designed by , Phone:(330)572-2100 Crown Castle USA, Inc FAX:(330)572-2101 bC risty Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side - Leg Lateral Yen it ft ft2 ftt K It ft 5.00 1"Ice 9.88 8.48 0.21 (2)TMBXX-6517-R2M w/ C From Leg 4.00 0.0000 127.00 No Ice 8.74 6.67 0.07 Mount Pipe 0.00 1/2"Ice 9.31 7.63 0.13 5.00 I"Ice 9.88 8.48 0.21 TMBX-6517-R2M w/Mount A From Leg 4.00 0.0000 127.00 No Ice 5.30 4.73 0.04 Pipe 0.00 1/2"Ice 5.77 5.68 0.08 5.00 1"Ice 6.25 6.50 0.13 TMBX-6517-R2M w/Mount B From Leg 4.00 0.0000 127.00 No Ice 5.30 4.73 0.04 Pipe 0.00 1/2"Ice 5.77 5.68 0.08 5.00 1"Ice 6.25 6.50 0.13 TMBX-6517-R2M w/Mount C From Leg 4.00 0.0000 127.00 No Ice 5.30 4.73 0.04 Pipe 0.00 1/2"Ice 5.77 5.68 0.08 5.00 I"Ice 6.25 6.50 0.13 APX17DWV-I7DWV-S-E-A B From Leg 4.00 0.0000 127.00 No Ice 9.96 4.93 0.07 20 w/Mount Pipe 0.00 1/2"Ice 10.62 6.11 0.13 4.00 1"Ice 1 1.25 7.00 0.20 APXl7DWV-17DWV-S-E-A A From Leg 4.00 0.0000 127.00 No Ice 9.96 4.93 0.07 20 w/Mount Pipe 0.00 12"Ice 10.62 6.11 0.13 4.00 I"Ice 11.25 7.00 020 APXI7DWV-17DWV-S-E-A C From Leg 4.00 0.0000 127.00 No Ice 9.96 4.93 0.07 20 w/Mount Pipe 0.00 1/2"Ice 10.62 6.11 0.13 4.00 1"ke 11.25 7.00 0.20 FRIG B From Leg 4.00 0.0000 127.00 No Ice 2.79 1.10 0.06 0.00 1/2"Ice 3.02 1.27 0.07 5.00 I"ke 3.25 1.44 0.09 FRIG A From Leg 4.00 0.0000 127.00 No Ice 2.79 1.10 0.06 0.00 1/2"Ice 3.02 1.27 0.07 5.00 1"Ice 3.25 1.44 0.09 FRIG C From Leg 4.00 0.0000 127.00 No Ice 2.79 1.10 0.06 0.00 1/2"Ice 3.02 1.27 0.07 5.00 1"Ice 3.25 1.44 0.09 FXFB B From Leg 4.00 0.0000 127.00 No Ice 0.99 1.12 0.06 0.00 1/2"Ice 1.15 1.30 0.08 4.00 1"Ice 1.32 1.49 0.10 FXFB A From Leg 4.00 0.0000 127.00 No Ice 0.99 1.12 0.06 0.00 1/2"Ice 1.15 1.30 0.08 4.00 1"Ice 1.32 1.49 0.10 GPS C From Leg 4.00 0.0000 127.00 No Ice 0.05 0.05 0.00 0.00 1/2"Ice 0.09 0.09 0.00 - 7.00 I"Ice 0.13 0.13 0.00 RNSNDC-7771-PF-48 A From Leg 4.00 0.0000 127.00 No Ice 3.71 1.38 0.04 0.00 1/2"Ice 3.97 1.56 0.06 5.00 1"Ice 4.23 1.75 0.08 ' RNSNDC-7771-PF-48 B From Leg 4.00 0.0000 127.00 No Ice 3.71 1.38 0.04 0.00 1/2"Ice 3.97 1.56 0.06 • 5.00 1"Ice 4.23 1.75 0.08 (2)El5S08P80 B From Leg 4.00 0.0000 127.00 No ke 0.23 0.12 0.01 0.00 1/2"Ice 0.30 0.17 0.01 5.00 1"ke 0.38 0.24 0.02 (2)E15S08P80 A From Leg 4.00 0.0000 127.00 No ke 0.23 0.12 0.01 0.00 1/2"Ice 0.30 0.17 0.01 5.00 I"ke 0.38 0.24 0.02 - (2)EI5S08P80 C From Leg 4.00 0.0000 127.00 No Ice 0.23 0.12 0.01 0.00 1/2"Ice 0.30 0.17 0.01 5.00 I"Ice 0.38 0.24 0.02 (2)6'x 2"Mount Pipe A From Leg 4.00 0.0000 127.00 No Ice 1.43 1.43 0.02 0.00 1/2"Ice 1.92 1.92 0.03 Job ob Page Greenburg BU#:824338 6 of 11 GPD Group Project Date 520 South Main St;Suite 2531 2013777.824338.01 13:41:35 10/23/13 Akron,01144311 Client Designed by Phone:(330)572-2100 Crown Castle USA, Inc FAX:(330)572-2101 bchristy Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg lateral Vert ft ft ft2 fr: K ft ft 0.00 1"Ice 2.29 2.29 0.05 (2)6'x 2"Mount Pipe B From Leg 4.00 0.0000 127.00 No Ice 1.43 1.43 0.02 0.00 1/2"Ice 1.92 1.92 0.03 0.00 1"Ice 2.29 2.29 0.05 (2)6'x 2"Mount Pipe C From Leg 4.00 0.0000 127.00 No Ice 1.43 1.43 0.02 0.00 1/2"Ice 1.92 1.92 0.03 0.00 I"Ice 2.29 2.29 0.05 Platform Mount[LP 713-1] A None 0.0000 127.00 No Ice 31.27 31.27 1.51 1/2"Ice 39.68 39.68 1.93 1"Ice 48.09 48.09 2.35 ass (2)PCSS065-19-2 w/Mount C From Leg 3.00 0.0000 118.00 No Ice 6.20 331 0.04 Pipe 0.00 1/2"Ice 6.76 4.74 0.08 1.00 1"Ice 7.29 5.89 0.14 (2)PCSS065-19-2 w/Mount B From Leg 3.00 0.0000 118.00 No Ice 6.20 3.31 0.04 Pipe 0.00 1/2"Ice 6.76 4.74 0.08 1.00 1"Ice 7.29 5.89 0.14 (2)PCSS065-19-2 w/Mount A From Leg 3.00 0.0000 1 18.00 No Ice 6.20 3.31 0.04 Pipe 0.00 I2"Ice 6.76 4.74 0.08 1.00 1"Ice 7.29 5.89 0.14 6'x 2"Mount Pipe A From Face 4.00 0.0000 118.00 No Ice 1.43 1.43 0.02 0.00 112"Ice 1.92 1.92 0.03 0.00 I"Ice 2.29 2.29 0.05 6'x 2"Mount Pipe B From Face 4.00 0.0000 118.00 No Ice 1.43 1.43 0.02 0.00 1/2"Ice 1.92 1.92 0.03 0.00 I"Ice 2.29 2.29 0.05 6'x 2"Mount Pipe C From Face 4.00 0.0000 118.00 No Ice 1.43 1.43 0.02 0.00 1/2"Ice 1.92 1.92 0.03 0.00 1"Ice 2.29 2.29 0.05 T-Arm Mount[TA 602-3] A None 0.0000 118.00 No Ice 11.59 11.59 0.77 1/2"Ice 15.44 15.44 0.99 1"Ice 19.29 19.29 1.21 sas 840 10057 A From Face 1.00 0.0000 109.00 No Ice 2.49 1.33 0.01 0.00 1/2"Ice 2.81 1.59 0.02 1.00 I"Ice 3.13 1.85 0.04 BTS-2500 A From Face 1.00 0.0000 109.00 No Ice 2.12 0.96 0.04 0.00 12"Ice 2.32 1.12 0.05 1.00 I"Ice 2.53 1.29 0.06 840 10057 B From Face 1.00 0.0000 109.00 No Ice 2.49 1.33 0.01 0.00 l2"Ice 2.81 1.59 0.02 - 1.00 1"Ice 3.13 1.85 0.04 BTS-2500 B From Face 1.00 0.0000 109.00 No Ice 2.12 0.96 0.04 - 0.00 12"Ice 2.32 1.12 0.05 1.00 I"Ice 2.53 1.29 0.06 840 10057 C From Face 1.00 0.0000 109.00 No Ice 2.49 1.33 0.01 0.00 1/2"Ice 2.81 1.59 0.02 1.00 I"Ice 3.13 1.85 0.04 BTS-2500 C From Face 1.00 0.0000 109.00 No Ice 2.12 0.96 0.04 0.00 1/2"Ice 2.32 1.12 0.05 1.00 I"Ice 2.53 1.29 0.06 Pipe Mount[PM 601-3] A None 0.0000 109.00 No ke 4.39 4.39 0.20 - 1/2"Ice 5.48 5.48 0.24 I"Ice 6.57 6.57 0.28 asa XP20-45-0D w/Mount Pipe B From Face 4.00 0.0000 90.00 No Ice 7.12 4.75 0.04 0.00 I2"Ice 7.74 5.85 0.09 Page tnxTower Job Greenburg BU#:824338 7 of 11 GPD Group Project Date 520 South Main St;Suite 2531 2013777.824338.01 