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Specifications 13 ctP2M -Aoiff,I •4 Structural Structural Components, LLC Voice: 866 - 386 -7622 �..rr `�+1 1617 Pearl Street, Unit A Fax: 303 - 962 -3577 e , ,,, Corn ponents Boulder, CO 80302 ,.. . _ : ; 5 . n i V , ■ ,A,„,.. Bringing It All Together. 1 August 10, 2011 ' 1 AUG 2 3 2011 EC E Khew Lew AUG 2 3 2 011 CITY OF g 0 p Adapt Engineering, Inc. U 1� !� 1'�lG 1�1 ION Seatt WA 98104 p� �7 IR TP ! , RD � NoFF G NG c.? /? ., . 0 1. kr 63390PE r Re: Structural Analysis Report Structure: 80ft NAPCO Monopole / Site Address: 8530 SW Pfaffle St., Tigard, OR 97223 " OREGON Lat:45.43786, Long:- 122.76484 0, / 7r Site Name: AT &T — Pfaffle e�sRi gP S �` ' Site Number: AT &T — PR72 Adapt Engineering — OR11- 17300 -STR SC Number: 110649 Status: Passes (36% Capacity) Dear Mr. Lew: Per your request, Structural Components, LLC has completed a structural analysis for the above referenced project to verify the tower's compliance to the following design criteria: TIA -222 -G Standard: I Structural Standard for Antenna Supporting Structures and Antennas — — - - -- — - - - - - -- - - - -- --- - - - - -- ----- - - - - -- - - - - -- --------- - - - - -- BuildingCode: ' 2009 International Building Code ^, Design Basic Wind Speed without Ice: 95 mph 3- s econd - gust Design Basic Wind Speed with Ice: 30 mph 3- second gust Ice Thickness: 1 -1/4" radial Serviceability Basic Wind S eed: 60 mph 3- second gusts Exposure Category B Topographic Category 1 1 Structure Class 1 II Please refer to the following structural analysis report, which gives complete details of the tower loading, results, information provided, and necessary assumptions. We trust you find this report satisfactory. Please do not hesitate to contact us if you should have any questions or concerns. Best Regards, Structural Components LLC Alex Michaelis, E.I.T. Basri Basri, S.E. Structural Engineering Dept Washington S.E. # 43789 • • R . Expires: 05/21/2012 1. 14 Structural Analysis Report August 10, 2011 80ft Monopole PR72 Pfeifle (OR11- 17300 -STR), OR 2 1 LOADING CONFIGURATION The following antennas, mounts, transmission lines, and other appurtenances were considered for the structural analysis. Elev. (ft) (1) Appurtenance Line I/O t`I Notes (1) Powerwave P65- 17- XLH -RR Panel (2) 7/8" (1) Kathrein 800 -10766 Panel (1) 3/8" I AT &T 80.0 (1) KMW AM- X- CD- 16- 65 -00T Panel (6) RRH Units Proposed (1) Raycap DC6- 48- 60 -18 -8F Squid (3) Kathrein 739 -684 Panels (24) 7/8" I (6) Kathrein 742 -265 Panels AT &T 80.0 (6) Nokia MHA CS72993 (6) Powerwave LGP21401 TMA's Existing (1) Low Profile Platform Mount w/ Rails 1) Elevations reference centerline of panel, yagi, and dish antennas, and base of whip antennas, in relation to the base of the tower. 2) "I /O" designates whether the lines are placed inside or outside of the pole. Contact Structural Components for further analysis if the lines cannot be placed as indicated. 2 RESULTS The analysis was performed using TSTower v5.1, a structural analysis program developed by RISA Technologies, LLC specifically for the communication tower industry. 2.1 TOWER MEMBER STRESS LEVELS The tower has the following stress ratios in its structural members. Elev. (ft) Member Stress Ratio 0 — 80 Monopole Shaft 0.36 0 Anchor Rods 0.34 0 Base Plate 0.24 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. Reactions are factored loads. Original Current Current Current Design No Ice Iced Seismic Reaction Type Reactions Reactions Reactions Reactions Foundation Status Moment (ft -kips) 1701.2 594.3 46.2 215.3 Shear (kips) 26.7 10.4 0.9 3.3 Passes Axial (kips) 15.9 13.1 21.7 13.2 * Original reactions listed were designed per TIA/EIA -222 -E and have been increased by a factor of 1.35 for direct comparison to the current reactions. Based on the current analysis showing the un- reinforced tower having a rating of 36% of maximum loading stresses, and the current analysis reactions being less than the original design reactions the towers foundations are considered adequate. The foundation was also checked for the iced axial load and was found to be adequately sized. ly. Structural Components, LLC phone: 866 - 386 -7622 1617 Pearl Street, Unit A fax: 303 - 962 -3577 Boulder, CO 80302 www.StructuralComponents.net Structural Analysis Report August 10, 2011 80ft Monopole PR72 Pfaffle (OR1 1- 1 7300 -STR), OR 3 2.3 TOWER DEFLECTION The deflections are listed below for critical tower elevations using the serviceability wind speed listed. Elev. Displacement Sway Twist (ft) (in) (deg) (deg) 80.0 4.00 0.41 0.00 3 PROVIDED INFORMATION AND ASSUMPTIONS Information about the tower was provided by Adapt Engineering. Structural Components, LLC did not visit the site. Data Document Author Date File Tower Original Tower Design NAPCO 11/26/1996 95 -351 Structural Analysis Report Peterson Strehle Martinson Inc. 06/13/2005 05316 Existing and Email Adapt Engineering 08/02/2011 - -- Proposed Loads RFDS AT &T - -- PR72 Foundation Original Tower Design NAPCO 11/26/1996 95 -351 Soils Geotechnical Report Redmond & Associates 11/07/1996 110.072.G The following assumptions were made in order to complete the analysis. These assumptions must be checked. If they do not accurately represent the existing or proposed tower, foundation, soil, and loading conditions, we must be notified so that we can make the appropriate changes to our analysis, conclusions, and recommendations. 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 could reduce the carrying capacity of the tower. 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. 5. The foundation was properly designed and constructed for the original design reactions. 4 CONCLUSIONS To the best of our knowledge and belief the tower and foundations satisfy the requirements of the applicable codes and standards having jurisdiction over the work for the loadings and conditions as outlined in this report. Structural modifications are not required at this time. Structural Components, LLC phone • 866 - 386 -7622 1617 Pearl Street, Unit A fax. 303 - 962 -3577 Boulder, CO 80302 www.StructuralComponents.net Structural Analysis Report August 10, 2011 80ft Monopole PR72 Pfaffle (OR11- 17300 -STR), OR A APPENDIX A Tower Profile and Calculations Structural Components, LLC phone. 866 - 386 -7622 1617 Pearl Street, Unit A fax: 303 - 962 -3577 Boulder, CO 80302 www.StructuralComponents.net e DESIGN SPECIFICATION: ANSI /TIA- 222 —G -2005 Add.2 BASIC WIND SPEED (No Ice): 95 mph BASIC WIND SPEED (With Ice): 30 mph DESIGN ICE THICKI ESS: 1.25 inch EXPOSURE CATEGORY: B STRUCTURE CLASS: II ANTENNA LOADING CHART TOPOGRAPHIC CATEGORY: 1 POS DESCRIPTION QTY EL (ft) Tx LINE QTY AZIMUTH COMMENTS STATUS w IMPORTANCE FACTOR: 1.00 1 (3) Kathrein 739 -684 1 80.00 0 (Ka =0.8) AT &... EL = 60.00' 0 © ©O ©OOO„M'threln 742 -265 1 80 00 0 (Ka =0.8) AT &... 3 .) okla MHA CS72993 1 80.00 0 AT &T Existing 4 (6) LGP21401 TMA 1 80.00 0 AT &T Existing 5 A 1 80.00 0 (Ka =0.8) AT &... 6 Kathrein 800 -10766 1 80.00 0 (Ka =0.8) AT &... 7 KMW AM- X- CD- 16- 65 -OOT 1 80.00 0 (Ka =0.8) AT &... 8 (6) RRH Units 1 60.00 0 (Ka =0.8) AT &... 9 B 1 80.00 0 (Ka =0.8) AT &... 10 Low Prof Plat w/ rails 1 80.00 0 Existing STATUS: E- EXISTING, F- FUTURE, P- PROPOSED ANTENNA LEGEND in o n u m A Powerwave P65- 17- XLH -RR M o CV N o • o • ro (1) DC6- 48- 60 -18 -8F Squid N O Base Plate 2.250 in Grade A572 .r.50 O 49.000 in 8 bolts 2 1 4 In Grade A615 Gr.75 EL = 40.25' O \ 1) .. O\ - O - rn u0 w O N 0 N ,- N 0 a M N O N N L 27.00 In j 36.21 In 43.00 in 49.00 in 55.000 in EL. = 20.00' IN- OS :2 `+ ,, I, n n p N N w MAXIMUM BASE REACTIONS (FACTORED AS PER ANSI/T1A- 222 -G -2005) - 7; DOWNLOAD (kips): 21.7 - w . ' SHEAR (kips): 10.3 o: i 5 o MOMENT (kip -ft): 594.3 PROJECT TITLE o a W E,, F Structural Analysis 1 1 o o m a, N o N C NO. 110649 RED. F l ° - ,2200 F CUSTOMER Adapt Pfaffe OR11- 17300 -STR DATE ENGINEER 10/08/2011 Alex Michaelis \\Swart \ots2 \Adapt r - s ll- 17300- SmV10040 - RFD OE Po SA mvWiawo \xd=\xaeuo Pots, so oe002o1l.a.r C. TowerSoft Tower - v 5.1.0 Monopole Analysis Program Licensed to: Structural Components, LLC, 1617 Pearl Street, Unit A (c) 1997 -2010 TowerSoft, Mississauga, Ontario. Project: Structural Analysis v' Site: Pfaffle OR11- 173 00 -STR Contract: 110649 Engineer: Alex Michaelis BASE PLATE DETAILS I 1 Rods spacing ilia. = 43.000 Maximum Base Reactions 1 Axial Load(Kips) = 13.10 Shear Load(Kips) = 10.34 :: Bending Moment (Kipsft) = 594.30 Torque(Kipsft) = 0.00 Anchor Rod Data No of rods = 8 Grade = A615 Gr.75 _ _ ,� _.__1__.._. _ ,: _ _ Size = 2 1/4 in " „ Lar * (in) = 3.000 Shear Load(Kips) = 1.29 • • Axial Load(Kips) = 84.56 I Shear Cap. (Kips) = 134.18 Axial Cap. (Kips) = 243.56 Assessment Ratio = 0.34 1\ lir Plate Data , Inside dial. = 27.001 Thickness(in) = 2.250 I t Grade = A572 gr.50 I Pole dial = 36.210 I Max. Stress(ksi) = 10.7 Allow. Stress(ksi) = 45.0 1 Outside dia. = 49.000 Assessment Ratio = 0.2 Plate Bottom above Concrete * Ler = Length from top of concrete to bottom of anchor rod leveling nut. r. c- TSTower - v 5.1.0 Tower Analysis Program Licensed to: Structural Components, LLC (c) 1997 -2010 TowerSoft www.TSTower.com 1617 Pearl Street, Unit A File: \ \Serverl \ots2 \Adapt Engineering \Pfaffle - OR11- 17300 -STR \110649 - RFQ QTE PO SA INV \Analysi Contract: 110649 Revision: 1 Project: Structural Analysis Site: Pfaffle OR11- 17300 -STR Date and Time: 8/10/2011 1:43:32 PM Engineer: Alex Michaelis Section A: PROJECT DATA Project Title: Structural Analysis Customer Name. Adapt Engineering Site: Pfaffle OR11- 17300 -STR Contract No.: 110649 Revision: 1 Engineer: Alex Michaelis Date: Aug 10 2011 Time: 01:43:13 PM Project Notes: Full Structural Analysis including Seismic. Design Standard: ANSI /TIA- 222 -G -2005 Addendum 2 GENERAL DESIGN CONDITIONS Start wind direction: 0.00 (Deg) End wind direction. 330.00 (Deg) Increment wind direction: 30.00 (Deg) Elevation above ground: 0.00(ft) Gust Response Factor Gh: 1.10 Structure class: II Exposure category: B Topographic category: 1 Material Density: 490.1(lbs /ft"3) Young's Modulus: 29000 0(ksi) Poisson Ratio: 0.30 Weight Multiplier: 1.00 WIND ONLY CONDITIONS: Basic Wind Speed (No Ice): 95.00(mph) Directionality Factor Kd: 0.95 Importance Factor I: 1.00 Wind Load Factor: 1.60 Dead Load Factor. 1.20 WIND AND ICE CONDITIONS: Basic Wind Speed (With Ice): 30.00(mph) Directionality Factor Kd: 0.95 Wind Load Importance Factor Iw: 1.00 Ice Thickness Importance Factor Ii: 1.00 Ice Thickness: 1.25(in) Ice Density: 56.19(lbs /ft "3) Wind Load Factor: 1.00 Dead Load Factor: 1.20 Ice Load Factor: 1.00 WIND ONLY SERVICEABILITY CONDITIONS: Serviceability Wind Speed: 60.00(mph) Directionality Factor Kd: 0.85 Importance Factor I: 1.00 Wind Load Factor: 1.00 Dead Load Factor: 1.00 EARTHQUAKE CONDITIONS: Site class definition: D Spectral response acceleration Ss: 1.220 Spectral response acceleration S1: 0.400 Acceleration -based site coefficient Fa: 1.012 Velocity -based site coefficient Fv: 1.600 Design spectral response acceleration Sds: 0.823 Design spectral response acceleration Sdl: 0.427 Seismic analysis method: 2 Page A 1 {r TSTower - v 5.1.0 Tower Analysis Program Licensed to: Structural Components, '.. LLC (c) 1997 -2010 TowerSoft www.TSTower.com 1617 Pearl Street, Unit A File: \ \Serverl \ots2 \Adapt Engineering \Pfaffle - OR11- 17300 -STR \110649 - RFQ QTE PO SA INV \Analysi Contract: 110649 Revision: 1 Project: Structural Analysis Site: Pfaffle OR11- 17300 -STR Date and Time: 8/10/2011 1:43:32 PM Engineer: Alex Michaelis _ Fundamental frequency of structure fl: 0.795 Analysis performed using: TowerSoft Finite Element Analysis Program r Page A 2 • TSTower - v 5.1.0 Tower Analysis Program Licensed to: Structural Components, LLC (c) 1997 -2010 TowerSoft www.TSTower.com 1617 Pearl Street, Unit A File: \ \Serverl \ots2 \Adapt Engineering \Pfaffle - OR11- 17300 -STR \110649 - RFQ QTE PO SA INV \Analysi Contract: 110649 Revision: 1 Project: Structural Analysis Site: Pfeifle OR11- 17300 -STR . Date and Time: 8/10/2011 1:43:32 PM Engineer: Alex Michaelis Section B: STRUCTURE GEOMETRY • Total Height Bottom Diameter Top Diameter (ft) (in) (in) 80.00 36.21 20.00 Sect. Length Overlap Bot Dia. Top Dia. Thick. Sides Joint Type Yield Mass Calculated No Stress Taper (ft) (ft) (in) (in) (in) (ksi) (lbs) (in /ft) 1 24.58 4.58 36.21 30.88 0.3125 12 -sided Flange 65.0 2793.7 0.21669 2 24.33 4.08 32.50 27.23 0.3125 12 -sided Telescopic 65.0 2459.0 0.21669 3 39.75 0 00 28.61 20.00 0.2500 12 -sided Telescopic 65.0 2616.0 0.21669 Total Mass: 7868.7 a. Page B 1 TSTower - v 5.1.0 Tower Analysis Program Licensed to: Structural Components, 0. LLC (c) 1997 -2010 TowerSoft www.TSTower.com 1617 Pearl Street, Unit A File: \ \Serverl \ots2 \Adapt Engineering \Pfaffle - OR11- 17300 -STR \110649 - RFQ QTE PO SA INV \Analysi Contract: 110649 Revision: 1 Project: Structural Analysis Site: Pfaffle OR11- 17300 -STR Date and Time: 8/10/2011 1:43:32 PM Engineer: Alex Michaelis Section D: TRANSMISSION LINE DATA Transmission Lines Position No. Sot El Top El Desc. Radius Az. Orient. No Shielded Shielded Antenna (ft) (ft) (ft) Lines 1 5.00 80.00 LDF5P -50A 0.00 0.00 0.00 20 Yes 20 2 5.00 80.00 LDF5P -50A 0.00 0.00 0.00 4 Yes 4 3 5.00 80.00 LDF5P -50A 0.00 0.00 0.00 2 Yes 2 4 5.00 80.00 LDF2 -50 0.00 0.00 0.00 1 Yes 1 Transmission Lines Details No. Desc. Width Depth Unit Mass (in) (in) (lb /ft) 1 LDF5P -50A 1.10 1.10 0.33 2 LDF5P -50A 1.10 1.10 0.33 3 LDF5P -50A 1.10 1.10 0.33 4 LDF2 -50 0.43 0.43 0.08 Utilization of the cross - section for TX Lines: 7.08% Page D 1 TSTower - v 5.1.0 Tower Analysis Program Licensed to: Structural Components, LLC (c) 1997 -2010 TowerSoft www.TSTower.com 1617 Pearl Street, Unit A File: \ \Serverl \ots2 \Adapt Engineering \Pfaffle - OR11- 17300 -STR \110649 - RFQ QTE PO SA INV \Analysi Contract: 110649 Revision: 1 Project: Structural Analysis Site: Pfaffle OR11- 17300 -STR . Date and Time: 8/10/2011 1:43:32 PM Engineer: Alex Michaelis Section F: POINT LOAD DATA • Structure Azimuth from North:0.00 POINT LOADS No. Description Elev. Radius Azim. Orient. Vertical Tx Line Comments Offset (ft) (ft) (Deg) (Deg) (ft) 1 (3) Kathrein 739 -684 80.00 0.00 0 0 0.0 0.00 (Ka =0.8) AT &T Existing 2 (6) Kathrein 742 -265 80.00 0.00 0.0 0.0 0.00 (Ka =0.8) AT &T Existing 3 (6) Nokia MHA CS72993 80.00 0.00 0.0 0.0 0.00 AT &T Existing 4 (6) LGP21401 TMA 80.00 0.00 0.0 0.0 0.00 AT &T Existing 5 Powerwave P65- 17- XLH -RR 80.00 0.00 0.0 0.0 0.00 (Ka =0.8) AT &T Proposed 6 Kathrein 800 -10766 80.00 0.00 0.0 0.0 0 00 (Ka =0.8) AT &T Proposed 7 KMW AM- X- CD- 16- 65 -00T 80.00 0.00 0.0 0.0 0.00 (Ka =0.8) AT &T Proposed 8 (6) RRH Units 80 00 0.00 0.0 0.0 0.00 (Ka =0.8) AT &T Proposed 9 (1) DC6- 48- 60 -18 -8F Squid 80.00 0.00 0.0 0.0 0.00 (Ka =0.8) AT &T Proposed 10 Low Prof Plat w/ rails 80.00 0.00 0.0 0.0 0.00 Existing POINT LOADS WIND AREAS AND WEIGHTS No. Description Frontal Lateral Frontal Lateral Weight Weight Gh Bare Area Bare Area Iced Area Iced Area Bare Iced (ft ^ 2) (ft'2) (ft'2) (ft'2) (Kips) (Kips) 1 (3) Kathrein 739 -684 12.26 12.26 12.25 12.25 0.03 0.06 1.10 2 (6) Kathrein 742 -265 36.53 36.53 38.93 38.93 0.05 0.10 1.10 3 (6) Nokia MHA CS72993 4.20 4.20 5.40 5.40 0.09 0.12 1.10 4 (6) LGP21401 TMA 5.70 5.70 6.54 6.54 0.10 0.14 1.10 - 5 Powerwave P65 -17- XLH -RR 9.18 9.18 9.66 9.66 0.07 0.13 1.10 6 Kathrein 800 -10766 9.05 9.05 9.54 9.54 0.06 0 12 1.10 7 KMW AM- X- CD- 16- 65 -00T 6.61 6.61 7.05 7.05 0.05 0.10 1.10 8 (6) RRH Units 12.00 12.00 13.68 13.68 0.30 0.45 1.10 . 9 (1) DC6- 48- 60 -18 -8F Squid 2.20 2.20 2.92 2.92 0.03 0.05 1.10 10 Low Prof Plat w/ rails 30.00 30.00 35.00 35.00 1 60 2.00 1.10 Page F 1 TSTower - v 5.1.0 Tower Analysis Program Licensed to: Structural Components, '.. LLC (c) 1997 -2010 TowerSoft www.TSTower.com 1617 Pearl Street, Unit A File: \ \Serverl \ots2 \Adapt Engineering \Pfaffle - OR11- 17300 -STR \110649 - RFQ QTE PO SA INV \Analysi Contract: 110649 Revision: 1 Project: Structural Analysis Site: Pfeifle OR11- 17300 -STR Date and Time: 8/10/2011 1:43:32 PM Engineer: Alex Michaelis Section K: POLE OUTPUT LOAD DATA Load Combination Wind Only Wind Direction Maximum Elev. Axial Ld. Shear Ld. Torque Bend Mom. (ft) (kips) (kips) (kipsft) (kipsft) 80.00 2.98 4.89 0.00 0.02 72.87 2.98 4.89 0.00 34.76 72.87 3.54 5.36 0.00 34.81 65.73 3.54 5.36 0.00 72.92 65.73 4.15 5.85 0.00 72.96 58.60 4.15 5.85 0.00 114.74 58.60 4.80 6.35 0.00 114.77 51.47 4.80 6.35 0.00 159.92 51.47 5.49 6.86 0.00 159.95 44.33 5.49 6.86 0.00 208.93 44.33 6.06 7.26 0.00 208.95 40.25 6 06 7.26 0.00 238.44 40.25 6.70 7.52 0.00 238.45 37.12 6.70 7.52 0.00 262.10 37.12 7.35 7.75 0.00 262.11 33.98 7.35 7.75 0.00 286.21 33.98 7.76 7.97 0.00 286.22 30.85 7.76 7.97 0.00 311.27 30.85 8.18 8.18 0.00 311.28 27.72 8.18 8.18 0.00 336.75 27.72 8.62 8.40 0.00 336 75 24.58 8.62 8.40 0.00 363.18 24.58 9.17 8.68 0.00 363.19 20.00 9.17 8.68 0.00 402.72 20.00 10.04 8.96 0.00 402.72 16.67 10.04 8.96 0.00 432.69 16.67 10.83 9.21 0.00 432.69 13.33 10.83 9.21 0.00 463.47 13.33 11.33 9.45 0.00 463.47 10.00 11.33 9.45 0.00 494.77 10.00 11.84 9.70 0.00 494.77 6.67 11.84 9.70 0.00 527.20 6.67 12.35 9.95 0.00 527 20 3.33 12.35 9.95 0.00 560.16 3.33 12.86 10.20 0.00 560.16 0.00 12.86 10.20 0.00 594.30 Base 13.10 10.34 0.00 594.30 Load Combination Wind and Ice Wind Direction Maximum Elev. Axial Ld. Shear Ld. Torque Bend Mom. (ft) (kips) (kips) (kipsft) (kipsft) 80.00 4.31 0.35 0.00 0.02 72.87 4.31 0.35 0.00 2.48 72.87 5.48 0.39 0.00 2.52 65.73 5.48 0.39 0 00 5.29 65.73 6.71 0.44 0.00 5.33 58.60 6.71 0.44 0.00 8.44 58.60 8.01 0.48 0.00 8.47 51.47 8.01 0 48 0.00 11.90 51.47 9.37 0.53 0.00 11.93 44.33 9.37 0.53 0.00 15.69 44.33 10.47 0.56 0.00 15.71 40.25 10 47 0.56 0.00 18.00 40.25 11.48 0.59 0.00 18.01 Page K 1 • TSTower - v 5.1.0 Tower Analysis Program Licensed to: Structural Components, LLC (c) 1997 -2010 TowerSoft www.TSTower.com 1617 Pearl Street, Unit A File: \ \Serverl \ots2 \Adapt Engineering \Pfaffle - OR11- 17300 -STR \110649 - RFQ QTE PO SA INV \Analysi Contract: 110649 Revision: 1 Project: Structural Analysis Site: Pfaffle OR11- 17300 -STR . Date and Time: 8/10/2011 1:43:32 PM Engineer: Alex Michaelis 37.12 11.48 0.59 0.00 19.85 . 