13:41:35 10/23/13 Akron,OH 44311 Client Designed by Phone:(330)572-2100 Crown Castle USA, Inc FAX:(330)572-2101 Christy Description Face Offset Offsets: Azimuth Placement C,A,4 CAA,4 Weight or Type Hon Adjustment Front Side Leg Lateral Vert ft it h1 ft K ft it 0.00 I"Ice 8.33 6.69 0.15 (2)BXA-70040/8CF w/ B From Face 4.00 0.0000 90.00 No Ice 8.55 8.59 0.05 Mount Pipe 0.00 1/2"Ice 9.26 10.09 0.12 0.00 I"Ice 9.97 11.62 0.20 AXP19-45-0 w/Mount Pipe B From Face 4.00 0.0000 90.00 No Ice 4.91 3.25 0.03 0.00 12"Ice 5.34 3.84 0.07 0.00 1"Ice 5.79 4.45 0.11 RRU-11 B From Face 4.00 0.0000 90.00 No Ice 1.91 1.47 0.04 0.00 12"Ice 2.10 1.65 0.06 0.00 1"Ice 2.30 1.83 0.08 BXA-185063/12CF w/mount C From Face 4.00 0.0000 90.00 No Ice 5.00 5.30 0.04 pipe 0.00 1/2"Ice 5.55 6.47 0.09 0.00 I"Ice 6.07 7.35 0.14 BXA-70063/8CF w/Mount C From Face 4.00 0.0000 90.00 No Ice 10.69 7.97 0.05 Pipe 0.00 12"ice 11.31 9.37 0.13 0.00 I"Ice 11.93 10.62 0.22 BXA-70063-8CF-EDIN-X w/ C From Face 4.00 0.0000 90.00 No Ice 10.67 7.79 0.06 Mount Pipe 0.00 12"Ice 11.27 8.73 0.13 0.00 1"ke 11.89 9.68 0.22 BXA-171063-8CF-EDIN-X C From Face 4.00 0.0000 90.00 No Ice 3.18 3.35 0.03 w/Mount Pipe 0.00 1/2"Ice 3.56 3.97 0.06 0.00 I"Ice 3.96 4.60 0.10 RRU-I 1 C From Face 4.00 0.0000 90.00 No Ice 1.91 1.47 0.04 0.00 12"Ice 2.10 1.65 0.06 0.00 1"Ice 230 1.83 0.08 BXA-185085/l2CF w/Mount A From Face 4.00 0.0000 90.00 No Ice 4.77 5.36 0.05 Pipe 0.00 l2"Ice 5.22 6.17 0.09 0.00 I"Ice 5.68 6.98 0.15 BXA-70063/8CF w/Mount A From Face 4.00 0.0000 90.00 No Ice 10.69 7.97 0.05 Pipe 0.00 1/2"Ice 11.31 937 0.13 0.00 I"Ice 11.93 10.62 0.22 BXA-70080-8CF-EDIN-0 w/ A From Face 4.00 0.0000 90.00 No Ice 8.23 8.49 0.05 Mount Pipe 0.00 112"Ice 8.83 9.90 0.12 0.00 1"ke 9.43 11.15 0.20 BXA-171063-8CF-EDIN-X A From Face 4.00 0.0000 90.00 No Ice 3.18 3.35 0.03 w/Mount Pipe 0.00 1/2"Ice 3.56 3.97 0.06 0.00 1"Ice 3.96 4.60 0.10 RRU-11 A From Face 4.00 0.0000 90.00 No Ice 1.91 1.47 0.04 0.00 12"Ice 2.10 1.65 0.06 0.00 1"Ice 2.30 1.83 0.08 RCMDC-3315-PF-48 A From Face 4.00 0.0000 90.00 No Ice 4.33 2.56 0.03 0.00 1/2"Ice 4.61 2.79 0.06 0.00 1"Ice 4.90 3.04 0.10 T-Arm Mount[TA 602-3] A None 0.0000 90.00 No Ice 11.59 11.59 0.77 12"Ice 15.44 15.44 0.99 • 1"Ice 19.29 19.29 1.21 ass Dishes tnxTower Job Page Greenburg BU#:824338 8 of 11 GPD Group Project Date 520 South Main St;Suite 2531 2013777.824338.01 13:41:35 10/23/13 Akron,OH 44311 Client Designed by • Phone:(330)572-2100 Crown Castle USA, Inc FAX:(330)572-2101 bchristy Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft ft ft f12 x HP2-23 A Paraboloid From 1.00 -10.0000 109.00 2.04 No Ice 3.27 0.03 w/Shroud(HP) Leg 0.00 1/2"Ice 3.55 0.05 4.00 1"Ice 3.82 0.03 HP2-23 C Paraboloid From 1.00 -20.0000 109.00 2.04 No Ice 3.27 0.03 w/Shroud(HP) Leg 0.00 1 t2"Ice 3.55 0.05 4.00 I"Ice 3.82 0.03 SPI-5.2 B Paraboloid From 1.00 90.0000 109.00 1.00 No Ice 0.79 0.02 w/Shroud(HP) Leg 0.00 1/2"Ice 0.92 0.02 5.00 1"Ice 1.06 0.02 Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+l.6 Wind 0 deg-Nolte 3 0.9 Dead+l.6 Wind 0 deg-No Ice 4 1.2 Dead+1.6 Wind 30 deg-No Ice 5 0.9 Dead+1.6 Wind 30 deg-No Ice • 6 1.2 Dead+1.6 Wind 60 deg-No Ice 7 0.9 Dead+1.6 Wind 60 deg-No Ice 8 1.2 Dead+1.6 Wind 90 deg-No Ice 9 0.9 Dead+I.6 Wind 90 deg-Nolte 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+l.6 Wind 180 deg-No Ice 15 0.9 Dead+l.6 Wind 180 deg-No Ice 16 1.2Dead+l.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 ke 19 0.9 Dead+1.6 Wind 240 deg-No Ice 20 1.2 Dead+1.6 Wind 270 deg-No ke 21 0.9 Dead+1.6 Wind 270 deg-No Ice 22 1.2 Dead+1.6 Wind 300 deg-No Ice 23 0.9 Dead+1.6 Wind 300 deg-No Ice 24 1.2 Dead+1.6 Wind 330 deg-No Ice 25 0.9 Dead+1.6 Wind 330 deg-No ke 26 1.2 Dead+1.0 Ice+1.0 Temp • 27 1.2 Dead+1.0 Wind 0 deg+I.0 ke+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 ke+LO Temp • 29 1.2 Dead+l.0 Wind 60 deg+1.0 ke+l.0 Temp 30 1.2 Dead+I.0 Wind 90 deg+l.0Ice+I.0 Temp 31 1.2 Dead+I.0 Wind I20 deg+I.0 ke+1 A Temp 32 1.2 Dead+l.0 Wind I50 deg+1.0 ke+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+l.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 ke+l.0 Temp 36 1.2 Dead+I.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg-Service 40 Dead+Wind 30 deg-Service 41 Dead+Wind 60 deg-Service • 42 Dead+Wind 90 deg-Service Pa ge tnxTower Job Greenburg BU#: 824338 9 of 11 GPD Group Project Date - 520 South Main St:Suite 2531 2013777.824338.01 13:41:35 10/23/13 Akron,OH 44311 Client Designed by Phone:(330)572-21(X) Crown Castle USA, Inc FAX:(330)572-2101 bchristy Comb. Des(rl/>rIon No.__ 43 Dead+Wind 120 deg-Service 44 Dead+Wind 150 deg-Service 45 Dead+Wind 180 deg-Service 46 Dead+Wind 210 deg-Service 47 Dead+Wind 240 deg-Service 48 Dead+Wind 270 deg-Service 49 Dead+Wind 300 deg-Service 50 Dead+Wind 330 deg-Service Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° ° LI 130-80.917 31.584 42 2.3046 0.0031 L2 85-45.083 12.788 39 1.4982 0.0013 13 50-0 4.241 39 0.8001 0.0005 Critical Deflections and Radius of Curvature- Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature - ft Comb. in ft 127.00 (2)TMBXX-6517-R2M w/Mount 42 30.207 2.2534 0.0033 19581 Pipe 118.00 (2)PCSS065-19-2 w/Mount Pipe 42 26.108 2.0990 0.0028 8158 114.00 SP1-5.2 42 24.319 2.0297 0.0026 6118 113.00 HP2-23 42 23.877 2.0123 0.0026 5758 109.00 840 10057 42 22.129 1.9422 0.0024 4661 90.00 XP20-45-0D w/Mount Pipe 39 14.528 1.5949 0.0015 2446 Maximum Tower Deflections - Design Wind Section Elevation Horz Gov. Tilt Twist No. Deflection Load ft in Comb. ° ° LI 130-80.917 141.693 8 10.3401 0.0149 L2 85-45.083 57.518 8 6.7468 0.0054 L3 50-0 19.092 2 3.6029 0.0020 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature _ ft Comb. in ft 127.00 (2)TM1330C-6517-R2M w/Mount 8 135.532 10.1126 0.0160 4597 Pipe Job Page tnxTower Greenburg BU#:824338 10 of 11 ject GPD Group Pro Date 520 South Main St;Suite 2531 2013777.824338.01 13:41:35 10/23/13 Akron,OH 44311 Client Designed by Phone:(330)572-2100 Crown Castle USA, Inc FAX:(330)572-2101 bchristy Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in if 118.00 (2)PCSS065-19-2 w/Mount Pipe 8 117.196 9.4268 0.0135 1913 114.00 SPI-5.2 8 109.194 9.1188 0.0125 1433 113.00 HP2-23 8 107.213 9.0414 0.0122 1348 109.00 840 10057 8 99.390 8.7294 0.0112 1090 90.00 X1'20-45-0D w/Mount Pipe 8 65.327 7.1799 0.0069 566 F--- Compression Checks Pole Design Data Section Elevation Size L L. Kl/r A P. 41'„ Ratio No. P. ft ft ft int K K a1'„ LI 130-80.917 TP25.074x14.763x0.2188 49.08 0.00 0.0 16.9033 -8.85 1145.23 0.008 (I) L2 80.917- TP32.16x23.7788x0.3125 39.92 0.00 0.0 31.0077 -15.48 2191.33 0.007 • 45.083(2) - L3 45.083-0(3) TP41 x30.5026x0.375 50.00 0.00 0.0 49.0547 -28.27 3341.22 0.008 Pole Bending Design Data Section Elevation Size M„ $M„, Ratio M. $M,, Ratio No. M„ M,, R kip-ft kip-ft aM kip ft kip-it aM, LI 130-80.917 TP25.074x14.763x0.2188 524.03 559.23 0.937 0.00 559.23 0.000 (1) L2 80.917- TP32.16x23.7788x03125 1235.71 1372.67 0.900 0.00 1372.67 0.000 45.083(2) 13 45.083-0(3) TP41 x30.5026x0.375 2469.82 2761.74 0.894 0.00 2761.74 0.000 Pole Shear Design Data Section Elevation Size Actual 4W, Ratio Actual aT Ratio No. V V. T T. ft K K aV kip ft kip-ft aT LI 130-80.917 TP25.074x14.763x0.2188 18.48 572.61 0.032 0.81 1133.95 0.001 (1) L2 80.917- TP32.16x23.7788x0.3125 22.16 1095.66 0.020 0.80 2783.33 0.000 45.083(2) 13 45.083-0(3) TP41x30.5026x0.375 26.92 1670.61 0.016 0.06 5599.95 0.000 Job Page tnxTower Greenburg BU#:824338 11 of 11 GPD Group Project Date . 520 South Main St:Suite 2531 2013777.824338.01 13:41:35 10/23/13 Akron,OH 44311 Client Designed by Phone:(330)572-2100 Crown Castle USA, Inc FAX:1330)_572-2101 bCflrlsty Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. M., M.,. V. T Stress Stress ft V. $M, ¢M., •V 4T Ratio Ratio L 1 130-80.917 0.008 0.937 0.000 0.032 0.001 0.946 1.000 4.8.2 ✓ (1) L2 80.917- 0.007 0.900 0.000 0.020 0.000 0.908 1.000 4.8.2 ✓ 45.083(2) ✓ L3 45.083-0(3) 0.008 0.894 0.000 0.016 0.000 0.903 1.000 482 ✓ V Section Capacity Table I Section Elevation Component Size Critical P ,P.n,.. % Pass No. ft Type Element K K Capacity Fail LI 130-80.917 Pole 1P25.074x 14.763x0.2188 1 -8.85 1145.23 94.6 Pass L2 80.917-45.083 Pole TP32.16x23.7788x0.3125 2 -15.48 2191.33 90.8 Pass L3 45.083-0 Pole TP4I x30.5026x0.375 3 -28.27 3341.22 90.3 Pass Summary - Pole(L1) 94.6 Pass RATING= 9t6 Pass Program Version 6.1.3.1-7/25/2013 File:T:/Crown/824338/01/CNX/824338.eri Crown Castle USA Inc October 23,2013 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 2013777.824338.01.Application 197176. Revision 1 Page 9 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 6.1.3.1 1 4, 4 CROWN REOaN ADDRESS USA ( STNIED) � (WALLED) 11' 1-6/r TO 116 FT LEVEL (6)1 6/)10 YO FT LEVEL ' /./. \ \ / \ NEED) / N. 1/4'TO 100 FT LEVEL 3/r 10 100 FT LEVEL PLIED) / /// 1\\ `� i vie e MU Fro LEVEL FT LEVEL C ! 0 1 7/tr GROUND TO 130 FT LEVEL 1/Y TO 1L10 FT LEVEL 1)1/Y 10 130 FT 60 1 I \ I a m 1)1/2'0 1r FT LEVEL I I 43 02 I I +;ii%�;m 1n FT LE u i I i 16)1-6/r TO 127 FT LEVEL / 0 1-6/6.10 127 FE LEVEL I 1 I fif / •• i W 1-O/pV To Y6 FT LEVEL r • i I 1 DRAWN eV PRI C1EC1E0 BY. 110E DRAWING DATE.SWANS a lsa PEGS W/ I 1 SAFETY CAM 0RE NUMMIS SITE NNE: 1 Mrs SASE I BIEENEU O 18USNE8S UNIT NLI R I WSW ISRE DARESS I 11TH 0W PACIFIC WI TRAWL OR nm WARRINGTON COUNTY U9NESS UPC,024136 TOWED 6.C$A USA B 18NELT DUE I BASE LEVEL 1 MEET WAITER ___.J I BABE LEVEL DRAWING _ -- --- - l r.1Y l I I A1-0 IN/Evlii4T res'iiiii4li4611g116ilifilWif'itigs"<n.1; Crown Castle USA Inc October 23,2013 130 Ft Monopole Tower Structural Analysis CCI BU No 824338 Project Number 2013777.824338.01,Application 197176, Revision 1 Page 10 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 6.1.3.1 Site Number 824338 Site Name Greenburg Caisson Analysis Pier Properties Moment 2470 kip-ft Analysis Properties Shear 27 kip TIA Code G Soil Safety Factor 1.33 Pier Diameter 5.5 ft Water Table Depth 99.0 ft Height Above Grade 1.00 ft Ignored Soil Depth 3.0 ft Depth Below Grade 27.00 ft Cohesion Based on PLS Caisson Donut Diameter ft Max Soil Capacity 110% Donut Depth ft Soil Properties Top of Soil Layer Bottom of Friction Layer Layer Thickness Soil Layer Soil Unit Cohesion Angle (ft) (ft) (ft) Weight(pcf) (psf) (degrees) Soil.Layer Soil.Top Soil.Thick Soil.Bottom Soil.Weight Soil.Cohesion Soil.Phi 1 0.00 3 3.00 115 0 • 2 3.00 9 12.00 115 200 30 3 12.00 25 37.00 120 600 4 5 6 7 