37.12 12.43 0.61 0.00 19.86 33.98 12.43 0.61 0.00 21.75 33.98 13.15 0.63 0.00 21.75 30.85 13.15 0.63 0.00 23.72 30.85 13.89 0.64 0.00 23.72 27.72 13.89 0.64 0.00 25.73 27.72 14.64 0.66 0.00 25.73 24.58 14.64 0.66 0.00 27.81 24.58 15.58 0.69 0.00 27.82 20.00 15.58 0.69 0.00 30.94 20.00 16.85 0.71 0.00 30.95 16.67 16.85 0.71 0.00 33.32 16.67 17.97 0.73 0.00 33.32 13.33 17.97 0.73 0.00 35.76 13.33 18.80 0.75 0.00 35.76 10.00 18.80 0.75 0.00 38.25 10.00 19.64 0.77 0.00 38.25 6.67 19.64 0.77 0.00 40.82 6.67 20.46 0.79 0.00 40 82 3.33 20.46 0.79 0.00 43.44 3.33 21.26 0.81 0.00 43.44 0.00 21.26 0.81 0.00 46.15 Base 21.66 0.82 0.00 46.15 Load Combination Earthquake Wind Direction Maximum Elev. Axial Ld. Shear Ld. Torque Bend Mom (ft) (kips) (kips) (kipsft) (kipsft) 80.00 3.12 1.20 0.00 0.02 72.87 3.12 1.20 0.00 8.57 72.87 3.68 2.47 0.00 8.61 65.73 3.68 2.47 0.00 26.18 65.73 4.29 2.61 0.00 26.22 - 58.60 4.29 2.61 0.00 44.83 58.60 4.93 2.65 0.00 44.88 51.47 4.93 2.65 0.00 63.73 51.47 5.62 2.67 0.00 63.77 _ 44.33 5.62 2.67 0.00 82.86 44.33 6.18 2.70 0.00 82.90 40.25 6.18 2.70 0.00 93.86 40.25 6.82 2.75 0.00 93.88 37 12 6.82 2.75 0 00 102.53 37.12 7.46 2.81 0.00 102.55 33.98 7.46 2.81 0.00 111.29 33.98 7.87 2.85 0.00 111.31 30.85 7.87 2.85 0.00 120.26 30.85 8.28 2.89 0.00 120.28 27.72 8.28 2.89 0.00 129.27 27.72 8.71 2.93 0.00 129.29 24.58 8.71 2.93 0.00 138.51 24.58 9.25 2.98 0.00 138.53 20.00 9.25 2.98 0.00 152.09 20.00 10.11 3.05 0.00 152.12 16.67 10.11 3.05 0.00 162.32 16.67 10.89 3 12 0.00 162.34 13.33 10.89 3.12 0.00 172.76 13 33 11.38 3.15 0.00 172.78 10.00 11.38 3.15 0.00 183.20 10.00 11.87 3.18 0.00 183.22 Page K 2 TSTower - v 5.1.0 Tower Analysis Program Licensed to: Structural Components, LLC (c) 1997 -2010 TowerSoft www.TSTower.com 1617 Pearl Street, Unit A File: \ \Serverl \ots2 \Adapt Engineering \Pfaffle - OR11- 17300 -STR \110649 - RFQ QTE PO SA INV \Analysi Contract: 110649 Revision: 1 Project: Structural Analysis Site: Pfaffle OR11- 17300 -STR Date and Time: 8/10 /2011 1:43:32 PM Engineer: Alex Michaelis 6.67 11.87 3.18 0.00 193.85 6.67 12.37 3.20 0.00 193.87 3.33 12.37 3.20 0.00 204.47 3.33 12.86 3.21 0.00 204.48 0.00 12.86 3.21 0 00 215.23 Base 13.11 3.22 0.00 215.23 Page K 3 TSTower - v 5.1.0 Tower Analysis Program Licensed to: Structural Components, LLC (c) 1997 -2010 TowerSoft www.TSTower.com 1617 Pearl Street, Unit A File: \ \Serverl \ots2 \Adapt Engineering \Pfaffle - OR11- 17300 -STR \110649 - RFQ QTE PO SA INV \Analysi Contract: 110649 Revision: 1 Project: Structural Analysis Site: Pfaffle OR11- 17300 -STR Date and Time: 8/10/2011 1:43:32 PM Engineer: Alex Michaelis Section L: STRENGTH ASSESSMENT DATA Load Combination Max Envelope Wind Direction Maximum Elev. Axial Ld. Axial Cap Moment Mom. Cap Assess. (ft) (kips) (kips) (kipsft) (kipsft) 80.00 4.31 1170.22 0.02 470.34 0.013 72.87 4.31 1258.88 34.76 546.06 0.076 72.87 5.48 1258.88 34.81 546.06 0.077 65.73 5.48 1320.40 72.92 614.79 0.131 65.73 6.71 1320.40 72.96 614.79 0.133 58.60 6.71 1377.87 114.74 685.43 0.181 58.60 8.01 1377.87 114.77 685.43 0.182 51.47 8.01 1431.31 159.92 757.58 0.225 51.47 9.37 1431.31 159.95 757.58 0.226 44.33 9.37 1480.70 208.93 830.88 0.266 44.33 10.47 1480.70 208.95 830.88 0.267 40.25 11.48 2026.52 238.45 1148.11 0.220 37.12 11.48 2059.66 262.10 1195.69 0.231 37.12 12.43 2059.66 262.11 1195.69 0.232 33.98 12.43 2092.02 286.21 1243.74 0.243 33.98 13.15 2092.02 286.22 1243.74 0.243 30.85 13.15 2123.60 311.27 1292.21 0.254 30.85 13.89 2123.60 311.28 1292.21 0.254 27.72 13.89 2154.39 336.75 1341.09 0.264 27.72 14.64 2154.39 336.75 1341.09 0.264 24.58 14.64 2184.41 363.18 1390.33 0.274 24.58 15.58 2184.41 363.19 1390.33 0.275 20.00 16.85 2200.37 402.72 1417.17 0.298 16.67 16.85 2231.00 432.69 1470.09 0.308 16.67 17.97 2231.00 432.69 1470.09 0.309 13.33 17.97 2260.74 463 47 1523.33 0.319 13.33 18.80 2260.74 463.47 1523.33 0.319 10.00 18.80 2289.61 494.77 1576.86 0,328 10.00 19.64 2289.61 494.77 1576.86 0.329 - 6.67 19 64 2317.59 527.20 1630.61 0.338 6.67 20.46 2317.59 527.20 1630.61 0.338 3.33 20.46 2344.69 560.16 1684.57 0.347 3.33 21.26 2344.69 560.16 1684.57 0.348 0 00 21.26 2370.91 594.30 1738.69 0.357 Page L 1 TSTower - v 5.1.0 Tower Analysis Program Licensed to: Structural Components, LLC (c) 1997 -2010 TowerSoft www.TSTower.com 1617 Pearl Street, Unit A File: \ \Serverl \ots2 \Adapt Engineering \Pfaffle - OR11- 17300 -STR \110649 - RFQ QTE PO SA INV \Analysi Contract: 110649 Revision: 1 . Project: Structural Analysis Site: Pfaffle OR11- 17300 -STR Date and Time: 8/10/2011 1:43:32 PM Engineer: Alex Michaelis . Section M: SECTION PROPERTIES DATA Elev. Diem. Width Thick. Wit Area S (ft) (in) (in) (in) (in''2) (in''3) 80.0 20.0 4.9 0.250 19.4 15.9 76.57 72.9 21.5 5.3 0.250 21.1 17.1 89.11 72.9 21.5 5.3 0.250 21.1 17.1 89.11 65.7 23.1 5.7 0.250 22.7 18.4 102.59 65.7 23.1 5.7 0.250 22.7 18.4 102.59 58.6 24.6 6.1 0.250 24.4 19.6 117.02 58.6 24.6 6.1 0.250 24.4 19.6 117.02 51.5 26.2 6.5 0.250 26.1 20.8 132.40 51.5 26.2 6.5 0.250 26.1 20.8 132.40 44.3 27.7 6.9 0.250 27.7 22.1 148.74 44.3 27.7 6.9 0.250 27.7 22.1 148.74 40.2 28.6 7.2 0.250 28.7 22.8 158.51 40.2 28.1 6.9 0.313 22.1 27.9 189.91 37.1 28.8 7.1 0.313 22.7 28.6 199.35 37.1 28.8 7.1 0.313 22.7 28.6 199.35 34.0 29.5 7.3 0.313 23.3 29.3 209.02 34.0 29.5 7.3 0.313 23.3 29.3 209.02 30.8 30.2 7.5 0.313 23.9 30.0 218.92 30.8 30.2 7.5 0.313 23.9 30 0 218.92 27.7 30.8 7.6 0.313 24.4 30.7 229.05 27.7 30.8 7.6 0.313 24.4 30.7 229.05 24.6 31.5 7.8 0.313 25.0 31.3 239.41 24.6 31.5 7.8 0.313 25.0 31.3 239.41 20.0 32.5 8.1 0.313 25.9 32.3 254.97 20.0 31.9 7.9 0.313 25.3 31.7 245.12 16.7 32.6 8.1 0.313 26.0 32.4 256.52 16.7 32.6 8.1 0.313 26.0 32.4 256.52 13.3 33.3 8 3 0.313 26.6 33.2 268.18 13.3 33.3 8.3 0.313 26.6 33.2 268.18 10.0 34.0 8.5 0.313 27.2 33.9 280.10 ,- 10.0 34.0 8.5 0.313 27.2 33.9 280.10 6.7 34.8 8.7 0.313 27.8 34.6 292.28 6.7 34.8 8.7 0.313 27.8 34.6 292.28 3.3 35.5 8.9 0.313 28.4 35.3 304.72 3.3 35.5 8.9 0.313 28.4 35.3 304.72 0.0 36.2 9.1 0.313 29.0 36.1 317.42 Note: w/t values marked with * (asterisk) indicate width to thickness exceeding maximum allowable values by standards. Page M 1 TSTower - v 5.1.0 Tower Analysis Program Licensed to: Structural Components, LLC (c) 1997 -2010 TowerSoft www.TSTower.com 1617 Pearl Street, Unit A File: \ \Serverl \ots2 \Adapt Engineering \Pfaffle - OR11- 17300 -STR \110649 - RFQ QTE PO SA INV \Analysi Contract: 110649 Revision: 1 Project: Structural Analysis Site: Pfaffle OR11- 17300 -STR - Date and Time: 8/10/2011 1:43:32 PM Engineer: Alex Michaelis DESIGN SPECIFICATION Design Standard: ANSIfTIA- 222 -G -2005 Add.2 Basic Wind Speed (No Ice) = 95.0 (mph) Basic Wind Speed (With Ice) = 30 0 (mph) Design Ice Thickness = 1.25 (in) I Structure Class = II Exposure Category = B I Topographic Category = 1 Set. Length Overlap Top Dia.Bot Dia. Thick. (ft) (ft) (in) (in) (in) 1 24.58 4.58 30.88 36.21 0.3125 I 2 24.33 4.08 27.23 32 50 0.3125 3 39.75 0.00 20.00 28 61 0.2500 80.00 - i - MAXIMUM BASE REACTIONS Download (Kips) 21.7 Shear (Kips) 10.3 Moment (Kipsft) 594.3 Appendix 1 TSTower - v 5.1.0 Tower Analysis Program Licensed to: Structural Components, LLC (c) 1997 -2010 TowerSoft www.TSTower.com 1617 Pearl Street, Unit A File: \ \Serverl \ots2 \Adapt Engineering \Pfaffle - OR11- 17300 -STR \110649 - RFQ QTE PO SA INV \Analysi Contract: 110649 Revision: 1 Project: Structural Analysis Site: Pfaffle OR11- 17300 -STR Date and Time: 8/10/2011 1:43:32 PM Engineer: Alex Michaelis Horizontal Displacement Diagram Wind Only - Serviceability- Max. Envelope Elevation (ft) 80.0 1 r i 40.2 — • • 20.0 — 0.0 Displacement (in) 2 4 Appendix 2 TSTower - v 5.1.0 Tower Analysis Program Licensed to: Structural Components, LLC (c) 1997 -2010 TowerSoft www.TSTower.com 1617 Pearl Street, Unit A File: \ \Serverl \ots2 \Adapt Engineering \Pfaffle - OR11- 17300 -STR \110649 - RFQ QTE PO SA INV \Analysi Contract: 110649 Revision: 1 Project: Structural Analysis Site: Pfaffle OR11- 17300 -STR - Date and Time: 8/10/2011 1:43:32 PM Engineer: Alex Michaelis Bending Moment Diagram Max. Envelope (All Loading Cases) Elevation (ft) 80.0 40.2 \ _ 20.0 0.0 Moment (Kipsft) 272 544 816 1088 1360 1632 1904 — Moment — Capacity Appendix 3 Structural Analysis Report August 10, 2011 80ft Monopole PR72 Pfafle (OR11- 17300 -STR), OR B APPENDIX B Data Provided for Analysis Structural Components, LLC phone: 866 - 386 -7622 1617 Pearl Street, Unit A fax: 303 - 962 -3577 Boulder, CO 80302 www.StructuralComponents.net Alex Michaelis From: Ryan Guerrero [ ruerrero @structuralcomponents.net] • Sent: Wednesday, August 03, 2011 8:16 AM To: 'Kym Mercier'; 'Alex Michaelis' Subject: FW: At &t LTE project PR72 Pfaffle Follow Up Flag: Follow up Flag Status: Completed Hi Kym- Please include this email with the client info for Adapt - Pfaffle. Thanks! Ryan From: Khew Lew [mailto:KhewVL @adaptengr.com] Sent: Tuesday, August 02, 2011 6:34 PM To: Ryan Guerrero Subject: RE: At &t LTE project PR72 Pfaffle (6) Nokia MHA CS72993 - - -- instead of 2 From: Khew Lew Sent: Tuesday, August 02, 2011 5:15 PM To: 'Ryan Guerrero' Subject: At &t LTE project PR72 Pfaffle Ryan: This is another At &t LTE project. At &t is the only carrier on this pole. This is an 80' steel monopole. The original pole engineering, foundation and soil report is included in the previous structural attached. Currently, the existing appurtenances on the tower are as follows: - - -- Existing (6) Kathrein 739684 (3 of them will be removed and swapped with 3 LTE antennas) - - -- Existing (6) Kathrein 742 -265 - - -- Existing (24) 7/8" coax, (6) Nokia MHA CS72993 and (6) TMA LGP21401 At &t is proposing to swap (3) existing Kathrein 739684 with (3) new LTE antennas. The At &t proposed RFDS for this project is attached - - -- please use the planned RF configuration. - - -- Propose new LTE antennas are (1) Powerwave P65- 17- XLH -RR, (1) Kathrein 800 10766 and (1) KMW AM- X- CD- 16- 65- 00T -RET - - -- with (6) RRH, (1) Squid, (2) 7/8' power cable and (1) 3/8" fiber cable. Adapt's job # is OR11- 17300 -STR. Please proceed immediately. Please get this done as quickly as possible. Thanks. KV J )...\,.._ ‘ '•-•• ./ :7 5 ' ____ _ _ _ -a6.7 '''‘ 1 - _ - _ ,-,' -•. _ ,-,----.,---) ..___ .„; - 7•'; ' 17 '''' . - 7 7--- : 2 _ _ -1 . ' _I 1 - P ' t r- '' - ;•"" :7-)"-IP.19,---z3-1. 41____Ani:4 LP, 1 ___Frow., _.-777:7 " i 1fiii 2. P Oita _ Ill I _PC1610L_ 114' .7etit 13). ..' I • . , .,.?_.\' ' ,.14 3 t1314 -r :; 1 1 • 1 1 1 1 1 2 1 1 F 2 2 1 2 1 1 2 , 1 ' I 1 •- Kathreln Kathreln Kathreln Kathrein Kathreln Kathreln Kathreln Kathrein r Kathreln Kathrein 739684 742265 742265 739684 739684 742265 7422 739684 f 739684 742265 80 80 SO 80 80 80 SO 350 350 350 350 120 120 120 120 /, 255 255 0 0 0 0 0 0 0 0 0 0 dc) No No No No No No No No No No Old'.1.61' .1=2 _ _ .1..0,6106,_ ..t _ r - .:;Ualt19, _ _ _:_iolcircal _ ' ', ____oict __ ::__ teri. : v:', -- 1/8/119L_ _!,Ilie.F6L. L'__ g. . Old111,_IL I': . .,,,_ :.13816 1 6 6 1 1 6 6 1 I 1 6 _ And Andrew Andrew/Commscope Andrew . Andrew Andrew rew/Commsope c Andrew Andrew Andrew Andrew/Commsci 1/2" 1/2" 112° 1/2 112° 1/2° 1/2" 1/2° 112" 112" 5 6,6,6,6,6,6 6,6,7,7,7,7 5 5 6,6,6,6,6,6 6,6,7,7,7,7 5 5 6,6,8,6,6,6 No No Yes No No No Yes No No No -,__ - -:*•_., r -* ' * .::.-__',. .'" - •-_- ' . ,-..... 't - No Yes Yes No No Yes Yes No No Yes 1900only 1900w850bypass 1900only 1900w850bypass 1900only_ 2 2 2 2 2 Nokia Powerwave Nokia Powerwave Nokia CS72993.02 LGP21401 0872993.02 LGP21401 CS72993.02 No No No No No --7- ,•:, - -. - . • _ i :: 1* ' • ',., . • .... _ , -r . -' r'''' ..-. '3.. .'" * , 3 - -_,. ''., ,: *----, ' _*.*: " . *..1- . ,.._ - . „,, _ .., ■ 2 1 1 2 2 1 1 2 2 1 2 1 1 2 2 — 1 1 2 2 1 2 2 2 2 2 2 2 2 2 2 2 1 1 2 2 1 1 2 2 1 I I * : ''' '' ' 1 4 2 1 1 4 2 1 1 4 Andrew Andrew Andrew Andrew Andrew Andrew Andrew Andrew , Andrew Andrew LDF5 LDF5 LDF5 LDF5 LDF5 LDF5 LDF5 LDF5 LDF5 LDF5 100' 100' 100' 100' 1111M 100' 100' 100' 100' 100' 100' 7/8 718" . --A 716" 718° 718" 718" 7/8" 7/8" 7/W' 7/8" - 0 4 6 0 0 4 6 0 0 4 Andrew/ Commscope Andrew Andrew/ Commscope Andrew Andrew/ Commso 112" 1/2" 1/2" 1/2" 1/2" 25 25 25 25 77 18 16 16 16 25,25,25,25 7,7,16,16,16,16 25,25,25,25 No No Yes No No No Yes No 1 .---- No No I , ' !. ' .. i - '—,. .. A& _ _ ' ',- - - -__', . .. _ :-. .., '.__".:*._ :f ___ _____ _ ' It ...''-:''._-. ..] L.:::_ .,,-,.' _ _.,... . - .,. ;-, - '' 7 ' ' .. 2. i.:‘H t..: , .-. , • . 1 , ..• ...* ..--•-. '•• '. I N ___ No No — Yes No No Yes Yes I No I No I Yes I Yes J No ' • 1 . . Legend: CNV 1 = Can not verify, can not access top CNV 2 = Can not verify, no sweeps or tape ■ CNV 3 = Can not verify, Antenna & cables n CNV 4 = Can not verify, explain reason: Un CNV 5 = Can not verify, explain reason: iment :,','? C31 `Oc L Your world. Delivered. PFAFFLE 8530 SW PFAFFLE STREET TIGARD OR 97223 WASHINGTON COUNTY PR�2 PROPRIETARY INFORMATI( THE INFORMATION CONTAINED IN THIS SET OF CONSTRI DOCUMENTS IS PROPRIETARY BY NATURE ANY USE OF DISCLOSURE OTHER THAN THAT WHICH RELATES TO AT WIRELESS, LLC. SERVICES IS STRICTLY PROHIBITED. GENERAL LOCATION MAP PROJECT INFORMATION DRAWING INDEX I ... - I 01 r ` 4 4. ' APPLICANT: PROPERTY OWNER: DWG. • 1 J ' — . mot ` • '`•.J ... °.c j ' ' AT&T MOBILITY CORPORATION DONALD M SCHAEFER / NO DESCRIPTION x r } " ' .� • ~ ° 162 21 NE 72nd WAY, RTC 3 MICHAEL MUNCH ��� ) • • � " I , P.O. BOX 97061 16655 NORTHEAST T -1 TITLE SHEET ' r r -. REDMOND, WA 98052 CHEHALEM DRIVE G -1 GENERAL NOTES - �a ° d ' - " r' ' L I I • '.:, : • r N NEWBERG, OR 97132 A -1 SITE PLAN I -'z I • • r t , ;, sv r - ' J " r " PROJECT ENGINEER: (503) 227 PROJECT MANAGER: A-1.1 EXISTING & PROPOSED ENLARGED SITE PLAt i i i el .1, d p aac� ? . • CORNERSTONE ENGINEERING, INC. A -1.2 EXISTING & PROPOSED SHELTER PLANS `f "'' 1• ' 16928 WOODINVILLE - REDMOND RD N.E. SUITE 210 A -2 EXISTING & PROPOSED SOUTHWEST ELEVAT (( l ( t rr "I WO ODINVILLE, WA 98072 : o to ■ I �.w. - : I, A DETAIL SHEET . ' f " . ,'./ MARK W OLSON, P.E. WENDY LONG -4---; I / _. A -3.1 DETAIL SHEET i 1• /i 1 , y - • . 44 ., 4 PH: (425) 467 -1732 (206) 321 -1118 �� , :„....,..1 . „ , , . f ' , _ - __ r______ 'S FAX: (425) 487 -1734 wlong@goodmannetworks.com RF -1 EXISTING & PROPOSED ANTENNA PLANS • i % ' E - SCHEMATIC GROUNDING PLAN � CONSTRUCTION MANAGER: �� ' PROJEC CONSULTANTS T`+s E -2 GROUNDING DETAILS I . "S ` ,, • y ~ � ` v°Q - 8 GOODMAN NETWORKS TAI IRISH _ L OCATION _' -'' - '-e-r' ;' L.: urrr. ` 8815 122ND AVE. NE (972) 259-0373 Irish odmannetworks.com !� x9•$ ! KIRKLAND, WA 98033 g �� .. ' i u .mss'"'" ;; ;' SITE ACQUISITION: °" e ) i CODE INFORMATION: GEORGE PIERCE t _ ZONING CLASSIFICATION: R -25 ( 2 0 ce @ 5117onsul8ng.com y- --..w - ,.p - � �, ; � i wa°, "' BUILDING CODE: IBC 2009 r ri - -� � • - • e f 1- - 1 I ^ ._ °' CONSTRUCTION TYPE. TELECOMMUNICATIONS PERMITTING: OCCUPANCY: UNOCCUPIED GEORGE PIERCE JURISDICTION: CITY OF TIGARD (206) 406 -5117 PROPOSED BUILDING USE: TELECOMM gpieree@rykaconsul8ng.com W. TURN RIGHT ON NE 73RD WA. TURN LEFT ON 163RD PL NE. TURN LEFT ON NE 74TH ST. RF ENGINEER: E. TAKE RAMP ONTO WA - 520 W TOWARD SEATTLE. TAKE THE RENTON EXIT ONTO 1 S. SITE LOCATION: (BASED ON NAD 83) KUNG - LIANG LIN TAKE EXIT #294/TIGARD/NEWBERG. CONTINUE ON SW BARBUR BLVD (OR -99W. CONTINUE LATITUDE: 45° 28' 16.29' N (45.43786) (425) 698 -7825 LONGITUDE: 122° 45' 53.43' W (- 122.76484) TOP OF STRUCTURE: ±80' - 0' (MONOPOLE) PARCEL NUMBER: BASE OF STRUCTURE 0' -0• AMSL (ASSUMED) 1S135DA01000 R275099 PROJECT AREA: AREA OF PARCEL: 319 SQ. FT. 10,019 SQ. FT. LEGAL DESCRIPTION (0.23 ACRES) ( I N GS GENERAL INFORMATION: NO TITLE REPORT PROVIDED 1. PARKING REQUIREMENTS ARE UNCHANGED. NEW IMPERVIOUS AREA: • AME AT&T SIGN OFF DATE INITIAL AND PRINT NAME (NON ASSIGNED TECH PARKING) 0 SQ. FT. 2. TRAFFIC IS UNAFFECTED. RF ENGINEER 3. NO SIGNAGE IS PROPOSED. INTERCONNECT ' CONSTRUCTION. FUKNISMCU WI I M A COPY VI- ALL INSYtC IIUN KCYVX lb AMU I tJ I NCSUL I b ,VNC #VNUJW IC IRM I ' CONST CONSTRUCTION Nip, NOT IN CONTRACT II 25. IN THE CASE OF ROOFTOP SOLUTION FOR EQUIPMENT AND/OR ANTENNA FRAMES WHERE 3 STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS CONT CONTINUOUS NS NEAR SIDE ANCHORING TO A CONCRETE ROOF SLAB IS REQUIRED. CONTRACTORS SHALL CONFIRM (PRIOR NTS NOT TO SCALE TO SUBMITTING BID) WITH CONSULTING CONSTRUCTION COORDINATOR AND ARCHITECT THE TYPE OF MEMBER DEL DOUBLE PRESENCE OF POST TENSION TENDONS WITHIN THE ROOF SLAB - RESULTING FROM AN DIA DIAMETER CC ON CENTER UNDOCUMENTED DESIGN CHANGE IN THE EXISTING BUILDING 'AS-BUILT DRAWING SET - HAVING A. WIDE FLANGE SHAPE ASTM A992, Pp 50 KSI DIAG DIAGONAL OD OUTSIDE DIAMETER INDICATED AN ORIGINAL DESIGN SOLUTION OF REINFORCED CONCRETE W/ EMBEDDED STEEL B OTHER SHAPE. PLATES AND ROD ASTM A38. Fy38 KSI DN DOWN c REBAR IN THE EVENT POST TENSION SLAB SOLUTION IS PRESENT CONTRACTOR SHALL INCLUDE C PIPE COLUMNS ASTM A53. Fy 35 KSI DET DETAIL PLYWD PLYWOOD PROVISIONS FOR X -RAY PROCEDURES (INCLUDED IN BID) FOR ALL PENETRATION AREAS WHERE D STRUCTURAL TUBING ASTM A500. Fy 48 KSI DWG DRAWING PROJ PROJECT ANCHORING OCCURS E ANCHOR BOLTS ASTM A307 PROP PROPERTY S F CONNECTION BOLTS ASTM A325 TWIST -OFF -TYPE EA EACH PT PRESSURE TREATED AR 36 GENERAL & SUB CONTRACTORS SHALL USE STAINLESS STEEL METAL LOCKING TIES FOR ALL EL ELEVATION REQ REQUIRED IT CABLE TRAY 115 DOWNS AND ALL OTHER GENERAL TIE DOWNS (WHERE APPUCABLE) PLASTIC ZIP 4 ALL MATERIAL TO BE HOT DIPPED GALVANIZED AFTER FABRICATION PER Al231Al23M-00 ELEC ELECTRICAL RM ROOM TIES SHALL NOT BE PERMITTED FOR USE ON AT &T PROJECTS RECOMMENED MANUFACTURER EC EQUAL RO ROUGH OPENING E SHALL BE PANDUIT CORP METAL LOCKING TIES MODEL NO. ■LT4S.CP UNDER SERIES-304 (OR 5 ALL WELDING SHALL BE IN CONFORMANCE WITH Ai S I AND AWS STANDARDS AND SHALL EQUIP EQUIPMENT EQUAL) PANDUIT PRODUCT DISTRIBUTED BY TRIARC OF TACOMA. WA BE PERFORMED BY WA 8 O CERTIFIED WELDERS USING E70 XX ELECTRODES. ONLY EXT EXTERIOR SHT SHEET PREQUALIFIED WELDS (AS DEFINED BY AWS) SHALL BE USED, WELDING OF GRADE 60 SIN SIMILAR E REINFORCING BARS (IF REQUIRED) SHALL BE PERFORMEO USING LOW HYDROGEN FIN FINISH SPEC SPECIFICATION ELECTRODES WELDING OF GRADE 40 REINFORCING BARS (IF REQUIRED) SHALL BE FLUOR FLUORESCENT SF SQUARE FOOT PERFORMED USING E70 XX ELECTRODES. WELDING WITHIN 4' OF COLD BENDS IN FLR FLOOR SS STAINLESS STEEL REINFORCING STEEL IS NOT PERMITTED. SEE REINFORCING NOTE FOR MATERIAL FS FAR SIDE STL STEEL DESIGN CRITERIA: REQUIREMENTS OF WELDED BARS, FT FOOT STD STUD STRUCT CTURAL THE STRUCTURAL DESIGN OF THIS PROJECT IS IN ACCORDANCE WITH THE 8 COLD - FORMED STEEL FRAMING MEMBERS SHALL BE OF THE SHAPE. SIZE, AND GAGE GA GAUGE SUSP SUSPENDED 1 T H INTERNATIONAL SHOWN ON THE PLANS PROVIDE MINIMUM SECTION PROPERTIES INDICATED ALL GALV GALVANIZED ESTRU CTUR BUILDING COOS THIS PROJECT WITH T IS OREGON STATE BUILDING CODE COLD - FORMED STEEL FRAMING SHALL CONFORM TO THE A I S I 'SPECIFICATION FOR THE GC GENERAL CONTRACTOR THRU THROUGH AMENDMENTS (18C 2000) DESIGN OF COLD - FORMED STEEL STRUCTURAL MEMBERS' GRND GROUND TNNG TINNED 2 DESIGN LOADS GYP BD GYPSUM WALL BOARD TYP TYPICAL DESIGN DATA FOR CITY OF TIGARD, OR 7. BOLTED CONNECTIONS SHALL USE BEARING TYPE ASTM A325 BOLTS 13/4' DIA) AND SHALL /5, HAVE A MINIMUM OF TWO BOLTS UNLESS NOTED OTHERWISE HORZ HORIZONTAL UNO UNLESS NOTED HR HOUR OTHERWISE -ROOF SNOW LOAD N/A (NOT A ROOFTOP SOLUTION) 8 NON-STRUCTURAL CONNECTIONS FOR STEEL GRATING MAY USE 5/8' DIA ASTM A307 HT HEIGHT -BASIC WIND SPEED BOLTS UNLESS NOTED OTHERWISE. !MC HEATING VERT VERTICAL 94 5 MPH (3 SEC GUST) VENTILATION VIF VERIFY IN FIELD -WIND EXPOSURE 9 ALL STEEL WORK SHALL BE PAINTED IN ACCORDANCE WITH THE DESIGN & AIR CONDITIONING A B CONSTRUCTION SPECIFICATION AND IN ACCORDANCE WITH ASTM A38 UNLESS NOTED WI WITH OTHERWISE ID INSIDE DIAMETER W/O WITHOUT IN INCH WP WATER PROOF 10 ALL WELDS TO BE 1/4' FILLET UNLESS NOTED OTHERWISE INFO INFORMATION INSUL INSULATION 11 TOUCH UP ALL FIELD DRILLING AND WELDING WITH 2 COATS OF GALVACON (ZINC RICH INT INTERIOR PAINT) OR APPROVED EQUAL IBC INTERNATIONAL E BUILDING CODE CONCRETE NOTES: - T T— TELEPHONE P P CT 1 ALL CONCRETE CONSTRUCTION SHALL BE IN ACCORDANCE WITHACI318 TOWER /POLE NOTES: � GROUND WIRE 2 CONCRETE SHALL BE MIXED, PROPORTIONED. CONVEYED AND PLACED IN ACCORDANCE —COAX COAX— COAXIAL CABLE IT WITH CHAPTER 19 OF THE IBC 2009 STRENGTHS AT 28 DAYS AND MIX CRITERIA SHALL 1 VERIFICATION THAT THE PROPOSED TOWER/POLE CAN SUPPORT THE PROPOSED ANTENNA F BE AS FOLLOWS. LOADING IS TO BE DONE BY OTHERS, 44 ANTENNA TYPE OF CONSTRUCTION 28 DAY STRENGTHS W/C MINIMUM CEMENT 2 PROVIDE SUPPORTS FOR THE ANTENNA COAX CABLES TO THE ELEVATION OF ALL INITIAL AND CENTERLINE (I'c) RATIO CONTENT FUTURE ANTENNAS ANTENNA COAX CABLES ARE TO BE SUPPORTED AND RESTRAINED AT THE A SLABS ON GRADE PER CUBIC YARD CENTERS SUITABLE TO THE MANUFACTURERS REQUIREMENTS (E) EXISTING Y TOPPING SLABS CONCRETE PIERS 2.400 PSI ..f., 45 5 1/2 SACKS B ALL STRUCTURAL CONCRETE 4.000 PSI s 45 614 SACKS ABBREVIATED ROOF TOP SAFETY PROCEDURES SHEET NUMBER SHEER IG I EXCEPT WALLS (WHEN APPLICABLE): S C CONCRETE WALLS 4.000 PSI s 45 814 SACKS SPECIAL INSPECTIONS: (AS PER 'ACCIDENT PREVENTION PROGRAM' - BY PERMISSION OF WREN CONSTRUCTION. INC. - o3mv99) ED CEMENT SHALL BE ASTM 0150, PORTLAND CEMENT TYPE 0 U N O SPECIAL INSPECTIONS IN ACCORDANCE WITH IBC 2009 SECTION 1704. FALL PROTECTION METHODS AND EQUIPMENT 3 THE GENERAL CONTRACTOR SHALL SUPERVISE AND BE RESPONSIBLE FOR THE ROOF TOP INSTALLATIONS SOILS /GEOTECHNICAL: METHODS AND PROCEDURES OF CONCRETE PLACEMENT ❑SHORING INSTALLATION AND MONITORING fO 1 FOR WORK IS BEING PERFORMED WITHIN 25 OF AN UNPROTECTED ROOF EDGE. ❑OBSERVE AND MONITOR EXCAVATION 4 . ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE THE CONSTRUCTION SUPERVISOR SHALL DESIGNATE A TRAINED SAFETY MONITOR AIR-ENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING TO ASTM C260, C494. TO OBSERVE THE MOVEMENTS AND ACTIVITIES OF THE CONSTRUCTION ❑VERIFY SOIL BEARING pst BEARING C619. C089 AND C1017 TOTAL AIR CONTENT SHALL BE IN ACCORDANCE WITH TABLE WORKERS ❑SUBSURFACE DRAINAGE PLACEMENT 1904 21 OF THE IBC 2009 ❑VERIFY FILL MATERIAL AND COMP ACTION 2 SAFETY MONITOR SHALL WARN CONSTRUCTION WORKERS OF HAZARDS (I E , ❑VERIFY CONDITIONS AS ANTICIPATED 6 REINFORCING STEEL SHALL CONFORM TO ASTM ABIS (INCLUDING SUPPLEMENT SI). BACKING UP TOWARD A ROOF EDGE. ETC ) OR UNSAFE ACTIVITIES THE SAFETY ❑PILE PLACEMENT (AUGER CAST/DRIVEN PILE) GRADE 60, (y 80,000 PSI EXCEPTIONS ANY BARS SPECIFICALLY SO NOTED ON THE MONITOR MUST BE ON THE SAME ROOF AND WITHIN VISUAL AND VERBAL ❑OTHER DRAWINGS SHALL BE GRADE 40. hp-40.000 PSI GRADE 80 REINFORCING BARS INDICATED DISTANCE OF THE CONSTRUCTION WORKERS ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A708 REINFORCING Y COMPLYING WITH ASTM A815(S1) MAY BE WELDED ONLY IF MATERIAL PROPERTY 3 CONSTRUCTION INVOLVING WORKERS TO APPROACH WITHIN B' OR LESS OF AN REINFORCED CONCRETE: REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN UNPROTECTED ROOF EDGE. REQUIRES WORKERS TO USE SAFETY LINE ❑REINFORCING STEEL AND CONCRETE PLACEMENT 55 A W S D14 ARE SUBMITTED OPRESTRESSED/PRECAST CONCRETE FABRICATION AND ER 4 SAFETY LINE SHALL BE MINIMUM W DIAMETER NYLON. WITH A NOMINAL TENSILE 6 REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN STRENGTH OF 5400 LBS OBATCH PLANT INSPECTION ACCORDANCE WITH AC1 315 AND 318 LAP ALL CONTINUOUS REINFORCEMENT AT LEAST OSHOTCRETE 30 BAR DIAMETERS OR A MINIMUM OF 2' -0' PROVIDE CORNER BARS AT ALL WALL AND 5 SAFETY UNE SHALL BE ATTACHED TO A SUBSTANTIAL MEMBER OF THE OGROUTING FOOTING INTERSECTIONS LAP CORNER BARS AT LEAST 30 BAR DIAMETERS OR A STRUCTURE ❑OTHER MINIMUM OF 2' -0'. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8' AT SIDES AND ENDS 8 SAFETY LINE LENGTH SHALL BE SET ALLOWING CONSTRUCTION WORKER TO STRUCTURAL STEEL: REACH EDGE OF ROOF BUT NOT BEYOND 7 WELDED WIRE FABRIC SHALL CONFORM TO ASTM A -185 ❑FABRICATION AND SHOP WELDS 7 SAFETY BELTS SHALL BE WORN BY ALL CONSTRUCTION WORKERS ❑ERECTION AND FIELD WELDS AND BOLTING R 8 SPIRAL REINFORCEMENT SHALL BE PLAIN WIRE CONFORMING TO ASTM A815, GRADE 60, ❑OTHER B MONTHLY SAFETY INSPECTION AND MAINTENANCE OF THE FALL PROTECTION Iy=60.000 PSI EQUIPMENT SHALL OCCUR BY THE SAFETY COMMITTEE REPRESENTATIVES, 9 NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT INCLUDING UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE CONSULTANT STRUCTURAL ALUMINUM: INSPECTION OF CONSTRUCTION AREA FOR HAZARDS ❑FABRICATION AND SHOP WELDS 10 CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS USE OF AN INSPECTION CHECKLIST ❑ERECTION AND FIELD WELDS AND BOLTING INTERVIEWING COWORKERS REGARDING SAFETY CONCERNS ❑ OTHER - FOOTINGS AND OTHER UNFORMED REPORTING AND DOCUMENTING ANY HAZARDS SURFACES, EARTH FACE 3' REPORTING HAZARDS TO THE SAFETY COMMITTEE FOR CONSIDERATION POSTING RESULTS OF INSPECTION AND ANY ACTION TAKEN • FORMED SURFACES EXPOSED -- - RECEMNG AN UNBIASED REVIEW OF ONE'S OWN WORK AREA BY ANOTHER STRUCTURAL MASONRY: SITE ACCESS SA A-1.1 ....• --..... I I' N \ (------ I (E) PROPERTY LINE -- -- -------- -- -- _ __ -- 21---. -- -- • .....-.- - , -• i••••- (E) ±80'-0" TALL c ,, • , e ACCESS GATES MONOPOLE I , ( • 7 '. • 1 1 : 7 ' 1 ' 7 II ./ , - , -...... : (E) TREE (TYP) ' . . - 4-IrilillIiIIIIIIIIIIIIII-1- • . • ; . , • 0 . `,..,_, - TL: 1100 ,; . , ..i ' _ -1 . \ • , ,. / , .. (E) ASPHALT -...., ,` „1,1 ' e• • (" A.... 1 w Z , 7 \ •;:a1/...;/: - -... 1 \ 1 I -.I ■ ';'!"0. . IN, s"; /* \ 1 , ' 1 Cr I : .1, w . / , I (E) BUILDING I . • ,, • r, Ce . , , //, // , / L u.1 , z ('■-..) ...... LI . • ,/, • /, • .71 ...• / /„., _A -, •''. i /, .......'N I • - , , , '' La -- . i • . / ,;,,,• ce ,-."-\ -Iiimiti - N N <3.- , • • a. - 7. = Immill - .. TL: 1000 A-2 .- _ _ . •III7 I 10,019 SQ FT . iiiIIIIIIIIIIIIII 0.23 ACRES , i • . 1 IIII ' \ -,.. . . / N. \ ". ... H .' ''.-- _. • •••7A ., ..." 6 , . .... • -- - . (E) AT&T EQUIPMENT • SHELTER •... ,------ .. (E) CHAINLINK FENCE • , ..."...„ ' WI BARB WIRE ..._ (E) ASPHALT ., ., „ ) . , I 'N \,... N PARKING AREA - i , . ' . •?0,N . -- • -- _, .,,-.7- - „ . , _ ' s., ( ' • :-- 0 - 1 , ,.:, • , - • ...... . .. N N s, 4 .. ".. , . , .. : i , 1 1 r 0 ' , NNN N, N ..• - - _ .. • , (E) PROPERTY LINE , fi•;•-• 7 .., . -.- ' i . -.• -N N. , . . N\ N • I N N . , , . 1 .. \ • • NN. NN„. , . , ..,. , - ' , . N \ \ r r '0. • • • - ' , , I ' ! TL: 400 i . N N. TI • 1200 1 - " (E) PROPERTY LINE (E) PROPERTY LINE — _ � � _ _ - _ _ _ _ _ _ — � _ _ _ _ _ _ _ _ — _ _ — _ _ — , _ _ „,,...—(E) TELCO ` (E) TELCO �' VAULT -- ' , , '. ' VAULT - — 0 -- x -0- / x O --x- -- ` -• ' ' J • • i - • • • ` O x O x O PROPOSED AT &T 700MHz RRH MOUNTED TO PLATFORM (TYP OF 3) \\./1. r--4 • PROPOSED AT&T 2100MHz RRH �4� - MOUNTED TO PLATFORM (TYP OF 3) ( - -� % * a`' (E) AT &T ANTENNA TO REMAIN (E) AT&T ANTENNA TO BE REMOVED ! REPLACED (1 PER SECTOR, TOTAL OF 3) • N. (3 PER SECTOR, TOTAL OF 9) • .. PROPOSED AT &T LTE ANTENNA - (1 PER SECTOR, TYP OF 3) ( 1 5 0 „ PROPOSED SURGE SUPPRESSION DISTRIBUTION UNIT ( ` • • RAJ � r , .. •• PROPOSED (2) 48V DC POWER TRUNK CABLES FROM EQUIPMENT C •X•- •., ROOM TO SURGE SUPPRESSION DISTRIBUTION UNIT y " y / y g i / / fi v\ \J \m °p Aa " v ', • . y/iy o`I' \�p? \a C; ;; " \ • PROPOSED FIBER TRUNK CABLE FROM EQUIPMENT �, /riry pW` . \� /�♦ ROOM TO SURGE SUPPRESSION DISTRIBUTION UNIT , •yiy8` \ o \ \C D� y / \ � 4 i (E) GENERATOR RECEPTACLE • a (,, \p \\ p — TO BE REMOVED /REPLACED ,/ r • /`• , /,�, (E ) ASPHALT P ,:ASPHALT \� • • ` / / / / r x / / /r (E) ICE BRIDGE W/ //, / /,, / //, ,, (25) 718'0 COAX , /// (E) AT &T 11'- 'x27 -9' /, • '/, (E) AT&T 11'-6'x2T -9' EQUIPMENT SHELTER EQUIPMENT SHELTER / 'r / /' /, \ , li (E) CHAINLINK FENCE • W/ BARB WIRE • /,/ ,/ / r • '/, • , 0 • y • t (E) TREE (TYP) 7_7' . f • i',, N....INN • . i L r � r TRUNK CABLES FROM PROPOSED n ri r - t 19" LTE RACK TO CABLE PORT t I I I I I I I I I I I I I I I I 1 1 1 1 f I 1 1 1 1 1 1 1 I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 111111 111111I� III I I11111111111111 III Ilt r 1 ri 1-1 If£11_11_1 I I I (E) TRANSFER SWITCH I 1 1 1 1 + (E) TRANSFER SW ...e_ ___ ,,,,,,.__ ___.— e �� ( E) SURGE SUPPRESSOR ICA qi, e (E) SURGE SUPPR I I I a l —— I I I I I I I (E) ARGUS POWER RACK I _ (E) SERVICE PANEL 1 I I I 1 (E) SERVICE PANE 11 f a 1 (E) SHELF 1 — I I \ I 1 1 1 _ 4 P3 _ :..: _..-- - I ,,1 .... _ — 1 I I I I � I-_-, f — � 1I I r \ 1 •I' • 9 7 `5 1 1 — I I I ° I I` I H I I I � I i I! ! I \ T . � T T ' (E) FIBER OPTIC RACK i i T 77 , 7 T \� a 1 I. (E) UMTS CABINET I I I I 1 • I (BELOW) LOW) 1 - EX TINGUISHER Q E6. 1 1 (E) FIRE EXTINGUI I 4-1— I I 1 (BELOW) 1 1 (E) UTILITY BOX I :: I -A. 4, I I 1 (E) UTILITY BOX / .� CABLE ' r' +.12 4. in X 14 1 I I Mi X14 I I I PROPOSED LTE EQUIPMENT 1 I I I INSTALLED INTO PROPOSED �3 I 1 I I I �� � 19" LTE EQUIPMENT RACK � I 1 � TT 7 " 1 1 1 (E) DESK 1 1 i i t (E) DESK 1 ELL \ /4 I elm Fla I Etal \ I I I _ I I I II _ II Q (E) NOKIA CABINET y I I I \ I ' , (Ej NOKIA CAB/NET 1I ,,}} s I ,,,, I `l �a T 13 q I � a I � T `TT ^ .. 1 1 I 1 (E) NOKIA CABINET I I 1 I I 1 (E) NOKIA CABINET I II I I I I I I I1 I I I T 77 7 7 7 I I T 17 ? Er Kr 1 11 1 1 1 1 1 1 II 1 1 1 1 11 1 1 1 1 1 1 !► 1 1 1 41 it4i IIIIIIIIIIIIIIIIIIIIIIIIIII111111111111114 1IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIllll11111111111111111111 -4 C (E) HVAC (E) HVAC (E) HVAC • (E) AT &T ANTENNA TO REMAIN (E) AT&T ANTENNA TO REMAIN (3 PER SECTOR, TOTAL OF 9) (3 PER SECTOR, TOTAL OF 9) PROPOSED 2 "0 x 9' -0" STD WT ANTENNA PIPE MAST RAD CENTER OF (E) Lk AT &T ANTENNAS ±81' -70" AGL \ RAD CENTER OF (E) / A AT &T ANTENNAS _ r C±81' -0" AGL \ 111 .T.O. (E) MONOPOLE t80' -0" AGL ` PROPOSED AT &T LTE ANTENNA a (1 PER SECTOR, TYP OF 3) 1 88 -\ (E) AT &T ANTENNA TO BE REMOVED I A 1 L -3 A -3.1 A -3. 1 \ - REPLACED (1 PER SECTOR, TOTAL OF 3) PROPOSED SURGE SUPPRESSION DISTRIBUTION UNIT g „A -3 PROPOSED AT &T 700MHz RRH 6� MOUNTED TO PLATFORM (1YP OF 3) _—_1 �A ✓3 (E) GPS ANTENNA PROPOSED AT &T 2100MHz RRH MOUNTED TO PLATFORM (TYP OF 3) 4� A- - 3) PROPOSED FIBER TRUNK CABLE FROM EQUIPMENT ROOM TO SURGE SUPPRESSION DISTRIBUTION UNIT BANDED TO OUTSIDE OF POLE PROPOSED (2) 48V DC POWER TRUNK CABLES FROM EQUIPMENT ROOM TO SURGE SUPPRESSION DISTRIBUTION UNIT (E) TREE (TYP) BANDED TO OUTSIDE OF POLE 7 • (E) ICE BRIDGE „. ?' sr r ' ,,' (E) ICE BRIDGE `- v, L a r > PROPOSED AT &T ,0 - ; -i i r i _ • t 1 _2 ./ V . _ GPS ANTENNA �� - - - , . „: ` \A %. j .; •: , te ;,; - -,' ,. ". - . ., i - ? (E) AT &T 11'- 8"x27 -9" (E) AT &T 1 EQUIPMENT SHELTER u EQUI PMENT SHELTER - '� ` ( CHAINLINK FENCE : , � c. ` � _ 1.. (E) CHAINLINK FENCE -; r, W/ BARB WIRE i• • :� L W/ BARB WIRE � J - - _- �_ ft e, a _ 14 . •fie -Y'T^ _ -- , E- - • , • . •• ;r ` .., � ` J :,.' _ AI : • _.r . , `� I M�, �ru�`?t , I s „” "k� I w` • - .� .1._ t).____LA---___-IG_. -_ ._ . (E)GRADE I 1 T III! , Y; �y ° ' i 1 ____ -- V 0' -0• AGL (ASSUMED) I - RLSS PIPE TO PIPE I - - 5 i CLAMP SET PROPOSED 112 13 U•BOLT I .... (PARTq 0. 158.001) TOP DISTRIBUTION SHELF 0 HARDWARE (TYP) O 15 -I = =•1 -17 i 114111 �� (16 BREAKER POSITIONS) (E) STANDOFF 1. !Ic�l = 1 — 17 1. PROPOSED PIPE o� - } MANUFACTURER: ALPHA TEC MODERGUS L: P / /48V 053 - 99 DC-8 -2D0-0C 0 Y CON TRANSFER PLATE e I A FOR PIPE PROPOSED 1 /2"0 U - SUIT) tl 1 HEIGHT: 8.75'; 5RU (Rack Units ^'1 � DEPTH: 12.20" 19'/23' RACK A IMO = NOTES: WEIGHT: 45 LBS 1. LOCATION OF ANTENNA MUST HAVE CLEAR VIEW OF SOUTHERN SKY FRONT AND CANNOT HAVE ANY BLOCKAGES EXCEEDING 25% OF THE CONVERTER SHELF N SURFACE AREA OF A HEMISPHERE AROUND THE GPS ANTENNA. (SPACE FOR UP TO 4 :RS CONVERTER POSITIONS) 2. ALL GPS ANTENNA LOCATIONS MUST BE ABLE TO RECEIVE CLEAR SIGNALS FROM A MINIMUM OF FOUR (4) SATELLITES. VERIFY WITH HANDHELD GPS BEFORE FINAL LOCATION OF GPS ANTENNA. 1 12 PIPE TO PIPE CROSS OVER KIT 11 LTE GPS ANTENNA 10 DC -DC CONVERTER 22x34 SCALE: 3 " =1' -0" 111x17 SCALE: 1 1/2" =1-0" 22x34 SCALE: 1 " =1' -0' 111x17 SCALE: 112' =1' -0" 22x34 SCALE: 1 1/2" = t'-0" 111x17 SCALE: 3/4* = !'-0" FRONT SOLAR 1219132 "__.1 / --I' EIEEEEFEEBTEEB I SHIELD —\ `` ■ 55 gg pp RRH A N' 1 104 !.% 111111 TI: T I � i , TOP TOP V-4 13N6" t / MANUFACTURER: ALCATEL- LUCENT TOP I 1' -7" MODEL 9926 BBU HEIGHT: 19" a_ WIDTH: 3.469'; 2U (Rack Units) MANUFACTURER: ALCATEL - LUCENT ISO VIEW o I m '2 N I DEPTH: 11.81' 1' a !3116" MODEL: DCx 48 60 -RM WEIGHT: 26 LBS I HEIGHT: 3.469'; 2U (RACK UNITS) MANUFACTURER: ALCATEI WIDTH: 16.8" MODEL 9442 RRH 700MHz FRONT Y 0 [1 - O f DEPTH: 20.1' HEIGHT: 28.8' 6 WEIGHT: 26 LBS WIDTH: 12.6' FRONT DEPTH: 5.T WEIGHT: 44 LBS 18 BBU DETAIL 7 RAYCAP SURGE SUPPRESSOR 6 700 MHz RRH 22x34 SCALE: 1 1/2" = 1' -0" 111x17 SCALE: 3/4" = 1' -0" 22x34 SCALE: NTS 111x17 SCALE NTS 22x34 SCALE.!' = 1' -0" 111x17 SCALE: 1/2" = t' -0" 11" , 1' -0' I 8" A_& MOUNTING RAYCAP "SQUID" DC ,. - =�\ MONOPOLE PIPE w■m / SURGE PROTECTOR N. imi■mil Nei - - �a — mi■m ( I k i l ��MI lil ` (s MI MI MINIM' IIIMMI 1 MM MMI NM k! Oei.: , S TANDOFF CHAIN MOUNT f _ I flEll / RLSS 010.120.301 fO TO - __ mlI _ 1 — - T- 2 3/8'0 PIPE RLSS ) : -._ 77TiF rif Ti ..ii P 8C10-981-202 MOUNTING BRACKET BY r., MANUFACTURER • NOT USED 10 NOT USED 22x34 SCALE: NTS 111x17 SCALE: NTS 22x34 SCALE: NTS 111x17 SCALE: NTS 11 3/4' 6" r --"- I l' -0 55/8 7 7/8' 11 irj •—fel. a 4 m FRONT VIEW SIDE VIEW BACK VIEW r KMW MODEL. I FRONT VIEW SIDE VIEW BACK VIEW TOP VIEW AM- X- CD- 16- 65-00T-RET t l 1 1 I ANTENNA: t TOP VIEW KATHREIN 800 10766 ANTENNA DETAIL (SECTOR Z) 6 ANTENNA DETAIL (SECTOR Y) 22x34 SCALE: 1/2' = 1' -0" 111x17 SCALE' 1/4'= 1'-0" 22x34 SCALE: 1/2" =1'-0" 111x17 SCALE: 1/4" =1' -0" 9 9/16" MICRIN CAMLOCK ' GENERATOR PLUG ENCLOSURE IN PN: MTC6001EC PLAN ® N _ _. _ . _ _ .. _ ....- ,„..,..-... 9 3 12 LTE X 1 80' -0" AGL 350° SEE DETAIL 1/A-3 POWER 110' -0' OUTSIDE OF MONOPOLE 12 0 12 LTE Y 1 80' -0" AGL 120° SEE DETAIL 5/A -3.1 OUTSIDE OF 12 0 18 LTE Z 1 80' -0' AGL 255° SEE DETAIL 6/A•3 1 FIBER 110'-0" MONOPOLE 0 0 3 0 0 3 t SECTOR 'X' SECTOR 'X" (E) ANTENNA TO REMAIN (E) ANTENNA TO REMAIN SECTOR "X" LTE (E) ANTENNA TO REMAIN (E) ANTENNA TO i OP ID 11111 REMOVED /REPL To 1 �."=to� \ \\ \\\� , � ip I g.� \ \�� \ \ \ \ \� O \\ � 72 \ \N \ \�+ \ \ \ \ \ \ •' +i LTE ANTENNA PROPOSED AT &T ' '•• / . // y / f ==- \ NU 0 .440 i � , +: , \ \ Q ``,` +A �1 p1 \� \ \ \ \ \ ` (E) ANTENNA " Ii `\ �\ \ \\ V (E) ANTENNA N h � 0 �� \\ � ahl, ` \ \ \ \ \ \ , � TO REMAIN REMOVED N REPLACED ' �j �// / / /// � �� , 10 � \ \ \ \ \ \ '' TO REMAIN <\ \ � SECTOR 'Y" . ' � V/ / 0��� ' . � � \ \` \ \\�1 SEC \ ': Vii. ii, / , ? 0• \� / / / / � i , 7, N....: h � I �� / // � 'N',........,_ 7„..,0,, REMAIN vQ� \!`` A\�\. ri / // � TO REMAIN = =' - (E) ANTENNA TO REMAIN = =_te=n �C`� -- ..� ��r� -- = = = =. PROPOSED SURGE SUPPRESSION =�= :�=._�= DISTRIBUTION UNIT ( \ �`, c°•�C�. = CCC� p�wO �, I,A-3 C�� ,, C���C�� 2 55° =.