8 9 10 Critical Depths Below Grade Results Rotation Axis 11.85 ft Soil Capacity 79.9% OK Zero Shear 4.50 ft Max Pier Moment 2599 kip-ft Moment At User Defined Depths Below Grade kip-ft kip-ft kip-ft kip-ft VI.0 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 BU#: 824338 TIA Revision: G Site Name: Greenburg Max. Factored Shaft Mu: 2599 ft-kips(*Note) App#: 197176 Rev. 1 Max. Factored Shaft Pu: 28 kips Max Axial Force Type: Comp. (*)Note:Max Shaft Superimposed Moment does not necessarily Loads Already Factored equal to the shaft top reaction moment For M (WL) 1.3 <----Disregard For P(DL) 1.3 _ <----Disregard Load Factor Shaft Factored Loads 1.00 Mu: 2599 ft-kips Pier Properties 1.00 _ Pu: 28 _kips Concrete: Pier Diameter = 5.5 ft Material Properties Concrete Area= 3421.2 in2 Concrete Comp. strength,f'c= 4000 psi Reinforcement yield strength, Fy= 60 ksi Reinforcement: Reinforcing Modulus of Elasticity, E= 29000 ksi Clear Cover to Tie= 3.00 in Reinforcement yield strain= 0.00207 Horiz.Tie Bar Size= 3 Limiting compressive strain=I 0.003 1 Vert. Cage Diameter= 4.83 ft ACI 318 Code Vert. Cage Diameter= 57.98 in Select Analysis ACI Code=l 2008 Vertical Bar Size = 10 Seismic Properties Bar Diameter= 1.27 in Seismic Design Category= D Bar Area= 1.27 in2 Seismic Risk = High Number of Bars = 20 As Total= 25.4 in2 Solve <--Press Upon Completing All Input A s/Aconc, Rho: 0.0074 0.74% (Run) ACI 10.5 , ACI 21.10.4, and IBC 1810. Results: Min As for Flexural, Tension Controlled, Shafts: Governing Orientation Case: 1 (3)`(Sgrt(f'c)/Fy: 0.0032 FQ.FQ 200/Fy: 0.0033 • • • Mu • • Mu • )1 • • • • • • • • Case 1 Case 2 Dist. From Edge to Neutral Axis: 10.57 in Extreme Steel Strain, et: 0.0146 Minimum Rho Check: et>0.0050, Tension Controlled Actual Req'd Min. Rho: 0.33% Flexural Reduction Factor,q: 0.900 Provided Rho: 0.74% Ref. Shaft Max Axial Capacities,4 Max(Pn or Tn): Max Pu = (9=0.65) Pn. Output Note: Negative Pu=Tension Pn per ACI 318 (10-2) 6796.24 kips For Axial Compression, cp Pn = Pu: 28.00 kips at Mu=(9=0.65)Mn= 3239.23 _ft-kips Drilled Shaft Moment Capacity, cpMn: 3151.71 ft-kips Drilled Shaft Superimposed Mu: 2599.00 ft-kips Max Tu, (9=0.9) Tn= 1371.6 kips at Mu=c1)=(0.90)Mn= 0.00 ft-kips (Mu/cpMn, Drilled Shaft Flexure CSR: [ 82.5% Drilled_Shaft_Moment_Capacity, DSMC, Version 1.1 - Effective 04/01/2010 Analysis Date: 10/23/2013 Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material TIA Rev G Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding(1)*(Rod Diameter) Site Data Reactions BU#: 824338 Mu: 2470 ft-kips Site Name: Greenburg Axial, Pu: 28 kips App#: 197176 Rev. 1 Shear,Vu: 27 kips Pole Manufacturer:I Other I Eta Factor, 0 0.5 TIA G(Fig.4-4) Anchor Rod Data If No stiffeners,Criteria: I AISC LRFD <-Only Applcable to Unstiffened Cases Qty: 12 Diam: 2.25 in Rod Material: A615-J Anchor Rod Results Rigid Strength(Fu): 100 ksi Max Rod(Cu+Vu/rj): 208.7 Kips AISC LRFD Yield (Fy): 75 ksi Allowable Axial, m*Fu*Anet: 260.0 Kips cr'Tn Bolt Circle: 48.95 in Anchor Rod Stress Ratio: 80.3% pass Plate Data Diam: 54.95 in Base Plate Results Flexural Check Rigid Thick: 2.75 in Base Plate Stress: 24.5 ksi AISC LRFD Grade: 60 ksi Allowable Plate Stress: 54.0 ksi cp'Fy Single-Rod B-eff: 10.99 in Base Plate Stress Ratio: 45.4% Y.L.Length: 26.74 Stiffener Data (Welding at both sides) Config: 0 Stiffener Results Weld Type: Horizontal Weld : n/a Groove Depth: in** Vertical Weld: n/a Groove Angle: degrees Plate Flex+Shear,fb/Fb+(fv/Fv)^2: n/a Fillet H. Weld: <-- Disregard Plate Tension+Shear,ft/Ft+(fv/Fv)^2 n/a Fillet V. Weld: in Plate Comp. (AISC Bracket): n/a • Width: in Height: in Pole Results Thick: in Pole Punching Shear Check: n/a Notch: in Grade: ksi Weld str.: ksi Pole Data _ Diam: 41 in Thick: 0.375 in Grade: 65 ksi #of Sides: 12 "0"IF Round Fu 80 ksi Reinf.Fillet Weld 0 "0"if None s i s 0=none, 1 =every bolt,2=every 2 bolts,3=2 per bolt "Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate 1.5-Circular Base G 1.3, Effective March 19, 2012 Analysis Date: 10/23/2013 veri WireieSS Drawings Produced E, •�frff GPA ARCHITECTS LLC 2701 NW Vaughn,Suite 764 \'"ggg°°°°ggg .<°°°°°°°°°°°°verlypnwireless Toir Portland,OR 97210 �S EN IA. N. P /� 503-274-7800 R PORllAND,OREGON POE T iOF o � _ 12925 SW PACIFIC HWY °FQ,� TIGARD, OREGON 97223 ATC SITE #82805 TIGARD/99- s g a SITE OWNER: SW 50.1}SY SITE ADDRESS: T1.0 TITLE SHEET i • swrroT�si 12925 SW PACIFIC HWY AMERICAN TOWER '°b .' TIGARD. OREGON 97223 12.0 GENERAL NOTES & LEGEND w ,n" I Q,� '' A1.0 OVERALL SITE PLAN N r S c+t N LAT: 45• 25' 35.9' N A1.1 ENLARGED SITE PLAN p jw o S LONG: 122' 46' 47.5" W o V cw �+�,, x GROUND ELEVATION: 193' AMSL A2.0 ELEVATION & ANTENNA DETAILS APPLICANTS: ra •° "4 TOWER HEIGHT: 150' AGL A3.0 ANTENNA DETAILS & STRUCTURAL NOTES VERIZON WIRELESS (VAW) LLC d/b/a VERIZON WIRELESS r' 5430 NE 122ND AVE a i V) a kt,4 oowa JURISDICTION: PORTLAND, OR 97230 �1 Z woZaJ2 aw e, k " ` CITY OF TIGARD SITE DEVELOPMENT & PERMITTING: Ri o re cD�zen - 1 skv,4 0 '9.ryr " �` URBAN WIRELESS INC. C. co �, ZONING: 10376 SE SUNBURST WAY o ,. tl Nerd '�! 