= C'��CLi (E) 80' -0' TALL MONOPOLE pZ1M�N == =�= (E) 80' -0' TALL MONOPOLE SECTOR ��� 'Z' 'eE�.ee' (E) ANTENNA TO REMAIN c .7w • (E) ANTENNA TO REMAIN p+" .��/ l i r PROPOSED AT &T 700MHz (E) ANTENNA TO REMAIN IV., RRH (TYP OF 3) 5 A -3 PROPOSED AT &T 2100MHz RRH (TYP OF 3) (E) ANTENNA TO BE PROPOSED AT &T REMOVED /REPLACED= 1 N t. A LTE ANTENNA � \ ' A <3) (E) ANTENNA MOUNT STRUCTURE. ,, O 4 PROPOSED #2 STRANDED GREEN INSULATED GROUNDING WIR O (E) #2 STRANDED GREEN INSULATED COPPER GROUND LEAD, T O O PROPOSED GROUND CONNECTION RRH. SEE 2/E -2. et. \,. al /IR i i - 4re 'V Ar 6, • ell �, q � /// ! a.........="1, . 4� .I� ` ;, : 4 �x . p ,.., ... p. it AraW.M l OW ‘ \ d 1, g .. At< ' lk 11/4 vrip ti ,_-, ,A-* \ ! / 1 ,e j oii 4# ,,,, 1 --,„ \ ' :‘-‘, %41111111 e l? 0 r .. s� r. mm . I i =gas i GROUNDING NOTES & LEGEN —=°=a 1 .. _ ---.... ��. ~"'r GENERAL GROUNDING NOTES �.� ==.1. =rte o �`� C�74� = ,., 1. ALL DETAILS ARE SHOWN IN GENERAL TERMS. ACTUAL INSTALLAT ""��� CONSTRUCTION MAY VARY DUE TO SITE SPECIFIC CONDITIONS C� :� p7 r∎ =r..� 1. r r. .....rh.. v�...r... 2. GROUND ALL ANTENNA BASES, FRAMES, CABLE RUNS, AND OTHEI 1. ■�rrl.: � , COMPONENTS USING GROUND WIRES AND CONNECT TO SURFACE 11 ! 1111 .r.1■► BUSS BARS. FOLLOW ANTENNA AND BTS MANUFACTURERS PRAC1 GROUNDING REQUIREMENTS. GROUND COAX SHIELD AT BOTH EN FROM TOWER OR POLE USING MFRS PRACTICES. '1�' _ ¢� i • �,� 3. ALL GROUND CONNECTIONS SHALL BE CADWELD. ALL WIRES SHAT COPPER THHN/THWN. ALL GROUND WIRE SHALL BE GREEN INSUU ABOVE GROUND. 4. CONTRACTOR TO VERIFY AND TEST GROUND TO SOURCE. GROUN OTHER OPERATIONAL TESTING WILL BE WITNESSED BY AT&T WIRE REPRESENTATIVE. 5. REFER TO DIVISION 16 GENERAL ELECTRIC; GENERAL ELECTRICAL AND COMPLY WITH ALL REQUIREMENTS OF GROUNDING STANDAR 6. ELECTRICAL CONTRACTOR TO PROVIDE DETAILED DESIGN OF GRC J 1 \,_ SYSTEM, AND RECEIVE APPROVAL OF DESIGN BY AUTHORIZED ATI WIRELESS. LLC. REPRESENTATIVE, PRIOR TO INSTALLATION OF GF PLAN NORTH SYSTEM. PHOTO DOCUMENT ALL CADWELDS AND GROUND RING SYMBOL DESCRIPTION 7. NOTIFY CONSTRUCTION MANAGER IF THERE ARE ANY DIFFICULTIE INSTALLING GROUNDING SYSTEM DUE TO SITE SOIL CONDITIONS. O GROUND INSPECTION WELL 0 COPPER GROUND ROD GROUNDING ROD NOTES (WHERE APPLICABLE) i s NOTE: • ALL CONNECTIONS TO BE CADWELDED I • USE MECHANICAL CONNECTIONS ONLY Ii ' WITH THE WRITTEN APPROVAL OF THE CONSTRUCTION MANAGER REFER TO SCHEDULE ON SHEET RF -1 • HOISTING GRIP TO BE INSTALLED FOR TRUNK CABLE APPROXIMATE BELOW TOP GROUND KIT LENGTH & PLACEMENT INSTALL GROUNDING KR COAX GROUNDING KIT ABOVE POWER / FIBER BEND JUMPER CABLE GROUND BAR (E) NOKIA CABINET (E) GROUNDING BUSS BAR ATTACHED TO ICE & ATTACHMENT KIT BRIDGE SUPPORT (E) POWER RACK BOLTED TO TOWER (E) UMTS CABINET �u 92 2 i j 2 r Tr - / Il 7 ! 1 1 : I. ,1 i ii i I hI , E= � 1■1•1 \--- (E) #2 SOLID BARE TINNED (E) #2 SOLID BARE TINNED COPPER GROUND RING COPPER GROUNDING PROPOSED EQUIPMENT LEADS (TYP) INSTALLED INTO PROPOSED 19" LTE RACK 6 NOT USED 22x34 SCALE: NTS [11x17 SCALE: NTS HYLUG CONNECTOR INSTALLATION INSTRUC1 _ (2) 3/8'0 SS HEXNUT 1�I 1 SELECT PROPER HYLUG FOR THE WIRE SIZE USED. IIIL *ii^-; EQUIPMENT CHASSIS / ( #2) TWO HOLE 2. STRIP CABLE OF INSULATION TO A LENGTH EQUAL TO THE BARI � x v� qp ``� GROUNDING BUSS BAR / i / COMPRESSION LUG CONNECTOR. * I l ll II � CABRACEWAY - -� 3. INSERT CABLE FULLY INTO CONNECTOR. I IL G ROUND WIRE STUD 4. APPLY THE PROPER NUMBER OF CRIMPS AS SHOWN BY NUMBE \� • TYPE GL LUG •• (TYP OF 2 @ FRONT COLORED BANDS. NO -LUX AND BACK OF CABINET) TYPE GR / 5. CRIMP FROM TONGUE END OF CONNECTOR TOWARD CABLES F ANTI - OXIDIZING � M �, 1 COMPOUND CLEAR HEAT SHRINK ON TERMINALS AND CENTER SPLICE TOWARD CABLE FOR BUTT SPI , .�- COMPRESSION LUGS REQUIRING MORE THAN ONE CRIMP PER END. TYPE PT � 318'0 STAR #2 STRANDED GREEN HYLUG TYPE YGA CONNECTOR IS PRE - FILLED WITH PENETROX COM t o�I-- — •�• WASHER ; v INSULATED COPPER STRIP SEALED. y Ili a - -4: 1 OR O l GR 1I � SOL LEA ID BARE D TO TINNED SS BURNDY HYDRAULIC DIE SET 1A11CRT- 1N11T. ;► #2 TO GR OUND BU RI NBA G R •- • TYPE GT TYPF SA / - I N OTE PLAN COPPER UN ' P ETERSON JTREHLE . l S ARTINSON, INC. CONSULTING ENGINEERS Structural Calculations for Cingular Wireless OR UNITS PR72 Pfaffle 8530 SW Pfaffle St., Tigard, OR June 13, 2005 CO5316 (!r 15A Expires 12/31/06 2200 SIXTH AVENUE, SUITE 601 PHONE 206 - 622 -4580 SEATTLE WASHINGTON 98121 FAX 206 - 622 -0422 P PETER SON r � t( ETERSON .JTREHLE J'J ARTINSON, INC. CONSULTING ENGINEERS CO5316 June 13, 2005 Mr. K.V. Lew LSI Adapt, Inc. 615 8th Avenue South Seattle, WA 98104 Re: Cingular Wireless OR UMTS Antenna Change Out for PR72 Pfaff le Dear Mr. Lew: Calculations have been performed to analyze the existing monopole with the proposed antennas and all existing appurtenances. The additional TX lines, run on the interior of the pole, have been included as well. The antenna change out that is proposed (per attached RF sheet) for this cellular site can be adequately sunDor by the existing monopole. The existing foundation has also been found sufficient - The existing monopole is structurally adequate for the antenna change out. Appurtenance calculations and cut sheets have been attached for reference. Sincerely, PETERSON, • HLE, MAR SON, INC. l � Steven C. Streh - Endosures 2200 SIXTH AVE, SUITE 601 PSM@PSM- ENGINEERS.COM PHONE 206- 622 -4580 SEATTLE, WASHINGTON 98121 FAX 206 - 622 -0422 • PETERSON STREHLE MARTINSON, INC. CONSULTING ENGINEERS June 10, 2005 PSM Job No. CO5316 Subject: Cingular OR UM S Cingular Site: Pfaffle PR72 8530 SW Pfafe St Tigard, Washington County, OR 97227 80 foot Communications Monopole Colocate Structural Analysis Report References: International Building Code 2003 TIA/EIA -222 -F Structural Standards for Steel Antennas Towers and Antenna Support Structures At the request of LSI Adapt, Inc., Peterson Strehle Martinson, Inc. has performed a structural analysis on the existing monopole and its foundation at the above - mentioned site. The 80' twelve -sided North American Pole Corporation monopole was analyzed for two loading conditions: 100% wind and 75% wind plus 'h" of radial ice. Wind loads were determined using a fastest mile wind speed of 80 mph as designated in the TIA/EIA- 222 -F and required by local jurisdictions. Our analysis included loads from the following appurtenances: RAD Centers: At elevation 80' — Cingular: -(4) ALP 9212 -N (existing) - (2) Kathrein AP 14- 850/065D (existing) -(2) Kathrein 742 -265 (proposed) -(4) Kathrein 800 -10121 (AP11/16 -880 /1940 /088D /ADT /XXP (proposed) - (1) 13.47 Platform w/ rails (existing) This analysis is invalid if any other equipment is attached to the monopole or its foundation. In such a case, a separate, supplemental structural analysis will be necessary. The existing foundation is a drilled pier 5' -0" in diameter and 25' deep. The design concrete strength was 4,000 psi. Our analysis showed that the existing 80 -foot monopole is structurally adequate with the above appurtenances and loading criteria. The foundation and anchor bolts are structurally adequate as well. The original design base loads were: Overturning Moment: 1260.1 k-ft Shear: 19.8 kips Axial: 11.8 kips 2200 SIXTH AVE SUITE 601 PHONE 206 - 622 -4580 SEATTLE, WASHINGTON 98122 FAX 206 - 622 -0422 PETERSON STREHLE MARTINSON, INC. CONSULTING ENGINEERS The new base loads are: Overturning Moment: 520.6k -ft Shear: 9.5 kips . Axial: 13.9 kips Summaries of load vs. capacity percentages are as follows: Monopole stress / allowable stress: 50.0% I OK Anchor bolt stress / allowable stress: new base loads < original base loads I OK Base plate stress / allowable stress: new base loads < original base loads I OK Foundation Overturning Passive Pressure Required/ Pp Allowed: 43.2% I OK Fill calculation — coax area / monopole area @ 80': 8.4% < 50% I OK Please call with any questions or comments. Sincerely, Peterson Strehle Martinson, Inc. Robert Kulapaditharom Attachments: 1. Current monopole analysis calculations 2. Original monopole calculations and information 3. Geotechnical report 4. Appurtenance information 2200 SIXTH AVE SUITE 601 PHONE 206 - 622 -4580 SEATTLE, WASHINGTON 98122 FAX 206 - 622 -0422 P ETERSON STREHLE MARTINSON, INC. CONSULTING ENGINEERS Attachment 1 Monopole Analysis Calculations 2200 SIXTH AVENUE SUITE 601 PHONE 206- 622 -4580 SEATTLE, WASHINGTON 98122 FAX 206 -622 -0422 PETERSON STREHLE MARTINSON, INC. JOB: CO5316 PfaMe Consulting Engineers DATE: Jun 10, 2005 BY: rsk 2200 6th Ave, Suite 601, Seattle. WA 98121 SUBJECT: Average Property Values Office (206) 622.4580 / Fax (206) 622-0422 SITE: Pfaffle PR72 Input Data: - Number of sides, n 12 (for pole property calculation) Number of sides, n' 12 (8,12,16 only - Allowable stress calculation per EIA -TIA 222F) Yield strength of steel, Ey 50 ksi MONOPOLE SECTION DATA EIA -TIA 222 e elev. _lame er Wall Ca cu ated values Mem average values Ratio Allowed heights across flat thickness Area I Mom Iner Section M. Area I Mom trier Section M. w / t Stress (ft) (In) (in) (in`) (in) I (in') (in) (in') I (in ( ksl) 0 36.21 0.313 36.1 5949.6 317.4 35.5 5684.5 307.8 31.05 30.00 5 35.11 0.313 35.0 5419.3 298.2 34.4 5170.4 288.9 30.10 30.00 10 34.01 0.313 33.9 4921.5 279.6 33.3 4688.3 270.5 29.16 30.00 15 32.91 0.313 32.8 4455.1 261.5 32.2 4237.1 252.8 28.22 30.00 20 31.81 0.313 31.6 4019.2 244.1 32.0 4168.2 250.1 27.28 30.00 20.1 32.57 0.313 32.4 4317.2 256.1 31.9 4125.3 248.3 27.93 30.00 24.58 31.58 0.313 31.4 3933.4 240.6 28.3 3549.1 217.1 27.08 30.00 24.59 31.58 0.250 25.2 3164.9 193.6 24.7 2991.3 186.3 33.85 30.00 30 30.39 0.250 24.2 2817.7 179.1 23.8 2669.1 172.7 32.57 30.00 35 29.29 0.250 23.3 2520.4 166.2 22.9 2375.9 159.7 31.40 30.00 40.25 28.14 0.250 22.4 2231.5 153.2 22.7 2306.7 " 156.6 30.16 30.00 40.26 28.75 0.250 22.9 2381.9 160.1 22.5 2255.9 154.3 30.81 30.00 45 27.71 0.250 22.1 2129.9 148.5 21.6 2007.0 142.6 29.70 30.00 50 26.61 0.250 21.2 1884.0 136.8 20.7 1771.0 131.2 28.52 30.00 55 25.51 0.250 20.3 1657.9 125.6 19.9 1554.2 120.2 27.34 30.00 60 24.41 0.250 19.4 1450.6 114.8 19.0 _ 1355.9 109.7 26.16 30.00 65 23.31 0.250 18.5 1261.3 104.5 18.1 1175.3 " 99.7 24.98 30.00 70 22.21 0.250 17.7 1089.3 94.8 17.2 1011.5 90.1 23.80 30.00 75 21.11 0.250 r 16.8 933.7 85.5 16.3 863.6 81.0 22.62 30.00 80 20.01 0.250 15.9 793.6 76.6 21.44 30.00 PETERSON STREHLE MARTINSON, INC. Monopole Section Properties Page 1 PETERSON STREII.LE MARTINSON, INC. JOB: CO5316 Pfeifle Consulting Engineers DATE: Jun 10, 2005 BY: rsk 2200 6th Ave Susie 601 Seattle, WA 88121 SUBJECT: EIAITIA -222F Wind forces for monopoles Office (206) 622 -4580 /Fax (206) 622 -0422 SITE Pfeifle PR72 Inp Data: Basic wind velocity, V 80 mph Pole number of sides, N 12 (8,12, 16 or 0 =round) Gust Factor, GH 1.69 Average Diameter, Dp 28.1086 in I Ice build -up 0.5 in Overload factor, OLF 1.10 Manuf multiplier 1.0 MONOPOLE FORCE CALCULATIONS Pole elev. Diameter Wall Exposure Velocity Pole veloc Force Pole Ice Total Load Load ' heights across fiat thickness Coeff. Pressure Coeff. Coeff. Weight Weight Weight Case 1 Case 2 (ft) (in) (in) Kz q(Psi) C CF (Ibs) (Ibs) (Ibs) Wind (klft Wind (klft) 0.0 , 36.2 0.3 1.0 16.4 187.4 1.03 0.0 0.0 0.0 0.085 0.065 _ 5.0 , 35.1 0.3 1.0 16.4 - 187.4 1.03 664.7 113.0 777.8 0.082 0.063 10.0 34.0 0.3 1.0 16.4 187.4 1.03 644.0 109.6 753.6 0.080 0.061 15.0 32.9 0.3 1.0 16.4 187.4 1.03 623.3 106.2 729.5 0.077 0.059 20.0 31.8 0.3 1.0 16.4 187.4 1.03 602.7 102.7 705.4 0.077 0.059 20.1 32.6 0.3 1.0 16.4 187.4 1.03 12.0 2.0 14.0 0.076 0.059 24.6 31.6 0.3 1.0 16.4 187.4 1.03 535.2 91.2 _ 626.5 0.075 0.058 24.6 31.6 0.3 1.0 16.4 187.4 1.03 1.1 0.2 1.3 0.074 0.057 30.0 30.4 0.3 1.0 I 16.4 187.4 - 1.03 500.3 106.5 606.8 0.072 0.055 35.0 29.3 0.3 1.0 16.7 189.0 1.03 - 445.2 94.9 540.0 T 0.071 0.055 40.3 28.1 0.3 1.1 17.3 192.8 1.03 449.6 95.9 545.5 0.072 0.058 40.3 28.8 0.3 1.1 17.3 192.8 1.03 0.8 0.2 1.0 0.072 0.056 45.0 27.7 0.3 1.1 17.9 195.9 1.03 399.0 85.1 484.2 0.072 0.056 50.0 26.6 0.3 1.1 18.4 198.9 I 1.03 404.8 86.5 491.3 0.071 0.055 - 55.0 25.5 0.3 1.2 19.0 201.6 1.03 388.2 83.0 471.3 0.069 0.054 60.0 24.4 0.3 1.2 19.4 204.1 ' 1.03 371.7 79.6 451.3 0.068 0.053 65.0 23.3 0.3 1.2 19.9 206.4 1.03 355.2 76.1 . 431.3 0.066 0.052 70.0 22.2 0.3 1.2 20.3 208.6 1.03 338.6 72.7 411.3 s 0.064 0.051 75.0 21.1 0.3 1.3 20.7 210.7 ' 1.03 322.1 - 69.3 ' 391.3 0.062 0.049 80.0 20.0 0.3 1.3 21.1 212.7 1.03 305.5 65.8 371.3 0.015 0.013 PETERSON STREHLE MARTINSON, INC. EIA -T1A Pole Loads Page 2 • PETERSON STRERLE MARTINSON, INC. JOB: CO5316 Pfaffie Consulting Engineers DATE: Jun 10,2005 BY rsk 2200 6th Ave Suite 601 Seattle, WA 98121 SUBJECT: Discrete Appurtenances Office (206) 622 -4580 / Fax (286) 622 -0422 _ SITE: Pfaffie PR72 1. These computations comply with EIAffIA 222 -F 2. The reduction factor is to account for the drafting effect of appurtenances attached In the same horizontal plane 3. K and qz as per EIA/TIA -222 -F section 2.3.3 4. Ca is as per table 3 pg. 8 of EIAITIA -222 -F 5. Load combo's as per EIA!TIA -222 -F section 2.3.16 - pg. 9 6. EPA as provided by Manufacturer. APPURTENANCES: Wind speed 80 mph Tower total height, h N/A ft Is this a Tower / Monopole (T / M)? M Overload factor, OLF 1.00 Factor G„ 1.69 Discrete Appurtenance Applied Force Computations: • < Without ice>6 - <With Ice > 2 <Without ice > <With Ice > Elevation Area Weight Area Weight Reduction Ca Qty Carrier K q ; s II I DESCRIPTION (ft) (ft`) (Ibs) _ 01 (Ibs) Factor _ (psf) _ - +(kips) • '- (kips) • (4) ALP 9212 -N 80 3.90 ' 26.7 6.38 69.3 1.00 1.00 4 Cingular 1.288 21.101 0.556 0.107 0.683 ' 0.277 (2) Kathreln AP14- 850/065D 80 6.65 19.8 7.26 55.6 1.00 1.00 2 Clngular 1.288 21.101 0.474 0.040 0.388 0.111 (2) Kathrein 742 -265 80 5.46 52.9 6.07 93.2 1.00 1.41 2 Clngular 1.288 21,101 0.550 0.106 0.459 0.186 (1) 13.42' Platform w/ rails 80 35.85 2500.0 40.46 3500.0 1.00 1.00 1 Cingular 1.288 21.101 1.278 2.500 1.082 3.500 (4) Kathrein 800 -10121 80 ~ 5.58 44,1 . 6.04 74.7 1.00 1.00 4 Cingular 1.288 21.101 0.796 0.176 0.646 0.299 3.655 2.029 3.258 4.374 SUMS PETERSON STREHLE MARTINSON, INC. Discrete Appurtenances Page 3 • PETERSON STREHLE MARTINSON, INC. JOB: CO5316 Frame Consulting Engineers DATE Jun 10. 2005 BY rsk ' 2200 6th Ave Suite 601 Seattle, WA 88121 SUBJECT: Linear Appurtenances Properties Office (206) 622 -4580 / Fax (2061622-0422 SITE: Pfeifle PR72 LINEAR APPURTENANCES PROPERTIES INPUT: Bottom Top Bottom Round (r) Quenety Quantity Diameter Thickness Quantity Elevation Et stee po Top Elevation Carder or Flat (f) CA inside outside or width Vaal We Outsirk3 pole Outside pole Weight Exposed (ft) (ft) (ft) (ft) pole (in) M) (pft) to wind Linear Appurtenance 1 (24) 7/8" coax 0 80 0 s 0 Cingular r 1.2 24 0 1.17 - 0.36 _ 0 Linear Appurtenance 2 0 s 0 0 0 - r 0 0 0 0 - 0 0 Linear Appurtenance 3 0 0 0 0 - r 0 0 0 0 - 0 0 Linear Appurtenance 4 0 , 0 0 0 - _ r 0 0 0 0 - 0 0 Linear Appurtenance 5 0 0- 0 0 - _ r , 0 0 0 0 _ - 0 0 linear Appurtenance 6 0 0 0 0 - r 0 0 0 0 - 0 0 Linear Appurtenance 7 0 0 0 0 - r 0 0 0 0 - 0 0 Linear Appurtenance 8 0 0 0 0 - r 0 0 0 0 - 0 0 Linear Appurtenance 9 - 0 0 0 0 - r 0 0 0 0 - 0 0 Linear Appurtenance 10 0 0 0 0 - r 0 0 0 0 - 0 0 • PETERSON STREHLE MARTINSON, INC. Linear Appurtenances Properties Page 4 PETERSON STREHLE MARTINSON, INC. JOB: CO5316 Pfaffle Consulting Engineers DATE: Jun 10, 2005 BY: rsk - 2200 6th Ave SuIte 601 Seattle, WA 98121 SUBJECT: Linear Appurtenances Forces Office (206) 622 -4580 / Fax (206) 622 -0422 SITE: Mane PR72 1. These computations comply with EIA/TIA -222 -F 2. Kz and qz as per EIA/TIA -222 -F section 2.3.3 3. Ca is as per table 3 pg. 8 of EIA/TIA 222 -F 4. Load combo's as per EIA/TIA -222 -F section 2.3.16 - pg. 9 fa ut Dat Factor GH 1.69 Depth of ice: 0.5 in Wind velocity: 80 mph LINEAR APPURTENANCE APPLIED FORCES CALCULATIONS Segment Segment Length Segment Length Segment wind Segment wind Exposure Velocity linear Apps. Ice Total Load Load elevation App.1 App. 2 Area App. 1 Area App. 2 Coeff. Pressure Weight Weight Weight Case 1 Case 2 (ft) (ft) (ft) (sf) (sf) i x _ Qr(Psf) _ (Pas) (IDs) Ots) Wind (MP) Wind (ap) 0.0 2.5 0.0 - 0.0 0.0 1.0 16.4 21.6 0.0 21.6 0.00 0.00 5.0 5.0 0.0 0.0 0.0 1.0 16.4 - ` 43.2 0.0 _ 43.2 0.00 0.00 10.0 5.0 0.0 0.0 0.0 1.0 16.4 43.2 0.0 43.2 0.00 0.00 15.0 5.0 0.0 0.0 0.0 1.0 16.4 - 43.2 0.0 43.2 0.00 0.00 20.0 2.6 0.0 0.0 0.0 1,0 16.4 22.0 0.0 22.0 0.00 0.00 20.1 2.3 0.0 0.0 0.0 1.0 16.4 19.8 0.0 19.8 0.00 0.00 ' 24.6 2.2 0.0 0.0 0.0 1.0 16.4 - 19.4 0.0 19.4 0.00 0.00 24.6 2.7 0.0 0.0 0.0 1.0 16.4 23.4 0.0 23.4 0.00 0.00 30.0 5.2 0.0 0.0 0.0 1.0 16.4 45.0 0.0 45.0 0.00 0.00 35.0 5.1 0.0 0.0 0.0 1.0 16.7 44.3 0.0 44.3 0.00 0.00 40.3 2.6 0.0 0.0 0.0 1.1 17.3 22.7 0.0 22.7 0.00 0.00 - 40.3 2.4 0.0 0.0 0.0 1.1 17.3 20.5 0.0 20.5 0.00 0.00 45.0 4.9 0.0 0.0 0.0 1.1 17.9 42.1 0.0 42.1 0.00 0.00 50.0 , 5.0 0.0 0.0 0.0 1.1 18.4 43.2 0.0 43.2 0.00 0.00 _ 55.0 5.0 0.0 0.0 0.0 1.2 19.0 43.2 0.0 43.2 0.00 0.00 60.0 5.0 0.0 0.0 0.0 1.2 19.4 43.2 0.0 43.2 0.00 0.00 65.0 5.0 0.0 0.0 0.0 1.2 19.9 - 43.2 0.0 43.2 0.00 0.00 70.0 5.0 0.0 0.0 0.0 1.2 20.3 43.2 0.0 43.2 0.00 0.00 75.0 5.0 0.0 0.0 0.0 1.3 20.7 - 43.2 0.0 43.2 0.00 0.00 80.0 2.5 0.0 0.0 0.0 _ 1.3 21.1 - 21.6 0.0 21.6 0.00 0.00 - - - - 0 0 - 0 0.00 0.00 - - - - 0 0 - 0 0.00 0.00 - - - - 0 0 - 0 0.00 0.00 - - - _ - 0 0 - 0 0.00 0.00 - - - - 0 0 - 0 0.00 0.00 - - - - 0 0 , - 0 0.00 0.00 - _ - - - 0 0 - 0 0.00 0.00 - - - - 0 0 - 0 0.00 0.00 - - - - 0 0 - 0 0.00 0.00 - - - - 0 - 0 - 0 0.00 0.00 - - - - 0 0 - - 0 0.00 0.00 - - - - 0 0 - 0 0.00 0.00 - - - - 0 0 - 0 0.00 0.00 - - - - 0 0 - o 0.00 0.00 - - - - - 0 0 - 0 0.00 0.00 - - - - 0 0 - 0 0.00 0.00 - . - - - - 0 0 - 0 0.00 0.00 - - - _ - 0 0 - 0 0.00 0.00 PETERSON STREHLE MARTINSON, INC. Linear Appurtenances Forces Page 5 PETERSON STREHLE MARTINSON, INC. - JOB: CO5316 Waffle Consulting Engineers DATE: Jun 10,2005 BY: rsk 2200 8th Ave Suite 801 Seattle, WA 98121 SUBJECT: Pole Stress Ratios - Load Case 1 RESULTS SUMMARY Office (206) 622 -4580 /Fax (206) 622 - 0422 SITE: PfafIle PR72 Maximum Stress ratio = 0.500 OK 50mph Wind Tip Sway a 0.628 OK MONOPOLE STRESS AND SWAY CALCULATIONS: LOAD CASE 7 100% WIND + 0" ICE Segment Section Section Section ' Appurtenance Loads Axial ' Shear Bending ' Deflection Secondary Total Bending f Axial Combined Allowed Actual I Pole Tip Elevation Area Mod Wt Hord. Vert. Force Force Moment d Moment Moment (f (f,) (F ) Stress Allowable Sway (ft) (in`) {in') (lb) (kips) I (kips) (kips) (kips) (k -ft) (in) (k-ft) (k -ft} (ksi) (ksl} (ksi) (ksi) Stress Ratio (deg) 0 36.1 317.4 0 0.022 10.98 9.46 513.9 0.000 6.7 520.6 19.68 0.30 19.98 40.00 0.500 0.0 5 35.0 298.2 665 0.043 10.30 9.03 487.6 0.062 6.7 474.3 19.09 0.29 19.38 40.00 0.485 0.1 10 33.9 ' 279.6 644 0.043 9.61 8.62 423.5 0.248 6.7 430.2 18.47 0.28 18.75 40.00 0.469 02 15 32.8 261.5 623 0.043 8.94 8.23 381.4 0.555 6.7 , 388.1 17.81 0.27 18.08 40.00 , 0.452 0.4 20 31.6 244.1 603 0.022 8.30 7.84 341.2 0.984 6.7 347.9 17.10 0.26 17.38 40.00 0.434 0.5 20.1 32.4 256.1 12 0.020 8.26 7.83 340.4 0.993 6.6 347.0 16.26 025 16.52 40.00 0.413 0.5 24.58 31.4 240.6 535 0.019 7.71 7.49 306.1 1.478 6.6 312.7 15.60 , 0.25 15.84 , 40.00 0.396 0.6 24.59 25.2 193.6 1 0.023 7.69 7.49 306.0 1.480 6.5 312.6 19.37 0.31 19.68 40.00 0.492 0.6 30 24.2 179.1 500 0.045 7.16 7.09 - 266.6 2.199 6.5 273.1 18.30 0.30 18.59 40.00 0.465 0.7 35 23.3 166.2 445 0.044 6.67 6.73 232.0 3.003 6.4 238.5 17.21 0.29 17.50 40.00 0.438 0.9 40.25 22.4 153.2 450 0.023 6.18 6.36 197.6 3.987 6.3 204.0 15.97 0.28 16.25 40.00 0.406 1.0 40.26 22.9 160.1 1 0.021 6.16 6.36 197.6 3.989 6.2 203.7 15.27 0.27 15.54 - 40.00 0.389 1.0 45 22.1 148.5 399 0.042 5.74 6.02 r 168.2 4.991 6.1 174.4 14.09 0.26 14.35 40.00 0.359 1.1 50 21.2 136.8 405 0.043 5.29 • 5.66 139.0 6.157 6.0 145.0 12.72 0.25 12.97 r 40.00 0.324 1.2 55 20.3 125.6 388 0.043 4.B6 5.31 111.6 7.426 5.7 117.3 1121 0.24 11.45 40.00 0.286 1.3 60 19.4 114.8 ' 372 0.043 4.44 4.96 85.9 8.789 5.5 91.4 9.55 0.23 9.78 40.00 0.245 1.4 65 18.5 104.5 355 0.043 4.05 4.62 r 62.0 10.235 5.2 67.1 7.71 0.22 7.92 40.00 0.198 1.5 70 17.7 94.8 339 0.043 3.66 429 39.7 11.749 4.8 44.5 5.64 0.21 5.85 40.00 0.146 1.6 75 16.8 85.5 322 0.043 3.30 3.97 19.1 13.313 4.4 23.5 3.30 0.20 3.50 40.00 0.087 1.6 80 15.9 76.6 306 3.655 2.950 2.95 3.66 14.905 4.0 4.0 0.63 0.19 0.82 40.00 0.020 1.6 • PETERSON STREHLE MARTINSON, INC. Load Case 1 Page 6 PETERSON STREHLE MARTINSON, INC. J08: CO5316 Waffle Consulting Engineers DATE: Jun 10, 2005 BY: rsk i 2200 6th Ave Suite 801 Seattle, WA 98121 SUBJECT: Pole Stress Ratios - Load Case 2 Office (206) 622 -4580 t F ax (206) 622 -0422 SITE: Pfeifle PR72 RESULTS SUMMARY Maximum Stress ratio = 0.428 OK MONOPOLE STRESS AND SWAY CALCULATIONS: LOAD CASE 2 75% WIND +112" ICE Segment Section Section 'Section Appurtenance Loads ' Axial Shear ` Bending Deflection Secondary Total ' Bending Axial Combined Mowed Actual I ` Elevation Area Mod Wt Horiz. Vert. Force Force Moment d Moment Moment (f ( f.) (F t , t ) Stress Allowable Sway (ft) (in`) (in') (lb) _ (kips) I (kips) (kips) (kips) (k -ft) (In) (k -ft) (k -ft) (ksi) (ksi) (ksi) (ksi) Stress Ratio (deg) 0 36.1 317.4 ' 0 0.022 13.87 7.77 433.3 0.000 7.8 441.1 16.67 0.38 17.06 39.90 ' 0.428 ` 0.0 5 35.0 298.2 778 0.043 13.07 7.44 395.3 0.053 7.8 403.0 16.22 0.37 16.59 39.90 0.416 0.1 10 33.9 279.6 754 0.043 12.27 7.12 358.9 0.209 7,8 366.6 15.74 0.36 16.10 39.90 0.404 0.2 15 32.8 261.5 730 0.043 11.50 6.81 324.0 0.469 7.7 331.8 15.22 0.35 15.58 39.90 0.390 0.3 20 31.6 244.1 705 0.022 10.75 6.52 290.7 0.832 7.7 298.4 14.67 0.34 15.01 39.90 ' 0.376 0.4 20.1 32.4 256.1 14 0.020 10.72 ' 6.51 290.1 0.840 7.7 297.7 13.95 0.33 14.28 39.90 0.358 0.4 . 24.58 31.4 240.6 626 0.019 10.07 6.25 261.5 1.252 7.7 269.1 13.42 0.32 13.74 39.90 0.344 0.5 24.59 25.2 193.6 1 0.023 10.05 6.25 261.4 1.253 7.6 269.0 16.67 0.40 17.07 , 39.90 0.428 0.5 30 24.2 179.1 607 0.045 9.42 5.94 228.5 1.864 7.6 236.0 15.81 0.39 16.20 39.90 0.406 0.6 35 23,3 166.2 540 0.044 8.83 5.66 199.5 2.548 7.5 206.9 14.94 0.36 15.32 39.90 0.384 0.8 40.25 22.4 153.2 546 0.023 8.24 5.37 170.5 3.385 7.4 177.9 13.93 0.37 , 14.30 39.90 0.358 0.9 40.26 22,9 160.1 1 0.021 8.22 - 5.37 170.4 3.387 7.2 177.6 13.32 0.36 13.68 39.90 0.343 0.9 45 22.1 148.5 484 0.042 7.72 5.11 145,6 4.242 7.2 152.8 12.35 0.35 12.70 , 39.90 0.318 1.0 50 21.2 136.8 491 0.043 7.18 4.83 120.8 5.238 7.0 127.8 11.21 0.34 11.55 39.90 0.289 1.1 55 20.3 125.6 471 0.043 6.67 4.55 97.3 6.323 6.8 104.1 9.95 0.33 10.28 39.90 0.258 1.2 60 19.4 114.8 451 0.043 6.17 4.28 75.2 7.491 6.5 81.7 8.54 0.32 8.86 39.90 0.222 1.2 65 18.5 104.5 431 0.043 5.70 4.02 54.5 8.731 6.2 60.7 6.97 0.31 7.27 39.90 0.182 1.3 70 17.7 94.8 411 ' 0.043 5.24 _ 3.76 35.1 10.030 5.9 40.9 5.18 0.30 5.48 39.90 0.137 1.4 75 16.8 85.5 391 0.043 4.81 3.50 ' 16.9 . 11.374 5.5 22.4 3.14 0.29 3.43 39.90 0.086 1.4 80 15.9 76.6 371 3.258 4.395 4.40 3.26 0 12.743 _ 5.1 5.1 0.79 0.28 1.07 39.90 0.027 1.4 PETERSON STREHLE MARTINSON, INC. Load Case 2 Page 7 PETERSON STREHLE MARTINSON, INC. JOB: CO5316 Pfaffle Consulting Engineers DATE Jun 10, 2005 BY: rsk 2200 8t11 Ave Suite 601 Seattle, WA 98121 SUBJECT: All Calculations Office (206) 622 -4580 I Fax (206) 622 -0422 SITE: Pfaffle PR72 Fill Calculations Elevation Area of fill Area OK! (ft) (in2) inside Fill Cak Fall pale WI 80 25.8 305.9 8.4% OK 0 25.8 1017.9 2.5% OK 0 25.8 1017.9 2.5% OK 0 25.8 1017.9 2.5% OK 0 25.8 1017.9 2.5% OK 0 25.8 1017.9 2.5% OK 0 25.8 1017.9 2.5% OK 0 25.8 1017.9 2.5% OK 0 25.8 1017.9 2.5% OK 0 25.8 1017.9 2.5% OK Maximum Fill: 8.4% Maximum Fill < 50%, Amount of Coax O.K. PETERSON STREHLE MARTINSON, INC. Fill Calculation Page 8 PETERSON STREHLE MARTINSON, INC. JOB: CO5316 Pfaftle Consulting Engineers DATE: Jun 10, 2005 BY: rsk 2200 Sixth Avenue, Suite 601 SUBJECT: Foundation Design Per IBC 2003 Seattle, Washington 98121 Office (206)622.4580 /Fax (206) 622-0422 Start Input Data: Table1804.2— ALLOWABLE FOUNDATION AND LATERAL PRESSURE - Allowable Lateral Brg Class of Materials Foundation Depth Lateral Sliding Pressure below N.G Coefficient Resistance (Psf) (psf/ft depth) (psi) "q an" „p "a 1. Massive Crystalline bedrock 12000 1200 0.7 - 2. Sedimentary and foliated rock 4000 400 0.35 - 3. Sandy Gravel and 1 or gravel GW & GP 3000 200 0.35 - 4. Sandy, silty, clayey sand, silty gravel 2000 150 025 and clayey gravel (SW,SP,SM,SC,GM,GC) - 5. Clay, sandy clay,silty clay and clayey 1500 100 - 130 silt (CL,ML,MH and CH) Applied Lateral force P 9460 lbs P Allowable lateral soil- bearing pressure p 412 psf / ft = 2 x pave, (acts over two pier diameters) • Diameter of round post b 5.00 ft Depth of pier L 25.00 ft Dist from ground surface to point "P" h 55.0 ft Trial depth, "d" "d" 12.0 ft — but not greater than 12ft t Top soil layer discarded y 2.0 ft Computations As per 2003 Section 1805.7.2.1 Non(:onstrained 4 ft (top of soil S, = p "d" / 3 1648psf \ _ 1 A = (2.34 P) / (S, b) 2.686 d = (A/2) [1 + (1+ (4.36 x h' / A)) 14.332 ft REQUIRED DEPTH = 16.3 ft Provided Embedment = or > Required depth, Pier O.K. for Lateral Load Maximum Moment in Pier y°= distance to pivot point 2.2961165 ft M= maximum moment in Pier 553700.84 lb-ft 'a J 553.7 kip ft I Computations for Minimum Required Passive Pressure Trial Passive Pressure 89 psf lft Use 2 x Trial Pp (over 2 pier diameters) 178 paf! ft a = "d "/3 4 ft S,= p "d "/3 712 psi A = (2.34 P) / (S, b) 6.218 d = (A/2) [1 + (1+ (4.36 x h' / A)) ^ 23.009 ft b___] Required Depth using trial passive pressure= 25.0 ft Required Passive Pressure for provided depth= 89 psf 1 ft Required Passive Pressure — 43.2% Allowed Passive Pressure PETERSON STREHLE MARTINSON, INC. CONSULTING ENGINEERS Attachment 2 Original Calculations 2200 SIXTH AVENUE SUITE 601 PHONE 206- 622 -4580 SEATTLE, WASHINGTON 98122 FAX 206- 622 -0422 North American Pole Corporation Engineering and Safes office: 5650 North Riverside Drive, Suite 104, Fort Worth, Texas 76137 . P.O. Drawer 79350, Fort Worth, Texas 76179 -0350 Fabrication Plant: 1607 West Commerce Street, Bldg. #105, Dallas, Texas 75208 AT&T WIRELESS PFAFFEL STREET SITE ! TIGARD, OR. 80' MONOPOLE NAPCO JOB NO. 96 -351 NAPCO MONOPOLE SPECIFICATIONS ' NOMINAL POLE HEIGHT 80' -0' CUSOTMER: AT&T WIRELESS TOP OF STEEL ELEV. 84' -0" MARKET: TIGARD. OR. BASIC SHAFT LENGTH 80' -0" P.O NUMBER: SITE NAME /# = PFAFFLE STREET NAPCO JOB #: 96 -351 DESIGN PER EIAJTIA -222 -E & SPRINT MONOPOLE SPECIFICATIONS © FOUNDATION DESIGN © FOUNDATION DRAWING © STRUCTURE DESIGN NAPCO © P.E. STAMP OREGON DESIGN CONDITIONS 90 MPH WIND SPEED © 1/2" ICE © 3 DEGTWIST LIMIT © 3 DEG SWAY LIMIT ■ CONCURRENT FINISH © GALVANIZED • PAINT /GALVANIZED ANCHOR BOLTS / TEMPLATES ■ CAGED © LOOSE EQUIPMENT TOP X LIGHTNING ROD 5' -0" _ X PLATFORM 12' REGULAR X ROTATABLE CANDELABRA ROTATABLE ANTENNAS (12) CELLWAVE PD102201,(3) CELLWAVE PD10041 COLLOCATE DISTANCE FROM TOP PLATFORM [ROTATABLE CANDELABRA LROTATABLE ANTENNAS ❑ MW 1 DIST. FROM TOP MW 1 TYPE ❑ MW 2 DIST. FROM TOP MW2TYPE © ACCESS 1 DIST. FROM BOTTOM SEE CUSTOMER SPEC SHEET ■ BUSS BAR 1 ( cp P R OFF El ACCESS 2 I BUSS BAR DIST. FROM BOTTOM SEE CUSTOMER SPEC SHEET 't�' 1 $ 89 E ' 12 SAFTEY CLIMB KIT L /4 13 HARNESS /BELT �l r r © STEP CLIPS OREGON _ _ .3 L iv 12 STEP BOLTS 'WT. 17. CD I GROUND PADS 4F O L, ROg t% II GROUND LEADS /RODS EXPIRES 12/31/96 * * ** KROLE PROGRAM VEP. 91 * * ** NONLINEAR STEEL POLE ANALYSIS AA 96 - 351 AT&T, 0 80 FT MONOPOLE" (1) POLE HEIGHT : 80.00 FT. YOUNG'S MODULUS : 29000. KSI SHEAR MODULUS : 12000. KSI CRO55 SECTION SHAPE : 12 - S:DED -- VERTICAL COORDINATES Of JOINTS FROM THE TOP- - JOINT NO 1 2 (FT) .00 20.00 - --OGLE SECTION DATA-- - SECTION 1 2 3 X - COOR. a THE BOTT. (FT) 39.750 60.000 80.000 0.0. a THE TOP (IN) 20.000 27.215 30.803 0.D. a THE SO'T (IN) 28.745 32.568 36.211 SECTION LENGTH (FT) 39.750 20.250 20.000 SPLICE LENGTH (FT) .000 4.083 4.583 TOTAL SECTION LENGTH (FT) 39.750 24.333 24.583 PLATE THICKNESS (IN) .25000 .31250 .31250 MIN REQUIRED GRADE (KSI) GRSO GR50 GR5eric, GRADE USED (KSI) TAPER (1X/FT) .220000 .220000 .220000 TANGENT .00916? .009167 .009167 SECTION WEIGHT (LeS) 2627. 2464. 2794. TOTAL WEIGHT (L85) 7885. - - -POLE SECTION PROPERTIES-- - X (FT) O.C.(IN) T (IN) AREA (IN2) W/T Fe(65) Fa(50) F.(36) .00 20.00 .250C 15.90 19.29 65.00 50.00 36.00 5.00 21.10 .2500 16.78 20.47 65.00 50.00 36.00 10.00 22.20 .2500 17.67 21.65 65.00 50.00 36.00 15.00 23.30 .2500 18.56 22.83 65.00 50.00 36.00 20.00 24.40 .2500 19.44 24.01 65.00 50.00 36.00 25.00 25.50 .2500 20,33 25.19 65.00 50.00 36.00 30.00 26.60 .2500 21.21 26.37 65.00 50.00 36.00 35.00 27.70 .2500 22.10 2 65.00 50.00 36.00 � �t�fGO P R . s /0 39.75 28.75 .2500 22.94 28.67 65.00 50.00 36.00 c E �1GiN f f9 op 39.75 28.11 .3125 27.97 22.28 65.00 50.00 36.00 W 18789 P.E. 44.75 29.21 .3125 29.08 23.23 65.00 50.00 36.00 4c r 49.75 30.31 .3125 30.19 24.17 65.00 50.00 36.00 54.75 31.41 .3125 31.29 25.11 65.00 50.00 36.00 OREGON 1 ' 59.75 32.51 .3125 32.40 26.06 65 00 50.00 36.00 LC:6. 11 1° � 60.00 32.57 .3125 32.46 26.10 65.00 50.00 36.00 F° .c CD 31.81 .3125 31.70 25.45 65'.00 50.00 36.00. 65.00 32.91 .3125 32.80 25.40 65.00 50.00 36.00 - 70.00 34.01 .3125 33.91 27.34 65.00 50.00 36.00 EXPIRES 12/31/96 75.00 35.11 .3125 35 02 28.28 65.00 50.00 36.00 80.00 36.21 .3125 36.12 29.23 65.00 50.00 36.00 RESULTS FOR LOADING CASE 1 -- CASE 1. 90 MPH WIND 96-35: AT&T, "80 FT MONOPOLE" (1) Pt.GE DISTRIBUTED LOADS -- ACTOR OR DEAD LOAD IN x- DIRECTION 1.000 . freak WIND PRESSURE IN Y-DIRECTION 41.40 PSf WIND PRESSURE IN '2-DIRECTION .00 PSt LOADS Oh POLE -- FORCES,KIPS MONENTS,FT -kips JOINT X Y Z X Y 2 1 3.220 12.012 .000 .000 .000 .000 *' RESU_TS FROM NONLINEAR ANALYSIS FORCES,KIPS POMENTS,FT -KIPS STRESS, DISPLACEMEsTS. r X,FT X -AXIAL Y-S> 2-SHEAR X-TORQiJE Y- BENDING 2- BENDING KSI X Y I .00 2.335 12.215 .000 .000 .000 .000 -.1 1.051 39.251 .000 5.00 2.597 12.587 .000 .000 .000 - 61.997 -8.542 .892 34.931 .000 10.00 2.892 12.974 .000 .000 .000 - 125.891 - 15.521 .741 30.667 .000 15.00 3.217 13.376 .000 .00C .000 - 191.758 - 21.374 .60 26.573 .000 20.00 3.569 13.793 .000 .000 .000 - 259.675 - 26.325 .476 22.704 .030 20.00 3.559 13.193 .000 .000 .000 - 259.675 - 26.325 .4 7 6 22.704 .-300 25.03 3.947 14.226 _000 .000 .000 - 329.716 - 30.544 .367 19.099 .070 30.00 4.349 14.673 .000 .000 .000 - 401.955 - 34.166 .2 15.788 .000 35.00 4.774 15.134 .000 .000 .000 - 476_466 - 37.297 .201 12.794 .000 39.75 5.199 15.586 .000 .000 .000 - 549.420 - 39.893 .1 ..4 10.256 .000 39.75 5.581 15.602 000 .000 .000 - 549.420 - 33.619 .1.4 10.256 .000 64.75 6.125 16.086 .000 .00C .000 - 628.632 - 35.578 .098 7.894 _000 otin . 49.73 6.694 16.584 .000 .000 .000 - 710.299 - 37.293 .062 5.832 .000 54.75 7.287 17.096 .000 .000 .000 - 794.493 - 38.803 .037 4.074 .000 - 59.75 7 903 17.622 .000 .000 .000 - 881.280 - 40.140 .019 2.620 .000 60.00 7.935 17.648 .000 .000 .000 - 685.689 - 40.203 .018 2.555 .00C 60.00 8 421 17.659 .000 .300 .000 - 885.689 - 42.178 .018 2.555 .000 65.00 9.056 18.180 .000 .000 .000 - 975.2 7 9 - 43.351 .008 1.432 .0500 70.00 9.716 18.714 .000 .000 .000 . - 44.394 .002 .634 .000 75.00 10.399 19.261 .000 .000 .000 - '_162.437 - 45.325 .000 _158 .000 80.00 11.105 19.821 .000 .00C .000 - 4 263.135 -46.162 .000 .000 .0.,3 RESULTS FOR LOADING CASE 2 -- CASE 2. 7P MPN WIND W/ 1/2" ICE f` R � 0 PR 0A- 18789 P.E. 2 OISTRISLTED LOADS -- FACTOR FOR DEAD LOAD IN X- DIRECTION 1.000 NIMD PRESSURE IN Y DIRECTION 31.13 PS 7 'I BIND PRESSURE IN I- DIRECTION .00 PSF �� OREGON ,� 6� LOADS Oh F'OLE le. 17.19a 5 L. R0135`\ FORCES,KIPS MOHENTS,FT -KIPS JOINT x Y z x r EXPIRES 12/31/96 1 3.930 12.117 .000 . .000 .000 .000 RESULTS FROM NONLINEAR ANALYSIS FORCES,KIPS POMENTS,FT -KIPS STRESS, DISPLACEME415.IW X,FT X -AXIAL V- 51-EAR Z - SHEAR K- TORQUE Y - BENDING I- BENDING KSI x Y 1 .00 3.055 12.367 .000 .000 .000 ' .000 -_192 .997 58.151 .O'.1.1 5.00 3.324 12.649 .000 .000 .000 - 62.535 -8.658 .843 43.886 .000 10.00 3.627 12.941 .000 .000 .000 - 126.508 - 15.637 .698 29.718 .000 96 -351 AT&T, "80 FT MONOPOLE" I11 PAGE 3 15.00 3.958 13.243 _000 .000 .000 - 191.966 - 21.437 .565 25.721 .000 AMEN., 20.00 4.317 13.555 .000 .000 .000 - 2 - 26.291 .446 21.948 .000 20.00 4.317 13.555 .000 .000 .000 - 258.958 - 26.291 .446 21.946 .000 25.00 4.700 13.877 .000 .000 .000 - 327.533 - 30.380 .344 18.440 .000 30.00 5.106 14.208 .000 .000 .000 - 397.739 - 33.845 .257 15.223 .000, 35.00 5.534 14.548 .000 .000 .000 - 469.626 - 36.799 .187 12.320 .000 39.75 5.960 14.881 .000 .000 .000 - 539.518 - 39.211 .134 9.864 .000 39.75 6.342 14.896 .000 .000 .000 - 539.518 - 33.044 .134 9.864 .000 44.75 6.886 15.254 .000 .000 .000 - 614.890 - 34.831 .091 7.583 .000 49.75 7.453 15.621 .000 .000 .000 - 692.072 - 36.367 .058 5.595 .000 54.75 8 043 15.997 .000 .000 .000 - 771.113 - 3 .034 3.904 .000 59.75 8.654 - 16.383 .000 .000 .000 - 852.059 - 38.841 .017 2.507 .000 60.00 8.686 16.402 .000 .000 .000 - 856.157 - 38.894 .01 2.445 .000 60.00 9.172 • 16.412 .000 .000 .000 - 856.157 - 40.804 .017 2.445 .000 65.00 9.800 16.792 .000 .000 .000 - 939.163 - 41.779 .007 1.369 .000 70.00 10.450 17.180 .000 .000 .000 - 1024.088 -42.621 .002 .605 .000 75.00 11.122 17.577 .000 .000 .000 - 1110.977 - 43.352 .000 .151 .000 80.00 11.815 17.983 .000 .000 .000 - 1199.874 - 43.989 .000 .000 .000 RESULTS FOR LOADING CASE 3 -- CASE 3. 50 MPH UINC � «, .O PROF, D �r � N C tNt 9 C 4 . 1 ,i 7 F LOADS -- FACTOR FOR DEAD LOAD IN X- DIRECTION 1.000 16789 P.E. p r WINO PRESSURE IN Y 12.78 PSF / ( l At um) PRESSURE IN Z- DIRECTION _00 PSF 4 S OREGON e _ L 0•6. LOADS OA POLE -- lF C T R06E „\5 FORCES,KIPS MOhENTS,FT -KIPS • JOINT x v Z x Y Z EXPIRES 12/31/96 3.220 3.707 .000 .000 .000 .000 RESULTS FROM NONLINEAR ANALYSIS + * * * *r FORCES,KIPS HOMENTS.FT -PIPS STRESS. OISPLACEPSENTS,IN X,FT X -AXIAL Y -SHEAR 2- SHEAR X- TORQUE Y- BENDING Z- BENDING K51 X v Z .00 3.136 3.779 .000 .000 .000 .000 -.197 .100 12.148 .000 5.07 3.412 3.893 .000 .000 .000 -19.179 -2.798 .085 10.800 .000 10.00 3.705 4.013 .000 .000 .000 - 38.942 -4.960 .0 9.481 .000 1 5.00 4.015 4.136 .000 .000 .000 - 59.313 -6.774 .057 8.215 .000 20.00 4.341 4.264 .000 .000 .000 - 8.313 -8.308 .045 7.018 .000 20.00 4.341 4.264 .000 .000 .000 - 80.313 -8.308 .045 7.018 .000 25.00 4.683 4.397 .000 .00C .000 - 101.564 -9,616 .035 5.903 .000 30.00 5.041 4.534 .000 .00C .000 - 124.290 - 10.739 .026 4.879 .000 35.00 5.415 4.675 .000 .000 .000 - 147.312 - 1 .019 3.954 000 39.75 5.785 4.814 .000 .000 .000 - 169.845 - 12.515 .014 3.169 000 39.75 6.167 4.819 .000 .000 .000 - 169.848 - 10.552 .014 3.169 000 44.75 6.658 4.968 .000 .000 .000 - 194.312 -11.161 .009 2.439 .000 49.75 7.169 5.121 .000 .000 .000 - 219.531 - 11.695 .006 1.802 .000 54.75 7.698 5.278 .000 .000 .000 - 245.526 - 12.165 .003 1.259 .000 59.75 8.247 5.440 .000 .000 .000 - 272.319 - 12.583 .007 .8C9 .000 eau 60.00 8.275 5.448 .000 .000 .000 - 273.680 - 12.602 .002 .789 .003 60.00 8.762 5.451 .000 .000 .000 - 273.680 - 13.227 .002 .789 .003 65.00 9.318 5.612 .000 .000 .000 - 301.336 - 13.593 .001 .442 000 70.00 9.595 5.776 .000 .000 .000 - 329.803 - 13.919 .000 .196 .000 75.00 10.490 5.945 .000 .000 .000 - 359.104 - 14.210 .000 .049 .300 80.00 11.105 6.118 .000 .000 .000 - 389.258 - 14.472 .000 .000 .003 46 -35' AT&T. "80 FT MONOPOLE" CO PAGE w•A• SUMMARY OF RESULTS AT TOP AND BOTTOM OF POLE f * ** FCRC£S,KIPS MOMENTS,FT -KIPS STRESS, DISPLACEMEs7:,1' X,.`T X -AXIAL Y -SHEAR i -SHEAR X- TORZtJE Y- 8ENDING 2- BENDING KSI X Y t RESULTS FOR LOADING CASE 1 -- CASE 1. 