5 © GC—GENERAL COMMERCIAL PORTLAND, OR 97086 I j W O Z I l'' .,n, PHONE: (503) 720-7295 v 'n ® 5056 ' CONTACT: SHANIN PRUSIA �� �wESo :r` P Cry^ v CONSTRUCTION MANAGEMENT: cs • Y 6` ' su.,•• ,. SITE VERIZON WIRELESS (VAW) LLC d/b/a VERIZON WIRELESS N C"" '" " ,„, ; 5430 NE 122ND AVE o U' j v CC r qy y 4_ PORTLAND, OR 97230 "s ° CONTACT: JOE AHSING No. [Date E. ���� " ARCHITECT, File no. 13-041 ' $ „4, - 5140 r, GPA ARCHITECTS, LLC Dote 10/11/13 ,k6% °jf. OTC 1 2701 NW VAUGHN STREET, SUITE 764 Designed by Ex q� f I 4°N�" °s PORTLAND, OREGON 97210 Drawne by• D It 4 CONTACT: ELLEN KRUSI Checked d tr SMNP a ` F PHONE: (503) 274-7800 X229 DC p 4. N Creek Pre I ( ) A A Sg p N>._.u.He MY Omura St A, , 4Vr^ vu Dote issued . 4 SHEET INDEX PROJECT TEAM Dote issued for . 5.0 e, MW Eftames s, — i �Ad� Zoning Permit I n*nee Dt y- ° Date issued for 'v I TITLE SIGNATURE DATE Building Permit ,s112 Al 0W Mc0aW mu tl01 SW Mc° . St Pi Dote issued for Bid y .— Dale issued p ; for Cans?ructic RF ENGINEER DRIVING DIRECTIONS POR - FROM PORTLAND, TAKE 1-205 S TO 1-5 N. TAKE EXIT 292(HWY 217). TAKE TIGARD/99W PROJECT MANAGER 12925 SW PACIFIC HWY _ (EXIT 6)AND TURN LEFT ON HOYT HWY 993W. PROCEED WEST ON 99W(SW PACIFIC HWY). TIGARD, OR 97223 SITE IS ON WESTSIDE OF HWY 99W, ONE BLOCK SOUTH OF WALNUT STREET, BEHIND A SMALL STRIP MALL WITH A GREEN ROOF. ADA COMPLIANCE; THE FAC LITY IS UNSTAFFED AND UNOCCUPIED N RE SPECIALIST Sheet tale PROJECT SUMMARY: _ TITLE Ak THE PROJECT CONSISTS OF THE INSTALLATION AND — SHEET OPERATION OF (6) REPLACEMENT ANTENNAS. (3) NEW RRU, (2) NEW SURGE SUPPRESSOR AND (1) NEW HYBRID CABLE �� ONAN EXISTING MONOPOLE WITHIN AN EXISTING WIRELESS PROPERTY OWNER CI VICINITY MAP PROJECT SUMMARY APPROVALS T1 .0 I verimowireless GENERAL NOTES I LEGEND 1. THE FACILITY IS AN UNOCCUPIED SPECIALIZED MOBILE RADIO FACILITY. SYMBOLS DETAIL No. - 2. PLANS ARE NOT TO BE SCALED AND ARE INTENDED TO BE A GRAPHIC fia, DETAIL ROOM NAME ROOM NAME Dr REPRESENTATION OF THE FINAL INSTALLATION. THE WORK SHALL INCLUDE �� REFERENCE ROOM NUMBER FURNISHING MATERIALS, EQUIPMENT, APPURTENANCES AND LABOR SHEET No. - NECESSARY TO COMPLETE ALL INSTALLATIONS AS INDICATED ON THE o' o HEIGHT DRAWINGS. A.F.F. MARKER GPA izr, BUILDING ECTIION ARCHITECTS uc lo00.0'1 FINISH 3. PRIOR TO THE SUBMISSION OF BIDS, THE CONTRACTOR SHALL VISIT THE ", SPOT GRADE 2701 NW Vaughn,Suite 764 JOB SITE AND BE RESPONSIBLE FOR ALL CONTRACT DOCUMENTS, FIELD Po-274- 00 OR 97210 CONDITIONS AND DIMENSIONS AND CONFIRMING THAT THE WORK MAY BE •�` WALL SECTION EXISTING so3-z74-7800 ACCOMPLISHED AS SHOWN PRIOR TO PROCEEDING WITH CONSTRUCTION. SPOT GRADE ANY DISCREPANCIES ARE TO BE BROUGHT TO THE ATTENTION OF THE <000> DOOR PROJECT MANAGER. O EXTERIOR NUMBER ELEVATION �/ 4. THE CONTRACTOR SHALL RECEIVE, IN WRITING, AUTHORIZATION TO ® N.t WINDOW ` a.rx PROCEED BEFORE STARTING WORK, Met i OA GRID LINE 0 NOTE [soon 5. THE CONTRACTOR SHALL INSTALL ALL EQUIPMENT AND MATERIALS IN "D ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS UNLESS WALL I �VD SPECIFICALLY OTHERWISE INDICATED OR WHERE LOCAL CODES OR 0 TYPE �` of ot� REGULATIONS TAKE PRECEDENCE. —--— MATCH LINE , 6. ALL WORK PERFORMED AND MATERIALS INSTALLED SHALL BE IN STRICT S----- WORK POINT 0 EQUIPMENT ACCORDANCE WITH APPLICABLE CODES, REGULATIONS AND ORDINANCES. REVISION CONTRACTOR SHALL GIVE ALL NOTICES AND COMPLY WITH ALL LAWS, ORDINANCES, RULES, REGULATIONS AND LAWFUL ORDERS OF ANY PUBLIC AI AUTHORITY BEARING ON THE PERFORMANCE OF THE WORK. MECHANICAL ©lea • INTERIOR AND ELECTRICAL SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH ALL V ELEVATION APPLICABLE MUNICIPAL AND UTILITY COMPANY SPECIFICATIONS AND LOCAL AND STATE JURISDICTIONAL. CODES, ORDINANCES AND APPLICABLE REGULATIONS. p, 7. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK USING BEST EQUIPMENT SKILLS AND ATTENTION. THE CONTRACTOR SHALL BE SOLELY C = 117.,o? • RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, UTILITY POLE FIRE HYDRANT G ce cD� SEQUENCES AND PROCEDURES AND FOR COORDINATING ALL PORTIONS OF -9 M_ THE WORK UNDER THE CONTRACT INCLUDING CONTACT AND COORDINATION w WITH THE PROJECT MANAGER AND WITH LANDLORD'S AUTHORIZED E— POLE GUY WIRE LIGHT STANDARD REPRESENTATIVE. 0 wN oa c p ci Ice U-Z(n 8. PROVIDE A PORTABLE FIRE EXTINGUISHER WITH A RATING OF NOT LESS n MATERIALS THAN 2-A OR 2-A1OBC WITHIN 5 FEET OF TRAVEL DISTANCE TO ALL PORTIONS OF THE PROJECT AREA DURING CONSTRUCTION. __J CONCRETE L ----i EARTH 9. THE CONTRACTOR SHALL PROVIDE SITE FOREMAN WITH A CELLULAR n I 1 °v w PHONE, AND KEEP SAME ON SITE WHENEVER ANY PERSONNEL ARE ON T_LT> �I CMU E_-_:::::===J GRAVEL SITE. r I BRICK r— — 1 SAND ,r 10. DETAILS ARE INTENDED TO SHOW END RESULT OF DESIGN. MINOR L_ I GYPSUM WALLBOARD I PLYWOOD , w o 5i MODIFICATIONS MAY BE REQUIRED TO SUIT JOB DIMENSIONS OR o 2 U CONDITIONS, AND SUCH MODIFICATIONS SHALL BE INCLUDED AS PART OF L 1 BATT INSULATION r -- =— FINISH WOOD 'd G. Dote By Revisions THE WORK. L___-_..___..