90 MPH WINC .00 2.335 12.215 .000 .000 .000 .000 -.147 1.051 39.291 .000 80.00 11 05 19.821 .000 .000 .000 - 1260.135 - 44.162 .030 .000 .000 RESULTS FOR LOADING CASE 2 -- CASE 2. 78 MPH WINO W, 1/2" ICE .00 3.055 12.367 .000 .000 .000 .000 -.192 .995 38.151 000 80.00 11.815 17.983 .000 .000 .000 - 1199.874 -43.989 .000 _000 .000 RESULTS FOR LOADINC CASE 3 -- CASE 3. 50 MPH WIND .00 3.136 3.779 .000 .000 .000 .000 -.197 .100 12.148 .000 80.00 11.105 6.118 .000 .000 .000 - 384.258 - 14.472 .000 .000 .000 STRESS ENV_LOPE FOR ANALYSIS OF 80.00 FT, TALL STRUCTURE -- x AT sECTION,LT STRESS,KSI LOAD CASE NUMBER RATIO(6S) RATIO(50; RATIO(36) MIN RECD S CT .00 - . 20 3 0.00 0.00 0.01 6850 t 5.00 -8.66 2 0.13 0.17 0.24 G850 I 10.00 -15.64 2 0.24 0.31 0.43 GR50 1 15 -21.44 2 0.33 0.43 0.60 GR50 20.00 -26.33 1 0.41 0.53 0.73 GR50 1 oilla.. 20.00 -26.33 1 0.4" 0.53 0.73 GRSC " 25.00 -30.54 1 0.47 0.61 0.85 GR50 , 30.00 -34.17 1 0.53 0.68 C.95 GRSO 35.00 -37.30 1 0.57 0.75 1.04 GR50 1 39.75 -39.89 0.6' 0.80 1.11 GR50 1 39.75 -33.62 1 0.52 0.67 0.93 GRSC 2 44.75 - 35.58 1 0.55 0.71 0.99 GR50 2 49.75 -37.29 1 0.57 • 0.75 1.04 GRSO 2 54.75 -38.60 1 0.60 0. ?8 1.08 GR50 2 59.75 -40.14 1 0.62 0.80 1.12 GRSC' 2 60.00 - 40.20 1 0,62 0.80 1.12 GR50 2 60 -42.18 1 0.65 0.84 1.17 GR50 3 65.00 -43.35 1 0.67 0.87 1.20 GRSO 3 7 0.00 -44.39 1 0.68 0.89 1.23 GR50 3 75 -45.32 1 0.70 0.91 1 26 GR50 3 80.00 -46.16 1 0.71 0.92 1.28 GR50 3 cC4% PR Otte s 0.1G(NEF cf'j 18789 P.E. 2 a Gant f olk sr / -96 Fr 17._ lF0 I. R O BED' EXPIRES 12/31/96 4 DESIGN : B[1] BOTT. DIA.: 36.21 Ali = 0.0 MZ = 1260.1 V = 11.1 12 SIDED POLYGON DIST. BETWEEN BOLTS = 16.89 R = 21.50 XI = 1849.0 ZI = 1849.0 BOLT i Rx Rz P e bl b2 b STRESS 1 21.50 0.00 177.22 3.39 14.55 10.29 10.29 46.20 2 15.20 15.20 125.72 2.76 14.55 9.01 9.01 30.38 3 0.00 21.50 1.39 3.39 14.55 10.29 10.29 0.36 Pnax= 177.22 STRESS max = 46.20 8 -183 * 10 -0 A.B'S. * 50 GRADE 75 PL 2.25 * 49 * 4 - SPACED ON 43 IN. BC 4.4 t‘,0 L..oyh 4 p P r R aFFs `s/o 18789 F.E. �► OREGON f _ • q � s ue, rT 17 \ CF O 8� � R 0� EXPIRES 12/31/96 daft. ************************* * * * ****** * ** * * * ** * * * * * * * ** * * ** * PROGRAM LPILE 4.0 for DOS * * (C) COPYRIGHT ENSOFT, INC.. 1995 * * ALL RIGHTS RESERVED * * * * * * Prepared for: * * * LEO ROBERTS. P.E. * * RT. 3, BOX 663 * * OWASSO, OK 74055 * License No. 804 - 061296 * * * * Program to be used only by Licensee * Duplication permitted only for backup copy * * ************************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PROGRAM LPILE Version 4.0 (C) COPYRIGHT 1986, 1987, 1989, 1993 ENSOFT. INC. ALL RIGHTS RESERVED TIGARD OR 80FT POLE 5FT X 25FT SHAFT 2 STRATA UNITS -- ENGLISH UNITS I N P U T I N F O R M A T I O N ** * * * * * ** * * * * * * * * * * * ** * * * * * * * * * ** ` ����EO P R OF Fss /o THE LOADING IS CYCLIC c� 187$9 PE ti NO. OF CYCLES = .10D +02 O R dc�T 17 PILE GEOMETRY AND PROPERTIES ° L. R OO EXPIRES 12/31196 PILE LENGTH = 300.00 IN 2 POINTS X DIAMETER MOMENT OF AREA MODULUS OF INERTIA ELASTICITY IN IN IN * *4 IN * *2 LBS /IN * *2 .00 60.000 .636D +06 .283D +04 .311D +07 300.00 60.000 .636D +06 .283D +04 .311D +07 SOILS INFORMATION X AT THE GROUND SURFACE _ .00 IN SLOPE AT THE GROUND SURFACE _ .00 DEG. 2 LAYER(S) OF SOIL LAYER 1 THE LAYER IS A SILT X AT THE TOP OF THE LAYER = .00 IN X AT THE BOTTOM OF THE LAYER = 264.00 IN MODULUS OF SUBGRADE REACTION = .200D +03 LBS /IN * *3 LAYER 2 THE SOIL IS A SAND - P -Y CRITERIA BY REESE ET AL, 1974 X AT THE TOP OF THE LAYER 264.00 IN X AT THE BOTTOM OF THE LAYER = 300.00 IN MODULUS OF SUBGRADE REACTION = .750D +02 LBS /IN * *3 DISTRIBUTION OF EFFECTIVE UNIT WEIGHT WITH DEPTH 4 POINTS X,IN WEIGHT,LBS /IN * *3 .00 .64D -01 264.00 .64D -01 264.00 .66D -01 300.00 .66D -01 DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH 4 POINTS X,IN C,LBS /IN * *2 PHI,DEGREES E50 .00 .690D +01 30.000 .150D -01 264.00 .690D +01 30.000 .150D -01 264.00 .000D +00 .340D +02 300.00 .000D +00 .340D +02 ��� �p PR OFF ss / O BOUNDARY AND LOADING CONDITIONS 18789 P.E. o l d AP REGON 9 , ` LOADING NUMBER 1 1. Row, BOUNDARY - CONDITION CODE - 1 xPIRES 12/31/96 LATERAL LOAD AT THE PILE HEAD = .196D +05 MOMENT AT THE PILE HEAD = .151D +08 IN -LBS AXIAL LOAD AT THE PILE HEAD = .118D +05 LBS FINITE- DIFFERENCE PARAMETERS NUMBER OF PILE INCREMENTS = 100 _ DEFLECTION TOLERANCE ON DETERMINATION OF CLOSURE = .J.00D -03 IN MAXIMUM NUMBER OF ITERATIONS ALLOWED FOR PILE ANALYSIS = 100 MAXIMUM ALLOWABLE DEFLECTION = .10D +03 IN OUTPUT CODES KOUTPT = 1 KPYOP = 1 INC = 1 DEPTH DIAM PHI GAMMA AVG A B PCT PCD IN IN LBS /IN * *3 300.00 60.00 34.0 .642D -01 .88 .55 .222D +05 .589D +05 Y P IN LBS /IN YK = .269D +00 .000D +00 .000D +00 .833D -01 .202D +04 . 167D +00 .403D +04 .250D +00 .605D +04 . 333D +00 .722D +04 .417D +00 .804D +04 . 500D +00 .877D +04 . 583D +00 .945D +04 . 667D +00 .101D +05 .750D +00 .107D +05 . 833D +00 .112D +05 .917D +00 .117D +05 .100D +01 .122D +05 .225D +01 .196D +05 .623D +02 .196D +05 . 122D+03 .196D+05 E1J PRpF. • 182D +03 .196D +05 tR rs EOMEE4 t 18789 P.E. O U T P U T I N FORMAT 10 OREGON stn ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** fit 7 7 N% <<,c, �• ROBV'' LOADING NUMBER 1 EXPIRES 12/31/96 BOUNDARY CONDITION CODE = I LATERAL LOAD AT THE PILE HEAD = .196D +05 LBS MOMENT AT THE PILE HEAD = .151D +08 IN -LBS AXIAL LOAD AT THE PILE HEAD - .118D +05 LBS X DEFLECTION MOMENT SHEAR SOIL TOTAL FLEXURAL REACTION STRESS RIGIDITY IN IN LBS -IN LBS LBS /IN LBS /IN * *2 LBS -IN * *2 * * * ** * * * * * * * * ** * * * * * * * * ** * * * * * * * * ** * * * * * * * * ** * * * * * * * * ** * * * * * * * * ** .00 .1690 +00 .1510 +08 .1960 +05 .0000 +00 .7170 +03 .198D +13 3.00 .1650 +00 .1520 +08 .1950 +05 - .987D +02 .7200 +03 .198D +13 6.00 .1600 +00 .1520 +08 .190D +05 - .192D +03 .723D +03 .198D +13 9.00 .1550 +00 .153D +08 .1830 +05 - .279D +03 .725D +03 .1980+13 12.00 .150D +00 .1530 +08 .173D +05 - .361D +03 .728D +03 .1980 +13 15.00 .1460 +00 .1540 +08 .162D +05 - .4380 +03 .730D +03 .1980 +13 18.00 .1410 +00 .154D +08 .1470 +05 - .5090 +03 .7330 +03 .1980 +13 21.00 .1370 +00 .1550 +08 .1310 +05 - .5760 +03 .7340 +03 .1980 +13 24.00 .1330 +00 .155D +08 .113D +05 - .637D +03 .7360 +03 .1980 +13 27.00 .1280 +00 .156D +08 .9290 +04 - .6940 +03 .738D +03 .198D +13 30.00 .1240 +00 .1560 +08 .7130 +04 - .7460 +03 .7390 +03 .1980 +13 33.00 .1200+00 .156D +08 .4820 +04 - .793D +03 .740D +03 .198D +13 36.00 .1160 +00 .1560 +08 .2380 +04 - .8360 +03 .7400 +03 .198D +13 39.00 .112D +00 .156D +08 - .1900 +03 - .8750 +03 .740D +03 .1980 +13 42.00 .108D +00 .1560 +08 - .2870 +04 - .9090 +03 .740D +03 .1980 +13 45.00 .104D +00 .1560 +08 - .564D +04 - .940D +03 .740D +03 .1980 +13 48.00 .1010 +00 .1560 +08 - .8500 +04 - .9660 +03 .7390 +03 .1980 +13 51.00 .9690 -01 .155D +08 - .1140 +05 - .9890 +03 .737D +03 .1980 +13 54.00 .9330 -01 .155D +08 - .1440 +05 - .1010 +04 .735D +03 .1980 +13 57.00 .898D -01 .1550 +08 - .1750 +05 - .1020 +04 .733D +03 .1980 +13 60.00 .863D -01 .1540 +08 - .206D +05 - .1040 +04 .7300 +03 .198D +13 63.00 .8290 -01 .153D +08 - .2370 +05 - .1040 +04 .727D +03 .198D +13 66.00 .7950 -01 .153D +08 - .2680 +05 - .105D +04 .724D +03 .198D +13 69.00 .7620-01 .1520 +08 - .3000 +05 - .1050 +04 .7200 +03 .1980 +13 72.00 .730D -01 .1510 +08 - .331D +05 - .1050 +04 .7150 +03 .1980 +13 75.00 .699D -01 .1500 +08 - .3630 +05 - .1050 +04 .7100 +03 .1980 +13 78.00 .668D -01 .149D +08 - .394D +05 - .104D +04 .7050 +03 .1980 +13 81.00 .638D -01 .147D +08 - .4250 +05 - .1030 +04 .6990 +03 .1980 +13 _ 84.00 .609D -01 .1460 +08 - .4560 +05 - .102D +04 .693D +03 .1980 +13 87.00 .5800 -01 .1450 +08 - .487D +05 - .1010 +04 .6860 +03 .1980 +13 90.00 .552D -01 .143D +08 - .517D +05 - .9940 +03 .6790 +03 .1980 +13 93.00 .525D -01 .1420 +08 - .5460 +05 - .9760 +03 .672D +03 .198D +13 96.00 .4980 -01 .140D +08 - .5750 +05 - .9570 +03 .6640 +03 .1980 +13 99.00 .4720 -01 .1380 +08 - .604D +05 - .9350 +03 .6550 +03 .198D +13 102.00 .4470 -01 .136D +08 - .6310 +05 - .9110 +03 .6470 +03 .198D +13 105.00 .422D -01 .134D +08 - .6580 +05 - .886D +03 .638D +03 .198D +13 108.00 .398D -01 .132D +08 - .6840 +05 - .859D +03 .628D +03 .198D +13 111.00 .3740 -01 .1300 +08 - .7100 +05 - .8300 +03 .618D +03 .1980 +13 114.00 .351D -01 .1280 +08 - .7340 +05 - .800D +03 .6080 +03 .198D +13 117.00 .329D -01 .1260 +08 - .7580 +05 - .769D +03 .597D +03 .198D +13 120.00 .307D -01 .1230 +08 - .7800 +05 - .736D +03 .587D +03 .1980 +13 123.00 .2850 -01 .1210 +08 - .8020 +05 - .7020 +03 .575D +03 .1980 +13 126.00 .265D -01 .1190 +08 - .822D +05 - .667D +03 .5640 +03 .1980 +13 129.00 .2440 -01 .1160 +08 - .8420+05 - .6300 +03 .552D +03 .198D +13 132.00 .225D -01 .1140 +08 - .8600 +05 - .593D +03 .540D +03 .198D +13 •135.00 .205D -01 .1110 +08 - .877D +05 - .5550 +03 .5280 +03 .1980 +13 138.00 .187D -01 .108D +08 - .893D +05 - .516D +03 .515D +03 .1980 +13 141.00 .1690 -01 .1060 +08 - .908D +05 - .475D +03 . 5PMM d 3 f . 1980 +13 144.00 .1510 -01 .1030 +08 - .922D +05 - .4350+03 8 !_ FS,•80+13 147.00 .1340 -01 .100D +08 - .934D +05 - .393D +03 4 :1055£e !":D +13 150.00 .117D -01 .973D +07 - .946D +05 - .3510 +03 •3 • . D +13 153.00 .101D -01 .945D +07 - .9550 +05 - .308D +03 500 +:, . , s: /k 3 i E.G. 4;.) ROB V. EXPIRES 12/31/96 156.00 .8470 -02 .916D +07 - .9640 +05 - .264D +03 .436D +03 .198D +13 159.00 .6920 -02 .887D +07 - .9710 +05 - .2200 +03 .422D +03 .1980+13 162.00 .541D -02 .8580 +07 - .977D +05 - .175D +0.3 .4090 +03 .1980 +13 165.00 .394D -02 .8280 +07 - .9820 +05 - .1300 +03 .3950 +03 .198D +13 168.00 .251D -02 .7990 +07 - .9850 +05 - .8440 +02 .3810 +03 .1980 +13 171.00 .112D -02 .769D +07 - .9870 +05 - .3820 +02 .367D +03 .1980 +13 174.00 - .244D -03 .739D +07 - .9870 +05 .8500 +01 .3530 +03 .198D +13 177.00 - .157D -02 .710D +07 - .9860 +05 .556D +02 .339D +03 .198D +13 180.00 - .286D -02 .6800 +07 - .9840 +05 .1030 +03 .325D +03 .1980 +13 183.00 - .4130-02 .651D +07 - .980D +05 .1510 +03 .311D +03 .1980 +13 186.00 - .5360 -02 .6210 +07 - .975D +05 .199D +03 .297D +03 .1980 +13 189.00 - .6570-02 .592D +07 - .9680 +05 .2480 +03 .2830 +03 .1980 +13 192.00 - .7750 -02 .5630 +07 - .9600 +05 .2970 +03 .2700 +03 .198D +13 195.00 - .8900 -02 .5350 +07 - .9500 +05 .347D +03 .2560 +03 .1980 +13 198.00 - .1000 -01 .506D +07 - .9390 +05 .397D +03 .2430 +03 .1980 +13 201.00 - .111D -01 .4780 +07 - .9260+05 .448D +03 .230D +03 .1980 +13 204.00 - .122D -01 .451D +07 - .9120 +05 .4980 +03 .2170 +03 .198D +13 207.00 - .1330-01 .424D +07 - .8970 +05 .550D +03 .2040 +03 .1980 +13 210.00 - .143D -01 .3970 +07 - .879D +05 .602D +03 .191D +03 .1980 +13 213.00 - .153D -01 .3710 +07 - .860D +05 .654D +03 .179D +43 .1980 +13 216.00 - .164D -01 .345D +07 - .840D +05 .7070 +03 .1670 +03 .1980 +13 219.00 - .174D -01 .320D +07 - .818D +05 .7600 +03 .1550+03 .198D +13 222.00 - .183D -01 .296D +07 - .794D +05 .814D +03 .1440 +03 .1980 +13 225.00 - .193D -01 .2730 +07 - .7690 +05 .8680 +03 .1330 +03 .198D +13 228.00 - .202D -01 .2500 +07 - .7420 +05 .9230 +03 .1220 +03 .1980 +13 231.00 - .212D --01 .2280 +07 - .7140 +05 .979D +03 .1120 +03 .198D +13 234.00 - .221D -01 .207D +07 - .6840 +05 .1040 +04 .1020 +03 .1980 +13 237.00 - .2300 -01 .187D +07 - .6520 +05 .1090 +04 .925D +02 .198D +13 240.00 - .240D -01 .168D +07 - .6180 +05 .1150 +04 .8350 +02 .1980 +13 243.00 - .2490 -01 .1500 +07 - .5830 +05 .121D +04 .7500 +02 .1980 +13 246.00 - .2580 -01 .133D +07 - .546D +05 .1270 +04 .6700 +02 .1980 +13 249.00 - .2670 -01 .1170 +07 - .507D +05 .1330 +04 .5950 +02 .198D +13 252.00 - .2750-01 .1030 +07 - .4660 +05 .139D +04 .5270 +02 .198D +13 255.00 - .2840 -01 .895D +06 - .4230 +05 .1450 +04 .4640 +02 .1980 +13 258.00 - .293D -01 .7740 +06 - .379D +05 .1510 +04 .407D +02 .1980 +13 261.00 - .3020 -01 .6670 +06 - .3330 +05 .1580 +04 .3560 +02 .198D +13 264.00 - .3100-01 .5750 +06 - .2990 +05 .668D +03 .3130 +02 .198D +13 267.00 - .3190-01 .4880 +06 - .2790+05 ,6940+03 .2720 +02 .1980 +13 270.00 - .328D -01 .407D +06 - .257D +05 .720D +03 .2340 +02 .1980 +13 273.00 - .337D -01 .3340 +06 - .2350 +05 .7460 +03 .1990 +02 .1980 +13 276.00 - .3450 -01 .266D +06 - .2130 +05 .7730 +03 .167D +02 .1980 +13 279.00 - .3540-01 .206D +06 - .1890 +05 .8000 +03 .1390 +02 .1980 +13 282.00 - .362D -01 .1530 +06 - .165D +05 .828D +03 .114D +02 .198D +13 285.00 - .3710-01 .107D +06 - .1390 +05 .8560 +03 .924D +01 .198D +13 288.00 - .380D -01 .6940 +05 - .1130 +05 .8850 +03 .7450 +01 .1980 +13 291.00 - .388D -01 .3950 +05 - .862D +04 .913D +03 .6040 +01 .1980 +13 294.00 - .397D -01 .1770 +05 - .5830 +04 .943D +03 .501D +01 .1980 +13 297.00 - .4050 -01 .4500 +04 - .296D +04 .972D +03 .4390 +01 .1980 +13 300.00 - .4140 -01 .000D +00 .0000 +00 .1000 +04 .417D +01 .1980 +13 o OUTPUT VERIFICATION �� Or~Fs P d � o P.E. q THE MAXIMUM MOMENT IMBALANCE FOR ANY ELEMENT = 1 181$9 -$fe, J t OREG0 S FF't i i • eF„ t• EXPIRES 12/31 /96 r THE MAX. LATERAL FORCE IMBALANCE FOR ANY ELEMENT = .308D -04 LBS OUTPUT SUMMARY PILE -HEAD DEFLECTION = .169D +00 IN COMPUTED SLOPE AT "PILE HEAD = .162D -02 MAXIMUM BENDING MOMENT = .156D +08 LBS -IN MAXIMUM SHEAR FORCE = - .987D +05 LBS NO. OF ITERATIONS = NO. OF ZERO DEFLECTION POINTS = 1 S U M M A R Y T A B L E * * * * * * * * * * * * * * * * * * * * * * * ** BOUNDARY BOUNDARY AXIAL PILE HEAD MAX. MAX. CONDITION CONDITION LOAD DEFLECTION MOMENT SHEAR BC1 BC2 LBS IN IN -LBS LBS .1960D +05 .1512D +08 .1180D +05 .1694D +00 .1561D +08 - .9873D +05 �� P R OR f s s10 ` 18789 P.E. y LU .. V • i .4 • OREGON .. r --9'7 . `"O L. R(0 EXPIRES 1 2/31196 , • . • ANTENNAS ; TYPE ANTENNA ELEV. LINE (9) CELWAVE P010201 80'-I 1 1 5/8' 8O`�7' 2a. MONOPOLE REACTIONS 3� CELWAVE PD10041 80'-6' 1 5 /8' OVERTURN - 1260.1 FT-K SHEAR -- 19.8K DOWN - 11.8K a a 0 tr- - `46- -_- _ ,. 27.22' 0 GENERAL NOTES: s i 1. MONOPOLE 15 DESIGNED IN ACCORDANCE WITH Ei-222 -E 1. A — ' 40•3' 1 40•3' 28.75 0 FOR 90 MPH. WIt� AT EL 33' W -1/7' RADIAL ICE EEL 01N. 2. MONOPOLE ST. SITE YIELD) - 50 KSL & HOTfD. TO Tr 3. CONNECTION 80115 ME A-325 HIGH STRENGTH SOUS HOT DIP GALVANIZED) Co1ipw w/LDcF( WASHERS AHD NEW HEX MIr. 4. MONOPOLE AND ACCESSORES ME (HOT DIP G4U6NIZED IN ACCORDANCE WITH P51TJ A-123 FOR STRUC111RA .— ASIM A-153 OF ASIN 8-965 CLASS 65 FOR HARDWARE. 5. DESIGN ASSULES ALL TRANSMISSION LINES THROUGH THE 4 INSIDE OF THE MONOPOLE. 24•-7 } - ao.ed $ I . 32.57 0 �/M a0ror "' h �r► t • 11 . '94,0 y � �R60 PROFF a ' 18789 P1. � "A SEE ES AN VIEW E FOUNDATION PL A d , / 9 TYP. ASSEMBLY OREGON PL DWG. EM 36.21 0 4"61 s�r n . "'6 �y � G TI Mtaltar. Ma g k 6 1 -111M - ]�-11 PI I I' ���� EXPG {ES12 /3i19fi m .1.1.= ■■ � NAPCO ��' • ■ (i i MM. STREET STE -TIM. OR. eV IIONOPOIF DRAWN BY BATE JBB1# - A.F. 11 -26 -96 95 -351 RAVINE Na. PORE 196N ND DATE REVISION BY GENERAL N0T 1. CONCRETE TO HAVE 4000 PSI STRENGTH AT 28 DAY CURE. & TO BE INSTALLED PER ACI -318 CODE REQUIREMENTS. 2. REBAR TO BE GRADE 60 WITH ASTM -615 DEFORMATIONS. 3. ALL REINFORCING STEEL TO HAVE MINIMUM OF 3" MONOPOLE REACI1ONS CONCRETE COVER. OV(: RN— 1260.1 FT—K 4. CONCRETE 18.6 Cu YDS. SHEAR— 19.6K 5. SHAFT DESIGNED PER EIA/T1A- 222 —E AND GEOTECHNICAL REPORT MAX. DOWN— 11.8K BY REDMOND & ASSOCIATES PROJECT NO. 110.072.G. 6. CONCRETE TO HAVE A SLUMP OF 5 70 7'. 7. USE 7REMIE IF REQUIRED. DO NOT DROP CONCRETE THRU WATER. TOP ANCHOR BOLT STICK —OUT. 0 LEVEL ANCHOR BOLTS ASTM A815 -87 GR 75 ( l a ti. i s — ,,,. SEE FLANGE DRAWING. FOR DIMENSIONS Ii iiii ir TOP VIEW 1" CHAMFER 5 ,_ D , 0 GRADE � &' (ilk If 'Ill , Ill illI I 1 ) i it 1 BOTTOM TEMPLATE DETAIL 'B Mil Illi _ � DETAIL 'B' 111 -II ' ,=13 0344-48 BARS E5' EQUALLY SPACED irm >�II (22)44 TIES 4?