___' = RIGID INSULATION (-><.J WOOD (CONT.) File 13-041 11. THE CONTRACTOR SHALL MAKE NECESSARY PROVISIONS TO PROTECT Dot- 10/11/13 EXISTING IMPROVEMENTS, PAVING, CURBS, GALVANIZED SURFACES, ETC., I I STEEL I WOOD BLOCKING AND UPON COMPLETION OF WORK, REPAIR ANY DAMAGE THAT OCCURRED ALUMINUM f 7 EXIST. STRUCTURE Des EX DURING CONSTRUCTION TO THE SATISFACTION OF THE PROJECT MANAGER Drown 7, DNr AND/OR LANDLORD. Cne<we! • Ex APP' S11NP 12. ON A DAILY BASIS: KEEP GENERAL AREA CLEAN, HAZARD FREE AND LJNE TYPES DISPOSE OF ALL DIRT, DEBRIS, RUBBISH AND REMOVE EQUIPMENT NOT SPECIFIED AS REMAINING ON THE PROPERTY. LEAVE PREMISES IN CLEAN NEW WORK —ss ss— SANITARY SEWER CONDITION AND FREE FROM PAINT SPOTS, DUST OR SMUDGES OF ANY DEMOLITION WORK —so so— STORM SEWER Issued • NATURE. Dote issued CENTERLINE FLOOR DRAIN 13. CONTRACTOR TO PROVIDE COMPLETE SET OF AS-BUILT DRAWINGS WITHIN — - - — PROPERTY / LEASE LINE ROOF DRAIN 10 WORKING DAYS OF PROJECT COMPLETION. BREAK LINE EXISTING CONTOUR —cos cAS — GAS 14. WHERE A CONSTRUCTION DETAIL IS NOT SHOWN OR NOTED, THE DETAIL ® NEW CONTOUR —w—w— WATER SHALL BE THE SAME AS FOR OTHER SIMILAR WORK. EASEMENT HOT WATER 15. ASTM SPECIFICATIONS NOTED ON THE DRAWINGS SHALL BE OF THE EXIST. CHAINLINK FENCE COLD WATER -- -. LATEST REVISION. EXIST. WOOD FENCE —x—x— CHAINLINK FENCE —A A ANTENNA CABLE 16. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE ALL POR EXISTING UTILITIES WHETHER SHOWN HERON OR NOT AND TO PROTECT - — — - EASEMENT G c— GROUND TIGARD/99 THEM FROM DAMAGE. THE CONTRACTOR SHALL BEAR ALL EXPENSE OF —P—P POWER —cc. cEN— GENERATOR 12925 SW PACIFIC HW- - REPAIR OR REPLACEMENT IN CONJUNCTION WITH THE PROSECUTION OF —T—r— TELCO —e—E— ELECT. CONDUIT TIGARD, OR 97223 THIS WORK. —PeT—PRT— POWER & TELCO c—c CONDUIT 17. ALL ITEMS REMOVED OR DAMAGED DURING CONSTRUCTION WORK WILL BE REPLACED OR REPAIRED TO MATCH EXISTING. OVERHEAD POWER OVERHEAD TELCO GENERAL NOTES STRUCTURAL NOTES: SEE SHEET A3.0 OVERHEAD AND LEGEND — -- T2.4 EXISTING BUILDING verI�LYir jhwineless ' - 1` _ ST"? ADJACENT ZONING; ZONE: GC (GENERAL COMMERCIAL) JURISDICTION: CITY OF TIGARD GPA ARCHITECTS LLC ADJACENT ZONINGS 2701 NW v OR 97210 Suite 764 Porda 97!10 ZONE: R (RESIDENTIAL) 503-274-7800 JURISDICTION: CITY OF TIGARD / "^`. EXISTING 4Rn. ,• \,, MARKET ` / \ ■rrn / \` rmuia°aa°"OZ EXISTING AS) APARTMENT / `\� EXISTING GAS OF BUILDING /% `\ STATION / \ i 0 VERIZON WIRELESS 1 � ADJACENT ZONING: PROJECT AREA SEE `` \ ` ZONE: GC (GENERAL COMMERCIAL) •ENLARGED SITE PLAN QQ„ ZONE:GGC (GENERAL COMMERCIAL) \' JURISDICTION: CITY OF TIGARD / JURISDICTION: CRY OF TIGARD U) J /' O IIW OZ IX UM / ' \ /' �\ I \, 1- ID o1 l2 • r 1,/ A\♦ `,\ M I 0 IK 0MZ0) EXISTING // --�` \ EXISTING . \ APARTMENT / ■ \PARKING \`` o. BUILDING (, L 8c `� \ / II \` ♦♦ /// /'' " I N 1 `\ ♦\\ // i M W Q GSJ ♦ / / '7" PIMUtrJ N ♦� \ (5,4 P s,\ , 13-041 / ,4,. . v 10/11/13 `\., COMMERCIAL IX /,/ 1 oNr \ BUILDING /\>'+'‘ �� IX \ ,,z,_ Cr VG .i :, SIP \ , <2- �P��F \, / `� / \ ADJACENT ZONING; ADJACENT ZONING, �` / .• ZONE: GC (GENERAL COMMERCIAL) ZONE: GC (GENERAL COMMERCIAL) o\ JURISDICTION: CITY OF TIGARD JURISDICTION: CITY OF TIGARD �O,o` •'/ �,/* �tiF / �y� POR - TIGARD/99 \J^ \ ' 12825 SW PACIFIC HWY EXISTING UTILITY �_ TIGARD, OR 97223 POLE W/ BUCKET TRANSFORMER AND - TELCO POLE # S175 N OVERALL SITE PLAN OVERALL SITE PLAN 22X34 SCALE 1' s 20'-0' Al 0 11X17 SCALE: 1• - 40'-0• I 1 ..• \,, ' / Yellvwireless / i ,' o V:117 V i• GPA • ARCHITECTS LLC / / 1 Maui.OR 97210 Ite 764 EXISTING AC PAVED 503-274-7800 • PARKING LOT EXIST. BUILDING ,/ EXIST. EQUIPT. ON CONCRETE PAD / (OTHER CARRIER) �� •/i • '�/: NEW (2) SURGE SUPPRESSOR, +A• / MOUNTED ON MONOPOLE - ^jdD O°800M�Z VERIFY CLEAR OF CUMBING .a.„_,0 `�1NNccCC''��'' i/ © PEGS EXISTING VERIZON WIRELESS OF O NEW (4) RRU MOUNTED FENCED COMPOUND ON T-ARMS J�a, ck./ NEW CABLE TO FOLLOW oQFj EXIST. ROUTE 1 / NEW DC SURGE . SUPPRESSOR MOUNT TO 4.i 1 /• COAX BRIDGE NEAREST TO Q \\� \ r) SHELTER \ w • to J - / �.__- •N� ■ d 0 -Ia Z W0? " / • (6) REPLACEMENT VERIZON © ro 0 �o Uw ,• WIRELESS PANEL ANTENNAS — ill w (\ (6) EXIST. TO REMAIN ON EXISTING 80'-0" MONOPOLE n Ix �` I °a I o zc°3�zvri \� EXISTING GATE In EXIST. CABLE \\ EXISTING EQUIP. ENTRY, VERIFY rn BUILDING UNUSED PORTS �' m \ - m ' CUL- \` N ul M W ! 0 \. p` M OM \ EXIST. GENERATOR IL,...-1E, i`Re,s= %, 13-041 10/11/13 , ` OW \S`\ 8Ni - `\ I - \`% - _ - \ . \ VA " POR TIGARD/99 . �'� 12925 SW PACIFIC HWY " ., TIGARD, OR 97223 \ . ,\ N ENLARGED SITE '`\ PLAN ss OVERALL SITE PLAN „ ;4, ''. _40.-0." 4 A1 . EXISTING VERIZON WIRELESS PANEL ANTENNA TO BE REPLACED, TYP. OF (2) Q z—EXSTING VERIZON WIRELESS PANEL ANTENNA, TYP. OF (2) / \ 09.1".. �aeN�� verIrQQwireless EXISTING VERIZON WIRELESS -NEW VERIZON WIRELESS PANEL ( PANEL ANTENNA TO REMAIN, ANTENNA TO REPLACE EXISTING, \ TYP. OF (2) TYP. OF (2) Ank v��as Produced e NEW SURGE NEW RRU, SUPPRESSOR TYP. OF (1) GPA • ARCHITECTS LLC :,L .I• •:e: 4 . " I NEW ANTENNA ARRAY 0 44' TIP HEIGHT 2701 NW a Vaughn, 764 503-274-7800 NEW VERIZON WIRELESS PANEL EXISTING VERIZON WIRELESS ANTENNA TO REPLACE EXISTING, PANEL ANTENNA TO BE TYP. OF (4) © ��./j �i REPLACED, TYP. OF (4) , SIM C>. M(� 9?i, t, x^a- H '10'('-'2., h roman Qt - !" Cb; �`' '', ': NEW RRU, © SIM © /� h. TYP. OF (2) ® NEW SURGE SUPPRESSOR / \ ��� EXIST. (4) VERIZON WIRELESS C'✓� ANTENNAS TO REMAIN 1 Pk WIRELESS PANELTANTENNAS NEW SURGE I © SIM b EXISTING VERIZON WIRELESS SUPPRESSOR \ ETiNGVRINRELESS PANEL ANTENNA TO REMAIN, L� I ® z TYP. OF (4) Lt PANEL ANTENNA, TYP, OF (4) N r,) w • NEW HYBRID CABLE TO — ,_ N a FOLLOW EXIST. ROUTE NEW RRU, Mr o , o `1 TYP. OF (2) EXISTING ANTENNA ARRAY 0 84' TIP HEIGHT NEW ANTENNA ARRAY 0 84' TIP HEIGHT \ Iw EXIST. ANTENNAS ANTENNA PLAN 22:34 SCALE: 1/4' - 1•-0" 12 " <3C 7 (OTHER CARRIERS) 11x17 SCALE: 1/e• - 1'-o' et o?w EXIST. TREES U Z (BEYOND) EXISTING 80' MONOPOLE- 8 x v t` EXIST. VERIZON WIRELESS PANEL SECTOR QUANTITY MODEL TIP HEIGHT AZIMUTH DIMENSIONS WEIGHT EQUIPT. COAX SIZE # OF COAX N t ANTENNA TO REMAIN. - _ \ l i__ ^ \ ALPHA 1 BXA 80080- 44' W 94.81 x 8.0.w x 5.9 d 23 DIPLEX 7 8"' 2 PER ANT M _ (2) REPLACEMENT © / o. Date By F. VERIZON WIRELESS I FL.