-6 OM. —(4) SPACED AT 8" AT TOP w il " :., ime = ` 1. ' 25' -0' (I8)— EQUALLY SPACED y����p pfiaR fss /o {� .r" uldf 18789 P.E. q i fi( _i ■ Il ltd pt. i II `/� OREGON I _ —f 9 G t r 14-7/8 TYP. 18 SPACES !F L ROBX Q� i ` EXPIRES 12!31/98 MAPCO DRUB SFAFT— PFAFFE. STREET SITE i 80' 110NOPOIE FOlna44110N TIC,AIIQ, OR. C. DRAWN BY PATE JDB>7 I h A.F. 11 1- -25 - 96 95 4� [NBATE.I REVISION f RV A PORNOOFD p s • • 8 - 18,1 x 10 -0 A.B'S GR 75 SPACED ON 43 IN. BC. 100% PEN. • 5/16 80' - MONOPOLE REACTIONS fileAll ` OVERTURN - 128O.1K NG WELD <T YPII:AL) SHEAR 19.8K 2 1 MAX DOWN - 11.8K (SEE CALCS FOR MORE INFTJ) -, 1 • 4 J P L 225 x 49 x 4-1-- a2 (50 kst ED PROF STENCIL MARK FQ• Fs ,c; @F MB �O 1 18789 P.E. CC � // r A' • o w • ALL A.B. HOLES ARE 2-9/16 IN. DIA. `Fp i ' 7. E CD • EXPIRES 12/31/96 NAPCO DEE PLATE- PFAFFEL STREET SSE 60' II POLE FDUNWPI0N -ITEM OR DRAWN BY DATE IJOBit . A.F. 11 -28 -96 95 -351 BR NQ DATE REVISION BY. ""N1 "0 ' PORPLATE P ETERSON STREHLE i"EARTINSON, INC. • CONSULTING ENGINEERS Attachment 3 Soils Report 2200 SIXTH AVENUE SUITE 601 PHONE 206- 622 -4580 SEATTLE, WASHINGTON 98122 FAX 206- 622 -0422 •,, REDMOND & ASSOCIATES }k _ Geotechnical Investigation Proposed Pfaffel Street Cellular Tower Site SW Pfaffel Street and Hall Blvd Tigard (Washington County), Oregon for AT & T Wireless Services Project No. 110.072.G N 7 1996 s I ` Zg REDMOND & ASSOCIATES Project No. 110.072.G Page No. 1 November 7, 1996 Ms. Kathleen Creighton AT & T Wireless Services 1600 SW 4th Avenue Portland, Oregon 97201 Dear Ms. Creighton: Re: Geotechnical Investigation, Proposed Pfaffel Street Cellular Tower Site, SW Pfaffel Street & Hall Blvd Street, Tigard (Washington County), Oregon INTRODUCTION In accordance with the request of Ms. Kathleen Creighton of AT & T Wireless Services, we have completed our geotechnical investigation for the above subject cellular tower project. Our work was performed in general conformance with our verbal discussions with Ms. Creighton on October 22, 1996. Written authorization of our services was provided by Ms. Creighton on October 23, 1996. We understand that present plans are to remove an existing wooden mono -pole cellular tower and replace it with a new mono -pole cellular tower at the site. The tower reportedly will consist of an approximate 80 -feet tall self- support, steel mono-pole tower structure while the existing 12 by 28 feet in size equipment shelter reportedly will stay. The scope of work for this investigation included the drilling of one (1) exploratory test boring near the existing /proposed tower location on October 25, 1996 (see Site Vicinity Map, Figure No. 1). The test boring was drilled utilizing truck mounted, solid flight, hollow -stem auger drilling equipment. The results of our investigation, including design and construction recommendations for the project, are summarized within this report. SITE CONDITIONS The subject tower site is located just south of SW Pfaffel Street and east of SW Hall Blvd and Hwy 217 at the existing Pfaffel Street cellular tower site in the city of Tigard (Washington County), Oregon (see Site Vicinity Map, Figure No. 1). The tower area is presently improved and consists of an approximate triangular shaped cell site. Topographically, the site is relatively flat -lying to gently sloping down to the west and is estimated at about Elevation 225 feet. Surface vegetation at the tower site generally consists of a few trees near the perimeter of the fenced cell site. P.O: Box 301545 • Portland, OR 97294 • Phone: 252 -6882 • Fax: 252 -6414 Project No. 110.072.G Page No. 2 The subsurface soil conditions at the site consist of catastrophic flood silts and sands of Pleistocene age. Specifically, these subsurface materials were found to consist of an upper unit of stiff to very stiff, sandy, clayey silt to a depth of about 22.0 feet beneath existing site grades. These clayey silt soils are best characterized by relatively low to moderate strength and compressibility. The clayey silt soils were intum underlain by medium dense, slightly clayey, silty fine sand to the maximum depth explored of about 30 feet beneath existing site grades. These silty fine sand soil materials are best characterized by relatively moderate strength and low to moderate compressibility. Groundwater, in the form of seepage, was encountered within the exploratory boring at the time of drilling at a depth of about 13 feet. Topsoil materials were generally not encountered at the site due to the presence of about 12 inches of aggregate base rock. All soils were classified in accordance with the Unified Soil Classification System (USCS) which is outlined on Figure No. 3. CONCLUSIONS AND RECOMMENDATIONS Based on the results of our field explorations, the tower site was found to be generally underlain by catastrophic flood deposits of Pleistocene age. These subsurface materials were found to be stiff to very stiff, sandy, clayey silt soils within the upper 22.0 feet followed by medium dense, slightly clayey, silty fine sand to the maximum depth explored of 30 feet. As noted above, groundwater, in the form of seepage, was encountered at the time of our field exploration work and is expected to be a factor during construction. In this regard, we are of the opinion that the site is suitable for the planned new self-support steel mono -pole tower structure provided that the following recommendations are incorporated into the design and construction of the project. In general, we are of the opinion that excavations for the mono-pole tower structure will encounter only moderately hard drilling conditions within the stiff to very stiff and medium dense clayey silt and silty fine sand soil deposits. Additionally, due to the cohesive nature of the subsurface soils at the site, we anticipate that an open drilled shaft excavation for the mono -pole tower structure will generally not encounter significant caving and /or sloughing conditions of the excavation under short-term conditions. However, due to the anticipation of some minor groundwater seepage at the site, some minorcaving and /or sloughing may occur. In this regard, we envision that the drilled shaft excavation will most likely not require the use of casing to maintain stability of the open excavation. The following soil strength parameters may be used for foundation design purposes: Medium brown, sandy, clayey SILT (ML); Allowable bearing pressure: 2,500 psf (above 2.0 feet) 3,500 psf (below 4.0 feet) Allowable lateral bearing pressure: 200 psf/ft Soil unit weight (moist): 110 pcf Angle of internal friction (drained): 30 degrees Cohesion (undrained): 1,000 psf Coefficient of friction: • 0.30 Passive earth pressure: 2 psf Adhesion of concrete to soil (ultimate): 750 psf • • REDMOND & ASSOCIATES Project No. 110.072.G Page No. 3 Olive -brown to orangish- brown, slightly clayey, silty fine SAND (SM); Allowable bearing pressure: 4,500 psf Allowable lateral bearing pressure: 300 psfift Soil unit weight (moist): 115 pcf Angle of internal friction (drained): 34 degrees Cohesion (undrained): 200 psf Coefficient of friction: 0.35 Passive earth pressure: 300 psf Adhesion of concrete to soil (ultimate): 1,000 psf Note: Allowable bearing pressures may be increased by one-third for short -term wind or seismic loads. For conventional (lightly loaded) shallow foundations with at least 18 inches of embedment, such as those required for an equipment shelter, we recommend that an allowable contact bearing pressure on the order of 2,500 psf be used for design where foundations are supported by the native, stiff clayey silt subgrade materials. A coefficient of friction between the clayey silt subgrade and footing elements of 0.30 is recommended. Settlements of foundations, for both the tower and any equipment shelter, designed and constructed in accordance with the above recommendations are expected to be less than 1/2 -inch. Site preparation is anticipated to consist generally of the excavation and drilling of a new mono- pole tower foundation shaft. Where structural fills are required, we recommend that structural fills be compacted to at least 92 percent of the ASTM D -1557 test procedures. Additionally, the on- site clayey silt subgrade materials are considered unsuitable for use /reuse as fill materials unless they are free of rock fragments in excess of about 8 inches and near optimum moisture content at the time of compaction. - CLOSURE The services performed by the geotechnical engineer for this project have been conducted with that level of care and skill ordinarily exercised by members of the profession currently practicing in this area under similar budget and time restraints. No warranty, either expressed or implied, is made. We will be pleased to provide such additional assistance or information as you may require in the balance of the design phase of this project and to aid in construction control or solution of unforeseen conditions which may arise during the construction period. Sincerely, r 6040:-/.64ANQ N - Daniel M. Redmond, P.E. 164, . 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BEAVERTON QUADRANGLE OREGON— WASHINGTON CO. 7.5 MINUTE SERIES (TOPOGRAPHIC) NE:4 BEAVERTON 15 QUADRANGLE SCALE 1:24 000 1 - 0 1 MILE I •-_ -r ---- -t +--- 1000 0 1000 2000 3000 4000 5000 6000 7000 FEET I--, ..— H t h----- f 1 .5 0 1 KILOMETER 1---g 1.1 ,---{ b-1 1,-..-i , 1 CONTOUR INTERVAL 10 FEET NATIONAL GEODETIC VERTICAL DATUM OF 1929 SITE VICINITY MAP PFAFFEL STREET CELL SITE 1 F I�UreNO. 1 Project No, 110.072.G I' a I + - -- F:»io p NI ' �. �- - _ - t om _ __ tti ` ` � �: j � f :_ _. 9 . `_ ;1'_ 1. —s / a � — I q; 7., . . - ,. \ 1 T om } .-- -; - :, \ _ T [—.... -: � _.. :_iii. :4 _-_-, - - I -I 1 'J� '. -- : ,•\ i.' _ gip. 'Y'.s' - . ;'� 8 ,',: ~ \\�. • �% ` ' '`. A ti 1 .. \ ` \ � ` , ' ; \C ; 4-, > _, / 2 �. ....„ , ` _ ` • . - - mss. ._I t . � k., o '� i .� ••,,,,, . �:; o' h \ t e• -4 3 0 •,'• y • ‘ II L I q o D iv""_' s` r�a�_ .,, .•: j'j•. : •: , :ii rf r,,, I , \ t o tio. -. N �. ` '44 ' � l � ,' / — T om ' : � SIT PLA ' •,. N:••••••, it — - • — — :..,.. 1- i 1 • i ii ,, , \ \ s N ., s . . ... ...,.:,....... ,....... .., ....., ......•..,. . , .,. 1 . \ S' LF ;/l '-I .a- _ _ I, 6 No Scale C 1 3 Legend to B -1 Indicates approximate location of exploratory drilled boring . • r PRIMARY DIVISIONS GROU SECONDARY DIVISIONS CLEAN Well graded gravels, gravel -sand mixtures, little or no GRAVELS GW fines. Q GRAVELS MORE THAN HALF (LESS THAN GP P �no f gra ed gravels or gravel -sand mixtures. little or O Q N OF COARSE 5% FINES) V) 2 6 FRACTION IS GRAVEL GM Silty gravels, gravel- sand -silt mixtures, non - plastic fines. d u_ Z w LARGER THAN WITH Z C N NO 4 SIEVE FINES GC Clayey gravels, gravel- sand -clay mixtures, plastic lines. w CD I ¢ w SANDS SANDS SW Well graded sands, gravelly sands, little or no fines. w • Q 0 N MORE THAN HALF C LESS THAN SP Poorly graded sands or gravelly sands, little or no fines. Q ' O COARSE 5% FINES) O cc to FRACTION IS SANDS SM Silty sands, sand -silt mixtures, non - plastic fines. o SMALLER THAN WITH "---' 2 NO. 4 SIEVE FINES SC Clayey sands, sand -clay mixtures, plastic fines. w Inor a s and very f sands, rock our, silty N W N SILTS AND CLAYS ML c�ayey nic fine ilts sands or clayey silts with slig plastici or ...1 O inorganic clays of low to medium plasticity, gravelly 0 J < > L LIMIT IS CL clays, sandy clays, silty clays, lean clays. o = , , r w n LESS THAN 50% I. Organic silts and organic silty clays of tow plasticity. Z Z o g il a N SILTS AND CLAYS MH Inorganic sills, micaceous or diatomaceous fine sandy or silly soils, elastic silts. O w o Q z LIQUID LIMIT IS CH Inorganic clays of high plasticity. fat clays. = GREATER THAN 50% H OH Organic clays of medium to high plasticity, organic silts. HIGHLY ORGANIC SOILS Pt Peat and other highly organic soils - DEFINITION OF TERMS U.S. STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPENINGS 200 40 10 4 3/4" 3" t2" SAND GRAVEL SILTS AND CLAYS COBBLES BOULDERS - FINE MEDIUM COARSE FINE COARSE GRAIN SIZES SANDS ‘GRAVELS AND BLOWS /FOOT CLAYS AND STRENGT BLOWS /FOOT NON-PLASTIC SILTS PLASTIC SILTS • VERY LOOSE 0 - 4 VERY SOFT 0 - 1/4 0 - 2 SOFT 1/4 - 1/2 2 - 4 LOOSE 4 - 10 FIRM 1/2 - 1 4 - 8 • MEDIUM DENSE 10 - 30 STIFF 1 - 2 8 - 16 DENSE 30 - 50 VERY STIFF 2 - 4 16 - 32 VERY DENSE OVER 50 HARD OVER 4 OVER 32 RELATIVE DENSITY CONSISTENCY t Number of blows of 140 pound hammer falling 30 inches to drive a 2 inch O.D. 0 inch 1.D.) split spoon CASTM 0- 1586). •Unconfined compressive strength in tons /sq. ft. as determined by laboratory testing or approximated by the standard penetration test CASTM 0 - 1586), pocket penetrometer. torvane, or visual observation. KEY TO EXPLORATORY BORING LOGS Unified Soil Classification S em CASTM D -2487) REDMOND & ASSOCLA►TI:S PFAFFLE STREET CELL SITE P.O. Box 301545 ® Portland, OR 97230 Tigard, Oregon PROJECT NO. DATE Figure 3 • . 110.072.G Nov. 7 1996 DRILLING COMPANY: Crisman Drilling RIG: GTE 55 DATE: 10/25/96 BORING DIAMETER: 6.0" DRIVE WEIGHT: 140# DROP: 30" ELEVATION: w wre y z z SOIL DESCRIPTION y w CI) 3 a Illi s v' 1 r 2 BORING NO. 1 W a a-3 cc 2O H - . 0 m 0 m O U -O ■1 1 GM FILL: Gray, damp, moderately compacted, silty, 1 ` sandy GRAVEL (Aggregate base rock) ■ 1 ML NATIVE GRCXJND: Medium brown, very moist, stiff to 1 • very stiff, sandy, clayey SILT ' x 1119 26.4 1 s 1 1 1 1 I Becomes very moist to wet 1 I x 1113 33.8 1 10 1 1 1 1 1 1 Encontered groundwater seepage at 13 feet 1 x 1118 27.1 1 15 1 1 1 1 I 1 1 Becomes light olive -brown 1 20 x 1112 23.7 1 1 1 1 1 1 SM Olive - brown, moist to very moist, medium dense, 1 0 silty, fine SAND 1 x 11 12 19.8 1 25 1 1 Becomes orange to reddish brown 1 1 1 1. II Total Depth = 30.0 feet 1 x 17 18.9 / Groundwater seepage encountered at 13 feet 30 BORING LOG l PROJECT NO. 110.072.6 I PFAFFLE STREET MIT, SITE fFIGURENO. 4 REDMOND & ASSOCIATES tl A UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 422 -72) U. 5 STANDARD SIEVE SIZES 7 6 3 2 1 3'4 1/3 1/4 4 1 10 16 20 30 : S060 60 100 700 325 �����` 0 100 �rsms�l l ∎ter ∎rr mrr. •mr+��a.- ,.=•war.•r��� . fit!rINsaEMIfl MIIMINNIa6raarINIIIMMI- fa•aIM=MMI IM aa•Milai7•.MINIM l_lwwIEMwSrIlINIMMNWMr∎ ---- -_as.b :IMMOwMBIMlI»l1■1s0•1•11-s f� r 111OMM II �VI� r iMlI_ t0 90 a�f1om1A S— r a .w�aa,sa:lal� � n s, a���lr rr_arw _ _ r el0aa lMP11111 ��ar —�wa�� s _ii ras>imilliatarIMEre — ___ ^�aaa 20 a��RS�— ∎aa — it ♦isral�lm t• all. EO __ar_>•a_ r Sara 7�11•MM� i r aamarsras— •�rr al �taasr•rr �aa -- __ aas�rl•a_- �•a�awa•laaara �rr' 30 • ma �� 6 . ∎ e m e a�� • s � fls• �.•�•r••�.r_rs�rar■∎•w Garr 70 �awrama•m iiIar ----- way — - - - _ _ __ R i a�•� �aa�as�a —� ___ s�__,.r r_wssrsr - -- <C d C. 1n r r 211%. eiaa �aaa=�aaa r•s��� ? w 6 C rrr+M�rr.irr��• — _rwr•s ^s�rasaamr�� < al ____ aa _--a lr— ra•MIN•__ �•�r�_ . r ataiRi��aaaa� �r --sash —a NMI isl•�>! . 2 so O= MMI•rr��/aa�s�Mr�• _._•_ l� • ∎11 l{t�t• 1MEO =ya�� SO hi aa�aa ••∎• � ra , lw a —s a — rri�Mtolaras•a alaaWs•a�r�w•as �_aaal_ ■ 2 e fi _i_w __��a•sair�RMINII a a�� i <C �a rar as psi - t_ a sp. +ar ar m J. srra rs r i_aa�___a__�_a� � � .. a_a�R— l��l - -- s s♦r, ■ saver •r ���i 1 70 ara ir-- ■laar� t_wlarraari ---- i 30 MINI ■S •sa_ ena •a_r�r•aa•wa�r•�— srrr�trwr.kw� a �••r ema •arala••aa -a --teal -- aaaraNn>•a a=a1MINMr •smisa imams= aw•— �r�Eram•a—raar srlrrssaso - - -. — aaral_arr EO as aw_s�wsi ..svma��laMw .._rn•s_a_•a - . ssm.rwa��a 20 arasrr rara ---- rw s— �r.s�asrawrrsrrr�arraMr� � a_altr!MIIII •�aw�� _ _____a � ara aartaar� — 1 r� _A�_r_r��M,_ w i 90 a raw. os�r m sr : �Mra�rra r,� �>�aala �__saar•�� elli rrr_.ar�s _mI_ C ss a�s� aka .- - - - -a•�s • r __a_r ------ � M __r _____ arsrr _ rrlraar •ir�aalmMrcmlrma ime•A aaralsrlram a wilmE w•�.raw�+ �. -- - � ■ 0 seawalls'' • l•Ira1 arstruarusnrarart laraar... .11 rr• urrsa rssairrrrsrmanrre.>/arrsslarrrr m��s!r• .001 t00 100 50 10.0 5.0 1.0 0.5 0.1 .05 PARTICLE SIZE IN MILLIMETERS GRAVEL SANG S I L7 ANC CLAY COBBLES COARSE 1 .1 NE COARSE MEDIUM 1 =I NE UNIFIED KEY BORING SAMPLE ELEV. SOIL SAMPLE DESCRIPTION SYMBOL NO. DEPTH (feet) CLASSIFICATION (feet) SYMBOL -E)_ B_1 9 ML Medium brown, sandy, clayey SILT $- B -1 24.5 SM orangish brown, silty, fine SAND • GRADATION TEST DATA REDMOND & ASSOCIATES PFD STREET CELL SITE P.O. Box 301545 • Portland, OR 97230 Tigard, Oregon PROJECT NO. DATE FIGURE 5 • 110.072.G Nov. 7, 1996 4r a t &t ;�% CT OF TIGARD -.; , p 4 Your world. Delivered. Approved Y pP C I �'r Conditional / I , - PROJECT CONSULTANTS See Letter to: Follow ' tr Your world. Delivered. A .`hem _� Permit ber _ t GoodmanNetworks .rte' i:�s Ad. . /P w By s':Zi' Date: '` 27 PLANS PREPARED BY PFAFFLE C CORNE RINO,I NE .s o,r EEar�o. 8530 SW PFAFFLE STREET OFFICE COPY 16928 WOODINVILLE- REDMOND RD NE, SUITE 210 WOODINVILLE, WA 98072 TIGARD OR 97223 PHONE 425 487 1732 FAX 425 487 1734 EMAIL cei @cornerstone- engrwm WWW CORNERSTONE -ENGR COM WASHINGTON COUNTY =PROJECT INFO PROPRIETARY INFORMATION PR72 PR72 THE INFORMATION CONTAINED IN THIS SET OF CONSTRUCTION DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN THAT WHICH RELATES TO AT &T PFAFFLE WIRELESS, LLC SERVICES IS STRICTLY PROHIBITED 8530 SW PFAFFLE STREET TIGARD, OR 97223 VICINITY MAP GENERAL LOCATION MAP PROJECT INFORMATION DRAWING INDEX WASHINGTON COUNTY % -- fl _V1 II II n - .._;4 �_. 1 -.-"1 ° _ _______1,---- 1 DESCRIPTION - • �� , ,�,d, J3 AT &T MOBILITY CORPORATION DONALD M SCHAEFER / NO m I Al a �� " / _ CONSTRUCTION \‘'—'1- 3 - 1r if 1622 N E 72nd WAY, RTC 3 MICHAEL MUNCH �+� T -1 TITLE SHEET a a a� A IDb �t c .. -0 " Po^ P 0 BO 97061 18655 NORTHEAST .; $ y F sin... ` i44••••••• � rua•4+ REDMOND, WA 98052 CHEHALEM DRIVE 0-1 GENERAL NOTES �REV'�DATE ISSUED FOR' BY . ; .,s.sw.0 9w - . s (L_E, _& = - : _A,,- s - N , ;,__i ..,,,I. - L / 1 _j- ' ''- -- -- : - + -'L. i N NEWBERG, OR 97132 A -1 SITE PLAN �`•' ll I L C� i tt �� � c L , ) I PROJECT ENGINEER: (503) 227 -4515 A -1 1 EXISTING &PROPOSED ENLARGED SITE PLANS r l 'i � t; J 11 (r" I R I I �'j 1 , , d' V .. h' ' • -- -- I ` r CORNERSTONE ENGINEERING, INC A -1 2 EXISTING & PROPOSED SHELTER PLANS l 7. varnntw. . 4 ' " • M " hr' I(� I r, ,, , ,._ J - - - J ., ,_ 16928 WOODINVILLE- REDMOND RD N E SUITE 210 A -2 EXISTING &PROPOSED SOUTHWEST ELEVATIONS < • 1 +.- ^�� -- e II I �- a PROJECT MANAGER ! ; I { tl �� d 3 1 , -T,-, c , o < C/ x• e WOODINVILLE WA 98072 A -3 DETAIL SHEET ��"°:.--A... s " n " ";! I , (- I 1 =G' e i`"� ' .• MARK W OLSON, P E. WENDY LONG A -3 1 DETAIL SHEET ', _s, `, ) l l I °{ srsnm. _ '� = '& �L _ �� ‹. -% , I / S I I E i s PH (425) 487 -1732 (206) 321 -1116 . 1 Y ^ & ,. •F'` I q ,„, .., RF -1 EXISTING & PROPOSED ANTENNA PLANS ..,'``-s-7,--_,11,9 _ 5 - ,..., e FA X. (425) 487 -1734 wlong @goodmannetworks com F � l - (� 1 ,- - +'' -- ,r, ,, o'` • `" "f •- - ' -� —'�- E -1 SCHEMATIC GROUNDING PLAN Qp 03 -10 -11 CONSTRUCTION JRS 1 7T - '= , - ,g +� ,I 1 CONSTRUCTION MANAGER c.J J ,I 9 $ '-':\. 4 t� i “---- �� "? y m PROJECT CONSULTANTS: TAI IRISH E -2 GROUNDING DETAILS 14 1 1 - 1� { . I/ E_9 - i ` y . ' . % , ( 1 / . h f S � cw, „....- GOO DMAN NETWORKS 1 —�* c. F r 972 259 -0373 01 -26 -11 CLIENT REVIEW BMH 4 - -SITE LO .\ \ SITE LOCATION 9 , l I , "----' ,,, -.44, 4 iA. a..em 8815 122ND AVE. NE ( ' r DRAWNBY CHK APV C� . -2-'10--,,--1 .. sve,njw; � ' rr - y KIRKLAWA 93 tl' •J 1 i - .i, 1 f I I #- - _ m^�S I I 4,s- a. , ab 1! I & BM JRF MWO I , .: - "�, � 1 te ` + f �� e reae.� -v -- f• J.• - - + _ i �_ CODE INFORMATION G EORGE PIERCE : : i 206 CURRENT ISSUE DATE • \�, s L ZO NING CLASSIFICATION. R -25 ( ) 406 -5117 I .'S - , ‘, — 1 / f gpierce @rykaconsulting corn N.,,, , -- u �J'� r ■ p coeP,. BUILDING CODE IBC 2009 C 03 -10 -11 % . ^. 1•. L .4' / _,��� \°^ �\ CI . ) . 