= n PANEL ANTENNA ALPHA 1 ANTEL BXA-70063-8CF 44' 60 94.6"I x 11.2"w x 4.5°d 24 lb 7/B" 2 PER ANT File no. 13-041 CO d IIJI - E - — _ _ Date 10/11/13 F NEW RRU, TYP. OF (1) ALPHA 1 CSS XP18-80-0 43' 60' 69.1"I x 6.7`w x 4.1"d 13 Ib DIPLEX — 9 by Ex Designed b Drown b y DNT 1 \ ALPHA I BXA 171063-8CF 42" 80' 48.21 x 6.1'w x 4.1'd 9.2 lb RRU 2 PER ANT Checked by IX— EXISTING BUILDING (BEYOND) , 1 -NEW SURGE SUPPRESSOR BETA BXA-80080-88F Opp oved by :..P — 84' 180' 96.51 x 11.2'w x 5.9'd 31 lb DIPLEX 7/8" 2 PER ANT �" BETA 1 ANTEL BXA-70063-8CF 84' 180' 94.6"I x 11.2'w x 4.5"d 24 lb 7/8" 2 PER ANT Date issued = EXISTING EQUIPMENT SHELTER / b 0 � - -- -� Date issued for I ED Zoning Permit I = I --NEW HYBRID CABLE TO BETA 1 CSS XP 18-80-0 83' 180' 69.11 x 6.7"w x 4.1"d 13 lb DIPLEX Date issued for a 0_ FOLLOW EXIST. ROUTE — — Building Permit : BETA 1 BXA 171063-80F 82" 180' 48.21 x 6.1'w x 4.1'd 9.2 lb RRU 2 PER ANT Date issued NEW SURGE SUPPRESSOR __ for Bid • TO BE MOUNTED ON GAMMA 1 BM-80080-88F 300 98.51 x 11.2`w x 5.9"d 31 lb DIPLEX 2 PER ANT Date issued j BRIDGE LEG CLOSEST TO — 84" 7/8" for Construction: r__— - SHELTER GAMMA 1 ANTEL BXA-70063-8CF 84' 300' 94.61 x 11.2"w x 4.5"d 24 lb 7/8" 2 PER ANT -___-- --. -._ I Project title : I GAMMA 1 CSS XP 18-80-0 83' 300' 69.11 x 6.7"w x 4.1"d 13 lb DIPLEX POR j ' -- . . - _ — TIGARD/99 • 1 GRADE GAMMA 1 BXA 171063-8CF 82' 300' 48.21 x 8.1'w x 4.1'd 9.2 lb RRU 2 PER ANT 12925 SW PACIFIC HWY \ \ TIGARD. OR 97223 TOTAL COAX: 12 NOTE LNEW ANTENNAS SHOWN IN BOLD TOTAL HYBRID: 1 — ELEVATION & ANTENNA DETAILS NORTHEAST ELEVATION 11x17 1;16. a 1.-0. 1 ANTENNA CONFIGURATION - SMR 06.25.2013 22x34 SCALE: NTS A2.0 11x17 SCALE: NTS I 3 GENERA' :. :. 0T • 1. WHERE A CONSTRUCTION DETAIL IS NOT SHOWN OR NOTED, THE DETAIL SHALL BE THE SAME AS FOR OTHER SIMILAR WORK. 2. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES. 3. NO PIPES, DUCTS, SLEEVES, CHASES, ETC., SHALL BE PLACED IN SLABS, BEAMS, OR WALLS UNLESS SPECIFICALLY SHOWN OR NOTED, verizwwireless NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR PIPES, DUCTS, ETC., UNLESS OTHERWISE NOTED. CONTRACTOR SHALL OBTAIN PRIOR - APPROVAL FOR INSTALLATION OF ANY ADDITIONAL PIPES, DUCTS, ETC. 4. CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THIS PROJECT INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS; AND THAT THE CONTRACTOR SHALL DEFEND, INDEMNIFY AND HOLD VERIZON WIRELESS • AND THE ARCHITECT/ ENGINEER HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF Drawings Produced 6y: WORK ON THIS PROJECT, EXCEPTING FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF VERIZON WIRELESS OR THE ARCHITECT/ENGINEER. G V 1-n 11 A 5. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF -, CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE, WORKERS AND PEDESTRIANS ARCHITECTS Liz DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION 2701 NW Vaughn,Suite 764 EQUIPMENT, TEMPORARY STRUCTURES, AND PARTIALLY COMPLETED WORK, ETC. OBSERVATION VISITS TO THE SITE BY THE Portland,OR 97210 ARCHITECT/ENGINEER SHALL NOT INCLUDE INSPECTION OF SUCH ITEMS. s°s-274 7800 6. ASTM SPECIFICATIONS NOTED ON THE DRAWINGS SHALL BE OF THE LATEST REVISION. 7. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED FLOOR OR ROOF. LOAD SHALL NOT EXCEED THE DESIGN LIVE 5.s.D `4Y LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING/BRACING WHERE STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH. V IJ 8. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE ALL EXISTING UTILITIES WHETHER SHOWN HEREON OR NOT AND TO +r PROTECT THEM FROM DAMAGE. THE CONTRACTOR SHALL BEAR ALL EXPENSE OF REPAIR OR REPLACEMENT IN CONJUNCTION WITH THE AA. PROSECUTION OF THIS WORK. twortu m010= 9. DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALES SHOWN ON DRAWINGS. 4OF Off' 10. THESE NOTES SHALL BE CONSIDERED A PART OF THE WRITTEN SPECIFICATIONS. 11. ALL ITEMS REMOVED DURING CONSTRUCTION WORK (I.E., DRYWALL, PLYWOOD, CEILING PANELS, ETC.) SHALL BE REPLACED TO MATCH EXISTING 12. THE FOLLOWING REQUIREMENTS SHALL BE MET FOR SPECIAL INSPECTION: A. THE SPECIAL INSPECTOR SHALL BE UNDER THE SUPERVISION OF A REGISTERED PROFESSIONAL ENGINEER. B. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE ARCHITECT/ENGINEER, AND OTHER DESIGNATED PERSONS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION; THEN, IF UNCORRECTED, TO THE PROPER DESIGN AUTHORITY AND THE BUILDING OFFICIAL. I H C. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL REPORT SIGNED BY BOTH HE AND HIS SUPERVISOR STATING WHETHER THE WORK \ Ij REQUIRING SPECIAL INSPECTION WAS IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE 1- 'l -u • WORKMANSHIP PROVISIONS OF THE 2010 OREGON STRUCTURAL SPECIALTY CODE (OSSC). p Z jwog { 0 ,CC v LI-D.• D. COMPLY WITH ALL JURISDICTIONAL SPECIAL INSPECTION REQUIREMENTS M NOT USED 22 x34 SCALE: NTS 1 STANDARD STRUCTURAL STEEL NOTES; , w p z w 1 11'x17' SCALE: NTS 1 ALL METAL WORK SHALL BE IN ACCORDANCE WITH THE SPECIFICATION GALVANIZED ASTM A123-A123M-02 UNLESS NOTED OTHERWISE. M C ICX O f`Z to 2. STRUCTURAL TUBING MEMBERS SHALL CONFORM TO ASTM A500, GRADE A OR A501. i.co I AT SIM COND. ANTENNAS 3. ALL WELDING SHALL BE DONE USING E70XX ELECTRODES AND WELDING SHALL CONFORM TO AISC AND AWS 01.1. WHERE FILLET WELD SIZES I 2 MOUNTED ON EXIST. MOUNTS AT ARE NOT SHOWN, PROVIDE THE MINIMUM SIZE PER TABLE J2.4 IN THE AISC "MANUAL OF STEEL CONSTRUCTION", 9TH EDITION. U j 0 Z EEL CO RUCTION TOP OF MONOPOLE 4. BOLTED CONNECTIONS SHALL USE BEARING TYPE GALV. ASTM A307 BOLTS (5/8" DIA. UNO) AND SHALL HAVE A MINIMUM OF TWO BOLTS U.N.O. n NEW PIPE MOUNT, 5. NON-STRUCTURAL CONNECTIONS FOR HANDRAIL, LADDERS AND STEEL GRATING MAY USE 5/8" DIA. GALVANIZED ASTM A307 \ 2 TYP. - SIZE AS REQ. NEW AWS ANTENNA— BOLTS U.N.O. p o A Lo M o CC FOR EQUIP. NEW ANTENNA PIPE MOUNT, 6. ALL STRUCTURAL PIPE ASTM A53, TYPE E OR S. GRADE B. :do. Dotel By NEW SURGE— TYP. LENGTH AS REQ. FOR \ File no. 13-041 SUPPRESSOR PANEL ANTENNA Dote 10/11/13 W/ MOUNTING NEW RRU PIPE MOUNT BRACKET ATTACHED TO PLATFORM. U Designed by DC EXISTING CABLE _ sue' Drown by Dill SUPPORT, TYP. i NEW ANTENNA Checked by DC MOUNTING Approved by g NEW HYBRID BRACKET, TYP. W. CABLES TO RRU \ TOP & BOTTOM • ABOVE , o-c NEW DIPLEXER I I �� Dote issued for WHERE REQ. I \ I I �� ` Dote issued Permit ' I Building Permit NEW RRU W/ �_ ' MOUNTING Dote issued for " •r_ �� �_ m BRACKET OT TOP Dote issued TYP 3 for Construction: NEW 4" COAX JUMPER �� NEW UNIVERSAL RING • 1O" MIN. RADIUS MOUNT „ NEW JUMPER . r 'in` ON DRIP LOOP 10" MIN. RADIUS POR NEW HYBRID — ON DRIP LOOP CABLE EXISTING COAX PORT TIGARD/99 EXISTING- TIGARD. OR 97223 COAX CABLE EXISTING MONOPOLE --EXISTING PIPE MOUNT I ' —PANEL ANTENNA EXISTING MOUNT —• ; ANTENNA NOTE VERIFY ANTENNA MOUNTING REQ. �ETAILS & W/ TOWER STRUCTURAL STRUCTURAL NOTES ANTENNA CONNECTION 11 x17: N 1 2 GENERAL STRUCTURAL NOTES 11 o17: SCALE: NTS 13 A3r0 •. .• ••• •.• • •• •• • • •• • • .. .. • • Et: • • Eng. Number 57732111 • • • • • • . • • •• M A.Ik 1 Page 1 of 2 AMERICAN TOWER* C O C P O CM T , Ci• • • • • • • • • •• • • •• • • • • • • • • • • • • ••• • • • • ••• StructuNal ev.aluatio i' '• •I• • ATC Site Number& Name 82805,Tigard/99,OR ? Carrier Site Number& Name POR Tigard 99,POR L'#ard99 • • •• •• Site Location 12925 Southwest Paciftc Hig/w . ••• •• • • Portland,OR 97223-50X5,alshira4tot Couni :•• 45.426639 N/-122.779861 W Tower Description 76 ft Monopole Basic Wind Speed 95 mph (3-Second Gust) Basic Wind Speed w/Ice 30 mph (3-Second Gust) w/1 ''/4"ice Code ANSI/TIA-222-G/2009 IBC/2009 Oregon Structural Specialty Code Existing and Reserved Equipment Mount Elev.'(ft) Qty. Antenna Mount Type Lines Carrier 1 GPS 4 ClearComm CCFA-386-1W (2)15/8"Coax 76.0 3 Ericsson RRUS 11 T-Arm (2)7/8"Coax Verizon Wireless 2 CSS XP18 80 (1)1 5/8"Hybriflex (1)1/2"Coax 2 Antel BXA-70063/8CF 18 Kathrein Scala 860 10025 12 Powerwave LGP21401 1 Raycap DC6-48-60-18-8F (18)7/8"Coax 60.0 3 Lucent 9442 RRH 700 MHz T-Arm (2)0.76"8 AWG 6 AT&T Mobility 3 Lucent 9442 RRH AWS (1)3/8"Coax 9 Kathrein Scala 742 264 (1)0.39"Cable 3 Powerwave P65-17-XLH-RR 45.0 1 CSS XP18-80 Low Profile Platform (2)1 5/8"Coax Verizon Wireless (1)7/8"Coax -4 ATC Tower Services,Inc. -3500 Regency Parkway,Suite 100-Cary,NC 27518-919.468.0112 Office-919.466.5414 Fax-www.americantower.com • •. •. •• • . •. .• .'• .joiik.. •• • . • • Eng. Number 57732111 • •. . . • • • •• • • • March 7, 2014 • • . .. Page 2 of 2 AMERICAN TOWERS C O R P O R O A T I t*A • • • • • • • • •. • • •a • Proposed Equipment • •' • ••Elevation'(ft) • • • • ••• • Qty. Antenna Mount Type Lines Carrier Mount t RAD 2 Antel BXA-171063/8CF ••••• ••• • •• •• • • 76.0 76.0 1 Raycap RCMDC-3315-PF-48 _ . ••T-4141, ;.; ..' A)P/8"Coax 2 Antel BXA-80080-8CF-EDIN-2 • • .•• • •• T. 1 Antel BXA-171063/8CF Verizon Wireless 45.0 1 Antel BXA-80080-8CF-EDIN-2 45.0 Low Profile Platform (1)7/8"Coax 1 Antel BXA-70063/8CF 40.0 2 ClearComm CCDP-565-1W 'Mount elevation is defined as height above bottom of steel structure to bottom of mount,RAD elevation is defined as center of antenna above grade level(AGL). Install proposed coax inside pole shaft. The existing and proposed loads listed in the tables above are compared to the tower's current design capacity or previous structural analysis. The tower should be re-evaluated as future loads are added or if actual loads are found different from those listed in the tables. The subject tower and foundation are adequate to support the above stated loads in conformance with specified requirements. 0 PRop 1 GIN :4 `r i0 OREG IN ,y°` 15 ''°G r ■ Mar 720145 :28 PM AT/NDL Alt Tower Services,Inc.-3500 Regency Parkway,Suite 100-Cary,NC 27518-919.468.0112 Office-919.466.5414 Fax-www.americantower.com