1 .6 -T * "" 4 - {- • / r 1 R, f ""' '� ' CONSTRUCTION TYPE TELECOMMUNICATIONS PERMITTING: OCCUPANCY' UNOCCUPIED ' GEORGE PIERCE - LICENSURE JURISDICTION CITY OF TIGARD (206) 406 -5117 O PRpF DRIVING DIRECTIONS PROPOSED BUILDING USE TEL gpierce@rykaconsultrng corn e .� LNG I NE,,, F .. FROM AT &T MOBILITY IN REDMOND GOING TOWARD NE 73RD WAY TURN RIGHT ON NE 73RD WA TURN LEFT ON 163RD PL NE TURN LEFT ON NE 74TH ST RF ENGINEER vc 74 :PE r TURN RIGHT ON BEAR CREEK PKY TURN LEFT ON LEARY WAY NE TAKE RAMP ONTO WA -520 W TOWARD SEATTLE TAKE THE RENTON EXIT ONTO 1-405 S SITE LOCATION' (BASED ON NAD 83) KUNG -LIANG LIN /" /` CONTINUE ON WA -518 W TAKE THE PORTLAND EXIT ONTO 1 -5 S. TAKE EXIT #294/TIGARD /NEWBERG CONTINUE ON SW BARBUR BLVD (OR -99W CONTINUE LATITUDE 45° 26'16 29” N (45 43786) (425) 698 -7825 // a TO FOLLOW OR -99W BEAR RIGHT ON SW PFAFFLE S LONGITUDE 122° 45 53 43" W ( -122 76484) ORE ARRIVE AT 8530 SW PFAFFLE ST, TIGARD, ON THE LEFT PARCEL NUMBER �y e, 2 O / TOP OF STRUCTURE: ±80 (MONOPOLE) 1S135DA01000 R" W O ∎'� . J (( BASE OF STRUCTURE. 0' -0" AMSL (ASSUMED) R275099 (EXPIRATION DATE 12/31/1 PROJECT AREA: AREA OF PARCEL: LEGAL DESCRIPTION = DRAWING INFORMATION 319 SQ FT. 10,019 SQ FT DO NOT SCALE DRAWINGS CONTRACTOR MUST VERIFY APPROVAL / SIGN OFF OF DRAWINGS GENERAL INFORMATION' (0 23 ACRES) a S NO TIT PORT PROVIDED ALL DIMENSIONS ANNA ALL PREVIOUS CONSULTANTS S FT ANY ? Y n '+ t ALL AND OMISSIONS ALL PREVIOUS SISSUES OF THIS . 1. PARKING REQUIREMENTS ARE UNCHANGED NEW IMPERVIOUS AREA`` • ; ',pp4 DRAWING ARE SUPERSEDED BY THE LATEST REVISION Le CONSULTANT GROUP SIGN OFF DATE INITIAL AND PRINT NAME AT &T SIGN OFF DATE INITIAL AND PRINT NAME (NON ASSIGNED TECH PARKING) 0 SQ FT L e l ' ,L 1 9 y d THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS #" IS PROPRIETARY BY NATURE ANY USE OR DISCLOSURE 2 TRAFFIC IS UNAFFECTED :• OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS LANDLORD'S REPRESENTATIVE RF ENGINEER 3. NO SIGNAGE IS PROPOSED. IS ,) 1 2 .011 STRICTLY PROHIBITED (� sr )( 1 I ' - DRAWING TITLE: CONSTRUCTION COORDINATOR INTERCONNECT r` PROJECT MANAGER OPERATIONS PROJECT DESCRIPTION: + : . � u iip � SDT S' p "' TITLE SHEET SITE ACQUISITION COMPLIANCE TELECOMMUNICATIONS FACILITY, CONSISTING OF THE REMOVAL OF (3) ANTENNAS, NO , {, Cr V' ni ® « ° ADDITION OF (3) NEW PANEL ANTENNAS (1 PER SECTOR), (6) REMOTE RADIO HEAD I� ) ® 1 @ I AUG 2 3 LU I) TO THIS PROPOSAL IS FOR THE MOD OF AN EXISTING UNMANNED DRAWING NUMBER ZONING CONSTRUCTION MANAGER AND (1) SURGE SUPPRESSION DISTRIBUTION UNIT NEAR ANTENNAS ON AN EXISTIN MONOPOLE, ALSO ADD A DC CONVERTER, RAYCAP SURGE SUPPRESSOR, 9926 BBU AND �� TO�nrj® CONSTRUCTION MANAGER PROJECT MANAGER EXCESS CABLE TRAY INSIDE A NEW LTE 19" RACK MOUNTED INSIDE AN EXISTING 1 EQUIPMENT SHELTER, ALSO ADD A NEW LTE GPS ANTENNA TO AN EXISTING ICE BRIDGE 1 I I� REVIEWERS SHALL CLEARLY PLACE INITIALS ADJACENT TO POST AND A GENERATOR RECEPTACLE TO REPLACE THE EXISTING. BUILDING Dl1�1�� EACH REDLINE NOTE AS DRAWINGS ARE BEING REVIEWED CEI JOB NUMBER 10 -69486 GENERAL NOTES: GENERAL NOTES (CONT'D): STRUCTURAL STEEL NOTES: SYMBOLS AND ABBREVIATIONS 1 DRAWINGS ARE NOT TO BE SCALED, WRITTEN DIMENSIONS TAKE PRECEDENCE, THIS 24 IN THE CASE OF ROOFTOP SOLUTIONS WITH THE INSTALLATION OF ANTENNAS WITHIN 1 SHOP DRAWINGS FOR STRUCTURAL STEEL SHALL BE SUBMITTED TO THE CONSULTANT A/C AIR CONDITIONING LBS POUNDS SET OF DOCUMENTS IS INTENDED TO BE USED FOR DIAGRAMMATIC PURPOSES ONLY, CONCEALED (SHROUDED) SUPPORT FRAMES OR TRIPODS. THE GENERAL CONTRACTOR SHALL FOR REVIEW PRIOR TO FABRICATION AGL ABOVE GRADE LEVEL MAX MAXIMUM 4111.111 UNLESS NOTED OTHERWISE THE GENERAL CONTRACTORS SCOPE OF WORK SHALL COORDINATE WITH THE FRP DESIGNER /FABRICATOR TO ENSURE THAT THE FINAL FRP SHROUD IS APPROX APPROXIMATELY MECH MECHANICAL INCLUDE FURNISHING ALL MATERIALS, EQUIPMENT, LABOR, AND ANY REQUIREMENTS SIMULATING (IN APPEARANCE) DESIGNATED EXISTING EXTERIOR BUILDING FACADE MATERIALS, 2 STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION (INCLUDING FIELD WELDING MTL METAL DEEMED NECESSARY TO COMPLETE PROJECT AS DESCRIBED IN THE DRAWINGS AND TEXTURES, AND COLORS THE CONTRACTOR SHALL FURTHERMORE ENSURE THE USE OF HIGH STRENGTH FIELD BOLTING, EXPANSION BOLTS, AND THREADED EXPANSION BLDG BUILDING MFR MANUFACTURE a t OWNER'S PROJECT MANUAL COUNTERSUNK FASTENERS IN ALL FRP CONSTRUCTION WHEN PHOTO SIMULATIONS ARE ANCHORS) SHALL BE BASED ON THE A I S C "SPECIFICATION FOR THE DESIGN, BLK BLOCKING MGR MANAGER 7L1 PROVIDED, THE CONTRACTOR SHALL ENSURE THAT FINAL CONSTRUCTION REPRESENTS WHAT IS FABRICATION. AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" LATEST EDITION MIN MINIMUM • 2 PRIOR TO THE SUBMISSION OF BIDS, CONTRACTORS INVOLVED SHALL VISIT THE JOB INDICATED IN THE PHOTO SIMULATIONS SHOP DRAWINGS SHALL BE PROVIDED TO THE GENERAL SUPERVISION SHALL BE IN ACCORDANCE WITH IBC 2009 CHAPTER 22, BY A QUALIFIED CLG CEILING MISC MISCELLANEOUS ' � Your world. Delivered. SITE TO FAMILIARIZE THEMSELVES WITH ALL CONDITIONS AFFECTING THE PROPOSED CONTRACTOR. CONSTRUCTION COORDINATOR, AND ARCHITECT PRIOR TO FABRICATION AND TESTING AGENCY DESIGNATED BY THE CONSULTANT THE CONSULTANT SHALL BE CLR CLEAR PROJECT CONTRACTORS SHALL VISIT THE CONSTRUCTION SITE WITH THE CONSTRUCTION FURNISHED WITH A COPY OF ALL INSPECTION REPORTS AND TEST RESULTS CONC CONCRETE NA NOT APPLICABLE CONSTRUCTION /CONTRACT DOCUMENTS TO VERIFY FIELD CONDITIONS AND CONFIRM CONST CONSTRUCTION NIC NOT IN CONTRACT THAT THE PROJECT WILL BE ACCOMPLISHED AS SHOWN PRIOR TO PROCEEDING 25 IN THE CASE OF ROOFTOP SOLUTIONS FOR EQUIPMENT AND /OR ANTENNA FRAMES WHERE 3 STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS CONT CONTINUOUS NS NEAR SIDE WITH CONSTRUCTION, ANY ERRORS, OMISSIONS. OR DISCREPANCIES SHALL BE ANCHORING TO A CONCRETE ROOF SLAB IS REQUIRED, CONTRACTORS SHALL CONFIRM (PRIOR NTS NOT TO SCALE '• PROJECT CONSULTANTS BROUGHT TO THE ATTENTION OF THE ARCHITECT/ENGINEER VERBALLY AND IN TO SUBMITTING BID) WITH CONSULTING CONSTRUCTION COORDINATOR AND ARCHITECT THE TYPE OF MEMBER DBL DOUBLE WRITING PRESENCE OF POST TENSION TENDONS WITHIN THE ROOF SLAB - RESULTING FROM AN DIA DIAMETER OC ON CENTER UNDOCUMENTED DESIGN CHANGE IN THE EXISTING BUILDING "AS -BUILT DRAWING SET " - HAVING A WIDE FLANGE SHAPE ASTM A992, Fy 50 KSI DIAG DIAGONAL OD OUTSIDE DIAMETER 3 THE ARCHITECTS/ENGINEERS HAVE MADE EVERY EFFORT TO SET FORTH IN THE INDICATED AN ORIGINAL DESIGN SOLUTION OF REINFORCED CONCRETE W/ EMBEDDED STEEL B OTHER SHAPE, PLATES AND ROD ASTM A36. Fy 36 KSI DN DOWN Goodman Networks CONSTRUCTION AND CONTRACT DOCUMENTS THE COMPLETE SCOPE OF WORK REBAR IN THE EVENT POST TENSION SLAB SOLUTION IS PRESENT, CONTRACTOR SHALL INCLUDE C PIPE COLUMNS ASTM A53, Fy 35 KSI DET DETAIL PLYWD PLYWOOD CONTRACTORS BIDDING THE JOB ARE NEVERTHELESS CAUTIONED THAT MINOR PROVISIONS FOR X -RAY PROCEDURES (INCLUDED IN BID) FOR ALL PENETRATION AREAS WHERE D STRUCTURAL TUBING ASTM A500, Fy 46 KSI DWG DRAWING PROJ PROJECT OMISSIONS OR ERRORS IN THE DRAWINGS AND OR SPECIFICATIONS SHALL NOT ANCHORING OCCURS E ANCHOR BOLTS ASTM A307 PROP PROPERTY EXCUSE SAID CONTRACTOR FROM COMPLETING THE PROJECT AND IMPROVEMENTS F CONNECTION BOLTS ASTM A325 TWIST -OFF -TYPE EA EACH PT PRESSURE TREATED IN ACCORDANCE WITH THE INTENT OF THESE DOCUMENTS THE BIDDER SHALL BEAR 26 GENERAL & SUB CONTRACTORS SHALL USE STAINLESS STEEL METAL LOCKING TIES FOR ALL EL ELEVATION REQ REQUIRED THE RESPONSIBILITY OF NOTIFYING (IN WRITING) THE ARCHITECT/ENGINEER OF ANY CABLE TRAY TIE DOWNS AND ALL OTHER GENERAL TIE DOWNS (WHERE APPLICABLE) PLASTIC ZIP 4 ALL MATERIAL TO BE HOT DIPPED GALVANIZED AFTER FABRICATION PER Al23/Al23M -00 ELEC ELECTRICAL RM ROOM , — PLANS PREPARED BY. CONFLICTS, ERRORS, OR OMISSIONS PRIOR TO SUBMISSION OF CONTRACTOR'S TIES SHALL NOT BE PERMITTED FOR USE ON AT &T PROJECTS RECOMMENED MANUFACTURER EQ EQUAL RO ROUGH OPENING PROPOSAL IN THE EVENT OF DISCREPANCIES THE CONTRACTOR SHALL PRICE THE SHALL BE PANDUIT CORP METAL LOCKING TIES MODEL NO MLT4S -CP UNDER SERIES-304 (OR 5 ALL WELDING SHALL BE IN CONFORMANCE WITH A I S I AND AWS STANDARDS AND SHALL EQUIP EQUIPMENT MORE COSTLY OR EXTENSIVE WORK, UNLESS DIRECTED OTHERWISE EQUAL) PANDUIT PRODUCT DISTRIBUTED BY TRIARC OF TACOMA, WA BE PERFORMED BY W A B 0 CERTIFIED WELDERS USING E70 XX ELECTRODES ONLY EXT EXTERIOR SHT SHEET CCORNEFI57"ONE PREQUALIFIED WELDS (AS DEFINED BY AWS) SHALL BE USED WELDING OF GRADE 60 SIM SIMILAR �® roINEERINO, INC 4 THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE PROJECT DESCRIBED IN THE REINFORCING BARS (IF REQUIRED) SHALL BE PERFORMED USING LOW HYDROGEN FIN FINISH SPEC SPECIFICATION CONTRACT DOCUMENTS THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ELECTRODES WELDING OF GRADE 40 REINFORCING BARS (IF REQUIRED) SHALL BE FLUOR FLUORESCENT SF SQUARE FOOT ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PERFORMED USING E70 XX ELECTRODES WELDING WITHIN 4" OF COLD BENDS IN FLR FLOOR SS STAINLESS STEEL 16928 WOODINVILLE - REDMOND RD NE, SUITE 210 PROCEDURES FOR COORDINATING ALL PORTIONS OF THE WORK UNDER THE REINFORCING STEEL IS NOT PERMITTED SEE REINFORCING NOTE FOR MATERIAL FS FAR SIDE STL STEEL WOODINVILLE, WA 98072 CONTRACT DESIGN CRITERIA: REQUIREMENTS OF W ELDED BARS FT FOOT STRUCT STRUCTURAL STD STUD PHONE 425 487 1732 FAX 425 487 1734 EMAIL cei @cornerstone-engrwm 5 THE CONTRACTOR SHALL INSTALL ALL EQUIPMENT AND MATERIALS ACCORDING TO 6 COLD - FORMED STEEL FRAMING MEMBERS SHALL BE OF THE SHAPE, SIZE, AND GAGE GA GAUGE SUSP SUSPENDED MANUFACTURER'SNENDOR'S SPECIFICATIONS UNLESS NOTED OTHERWISE OR 1 THE STRUCTURAL DESIGN OF THIS PROJECT IS IN ACCORDANCE WITH THE WWW CORNERSTONE -ENGR COM SHOWN ON THE PLANS PROVIDE MINIMUM SECTION PROPERTIES INDICATED ALL GALV GALVANIZED WHERE LOCAL CODES OR ORDINANCES TAKE PRECEDENCE INTERNATIONAL BUILDING CODE 2009 WITH OREGON STATE BUILDING CODE COLD - FORMED STEEL FRAMING SHALL CONFORM TO THE A I S I "SPECIFICATION FOR THE GC GENERAL CONTRACTOR THRU THROUGH AMENDMENTS (IBC 2009 DESIGN OF COLD - FORMED STEEL STRUCTURAL MEMBERS" GRND GROUND TNNG TINNED PROJECT INFO 6 ALL WORK PERFORMED ON THE PROJECT AND MATERIALS INSTALLED SHALL BE IN GYP BD GYPSUM WALL BOARD TYP TYPICAL 2 DESIGN LOADS 7 BOLTED CONNECTIONS SHALL USE BEARING TYPE ASTM A325 BOLTS (3/4" DIA ) AND SHALL PR72 STRICT ACCORDANCE WITH ALL APPLICABLE CODES, REGULATIONS, AND DESIGN DATA FOR CITY OF TIGARD. OR ORDINANCES CONTRACTOR SHALL GIVE ALL NOTICES AND COMPLY WITH ALL LAWS, HAVE A MINIMUM OF TWO BOLTS UNLESS NOTED OTHERWISE HORZ HORIZONTAL UNO UNLESS NOTED ORDINANCES, RULES, REGULATIONS AND LAWFUL ORDERS OF ANY PUBLIC HR HOUR OTHERWISE AUTHORITY, MUNICIPAL AND UTILITY COMPANY SPECIFICATIONS. AND LOCAL AND -ROOF SNOW LOAD N/A (NOT A ROOFTOP SOLUTION) 8 NON - STRUCTURAL CONNECTIONS FOR STEEL GRATING MAY USE 5/8' DIA ASTM A307 HT HEIGHT PFAFFLE -BASIC WIND SPEED STATE JURISDICTIONAL CODES BEARING ON THE PERFORMANCE OF THE WORK BOLTS UNLESS NOTED OTHERWISE HVAC HEATING VERT VERTICAL 94 5 MPH (3 SEC GUST) VENTILATION VIF VERIFY IN FIELD 7 GENERAL CONTRACTOR SHALL PROVIDE. AT THE PROJECT SITE, A FULL SET OF 9 ALL STEEL WORK SHALL BE PAINTED IN ACCORDANCE WITH THE DESIGN & AIR CONDITIONING -WIND EXPOSURE B C ONSTRUCTION SPECIFICATION A I N ACCORDANCE WITH ASTM A36 UNLESS NOTED W/ WITH CONSTRUCTION DOCUMENTS UPDATED WITH THE LATEST REVISIONS AND ADDENDA OR CLARIFICATIONS FOR USE BY ALL PERSONNEL INVOLVED WITH THE PROJECT OTHERWISE ID NSIDE DIAMETER W/O WITHOUT 8530 SW PFAFFLE STREET THIS SET IS A VALID CONTRACT DOCUMENT ONLY IF THE TITLE SHEET IS STAMPED IN NCH WP WATER PROOF TIGARD, OR 97223 FOR CONSTRUCTION" AND EACH SUCCESSIVE SHEET BEARS THE ARCHITECTS 10 ALL WELDS TO BE 1/4" FILLET UNLESS NOTED OTHERWISE INFO NFORMATION SIGNED WET STAMP INSUL NSULATION WASHINGTON COUNTY 11 TOUCH UP ALL FIELD DRILLING AND WELDING WITH 2 COATS OF GALVACON (ZINC RICH INT NTERIOR 8 THE STRUCTURAL COMPONENTS OF ADJACENT CONSTRUCTION OR FACILITIES ARE PAINT) OR APPROVED EQUAL IBC NTER NATIONAL - ISSUED FOR NOT TO BE ALTERED BY THIS CONSTRUCTION PROJECT UNLESS NOTED OTHERWISE BUILDING CODE 9 SEAL ALL PENETRATIONS THROUGH FIRE -RATED AREAS WITH U L LISTED OR FIRE CONCRETE NOTES: — T T — TELEPHONE [ REV CONSTRUCTIO MARSHALL APPROVED MATERIALS IF APPLICABLE TO THIS FACILITY AND OR PROJECT 1 ALL CONCRETE CONSTRUCTION SHALL BE IN ACCORDANCE V'ITH ACI -3t8 P— POWER SITE TOWER /POLE NOTES: GROUND WIRE 2 CONCRETE SHALL BE MIXED PROPORTIONED CONVEYED AND PLACED IN ACCORDANCE — COAX COAX COAXIAL CABLE = DATE — ISSUED FOR. BY 10 CONTRACTOR TO PROVIDE A PORTABLE FIRE EXTINGUISHER WITH A RATING OF NOT WITH CHAPTER 190E THE 18C 2009 STRENGTHS AT 28 DAYS AND MIX CRITERIA SHALL 1 VERIFICATION THAT THE PROPOSED TOWER /POLE CAN SUPPORT THE PROPOSED ANTENNA LESS THAN 2 -A OR 2 -A10BC WITHIN 75 FEET TRAVEL DISTANCE TO ALL PORTIONS OF BE AS FOLLOWS LOADING IS TO BE DONE BY OTHERS 4 ANTENNA PROJECT AREA DURING CONSTRUCTION TYPE OF CONSTRUCTION 28 DAY STRENGTHS W/C MINIMUM CEMENT 2 PROVIDE SUPPORTS FOR THE ANTENNA COAX CABLES TO THE ELEVATION OF ALL INITIAL AND CENTERLINE 11 CONTRACTOR SHALL MAKE NECESSARY PROVISIONS TO PROTECT EXISTING (fc) RATIO CONTENT FUTURE ANTENNAS ANTENNA COAX CABLES ARE TO BE SUPPORTED AND RESTRAINED AT THE IMPROVEMENTS, EASEMENTS, PAVING, CURBING, ETC DURING CONSTRUCTION SLABS ON GRADE PER CUBIC YARD CENTERS SUITABLE TO THE MANUFACTURERS REQUIREMENTS (E) EXISTING UPON COMPLETION OF WORK, CONTRACTOR SHALL REPAIR ANY DAMAGE THAT MAY TOPPING SLABS HAVE OCCURRED DUE TO CONSTRUCTION ON OR ABOUT THE PROPERT CONCRETE PIERS 2,400 PSI U 45 5 1/2 SACKS DETAIL NUMBER 12 CONTRACTOR SHALL KEEP GENERAL WORK AREA CLEAN AND HAZARD FREE DURING ABBREVIATED ROOF TOP SAFETY PROCEDURES x SHEET NUMBER CONSTRUCTION AND DISPOSE OF ALL DIRT, DEBRIS, AND RUBBISH CONTRACTOR B ALL STRUCTURAL CONCRETE 4 000 PSI '_ 45 6 1/2 SACKS SHALL REMOVE EQUIPMENT NOT SPECIFIED AS REMAINING ON THE PROPERTY OR EXCEPT WALLS (WHEN APPLICABLE): PREMISES SITE SHALL BE LEFT IN CLEAN CONDITION AND FREE FROM PAINT SPOTS, C CONCRETE WALLS 4 000 PSI E. 45 6 1/2 SACKS Q 03-1 0-11 CONSTRUCTION JRS DUST OR SMUDGES OF ANY NATURE (AS PER "ACCIDENT PREVENTION PROGRAM'- BY PERMISSION OF WREN CONSTRUCTION, SPECIAL INSPECTIONS: INC - 03/01/99) SPECIAL INSPECTIONS IN ACCORDANCE WITH IBC 2009 SECTION 1704 L 01 -26 -11 CLIENT REVIEW BMH 13 THE GENERAL CONTRACTOR SHALL RECEIVE WRITTEN AUTHORIZATION TO PROCEED CEMENT SHALL BE ASTM C150, PORTLAND CEMENT TYPE II U N O WITH CONSTRUCTION PRIOR TO STARTING WORK ON ANY ITEM NOT CLEARLY FALL PROTECTION METHODS AND EQUIPMENT DRAWN BY — CHK . APV. DEFINED BY THE CONSTRUCTION DRAWINGS /CONTRACT DOCUMENTS 3 THE GENERAL CONTRACTOR SHALL SUPERVISE AND BE RESPONSIBLE FOR THE ROOF TOP INSTALLATIONS SOILS /GEOTECHNICAL r METHODS AND PROCEDURES OF CONCRETE PLACEMENT ['SHORING INSTALLATION AND MONITORING I OF AN UNPROTECTED ROOF EDGE, BMH I JRF I MWO 14 THE CONTRACTOR SHALL PERFORM WORK DURING OWNER S PREFERRED HOURS TO 1 FOR WORK IS BEING PERFORMED WITHIN 25' ❑OBSERVE AND MONITOR EXCAVATION AVOID DISTURBING NORMAL BUSINESS 4 ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE THE CONSTRUCTION SUPERVISOR SHALL DESIGNATE A TRAINED SAFETY MONITOR AIR - ENTRAINED WITH AN AIR - ENTRAINING AGENT CONFORMING TO ASTM C260, C484, TO OBSERVE THE MOVEMENTS AND ACTIVITIES OF THE CONSTRUCTION ['VERIFY SOIL BEARING psf BEARING CURRENT ISSUE DATE 15 THE CONTRACTOR SHALL PROVIDE AT&T WIRELESS, LLC PROPER INSURANCE C618, C989 AND C1017 TOTAL AIR CONTENT SHALL BE IN ACCORDANCE WITH TABLE WORKERS OSUBSURFACE DRAINAGE PLACEMENT CERTIFICATES NAMING AT &T WIRELESS, LLC AS ADDITIONAL INSURED AND AT &T 1904 2 1 OF THE IBC 2009 OVERIFY FILL MATERIAL AND COMP ACTION WIRELESS LLC PROOF OF LICENSE(S) AND PE & PD INSURANCE 2 SAFETY MONITOR SHALL WARN CONSTRUCTION WORKERS OF HAZARDS (I E 03 -10 -11 ❑VERIFY CONDITIONS AS ANTICIPATED 5 REINFORCING STEEL SHALL CONFORM TO ASTM A675 (INCLUDING SUPPLEMENT 51), BACKING UP TOWARD A ROOF EDGE, ETC ) OR UNSAFE ACTIVITIES THE SAFETY 16 CONTRACTOR SHALL BE RESPONSIBLE FOR SCHEDULING AND COORDINATING ALL GRADE 60, fy= 60,000 PSI EXCEPTIONS ANY BARS SPECIFICALLY SO NOTED ON THE MONITOR MUST BE ON THE SAME ROOF AND WITHIN VISUAL AND VERBAL ❑PILE PLACEMENT (AUGER CAST /DRIVEN PILE) [LICEN S URE, INSPECTIONS DRAWINGS SHALL BE GRADE 40, fy= 40,000 PSI GRADE 60 REINFORCING BARS INDICATED DISTANCE OF THE CONSTRUCTION WORKERS ['OTHER 17 CAUTION' CALL BEFORE YOU DIG' BURIED UTILITIES EXIST IN THE AREA AND UTILITY ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A706 REINFORCING D P ROF F INFORMATION SHOWN MAY NOT BE COMPLETE CONTACT THE THE AREA UTILITY COMPLYING WITH ASTM 5615(51) MAY BE WELDED ONLY IF MATERIAL PROPERTY 3 CONSTRUCTION INVOLVING WORKERS TO APPROACH WITHIN 6' OR LESS OF AN REINFORCED CONCRETE y ' c G I NE � REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN UNPROTECTED ROOF EDGE, REQUIRES WORKERS TO USE SAFETY LINE ❑REINF STEEL AND CONCRETE PLACEMENT e e LOCATE SERVICE A MINIMUM OF 48 HOURS PRIOR TO CONSTRUCTION 1- 800 -024 -5555 A W S 014 ARE SUBMITTED ❑PRESTRESSED /PRECAST CONCRETE FABRICATION AND ERECTION . 745: •E 18 CONTRACTOR TO DOCUMENT ALL WORK PERFORMED WITH PHOTOGRAPHS AND 4 SAFETY LINE SHALL BE MINIMUM W DIAMETER NYLON, WITH A NOMiNALTENSILE Aril REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN STRENGTH OF 5400 LBS SUBMIT TO AT&T WIRELESS, LLC ALONG WITH REDLINED CONSTRUCTION SET ❑SHOTCRETE OBATCH PLANT INSPECTION ACCORDANCE WITH AC1 315 AND 318 LAP ALL CONTINUOUS REINFORCEMENT AT LEAST = S 19 CONTRACTOR TO DOCUMENT ALL CHANGES MADE IN THE FIELD BY MARKING UP 30 BAR DIAMETERS OR A MINIMUM OF 2' -0" PROVIDE CORNER BARS AT ALL WALL AND 5 SAFETY LINE SHALL BE ATTACHED TO A SUBSTANTIAL MEMBER OF THE OGROUTING i 0 - EGO • (REDLINING R TO DOCUM CONSTRUCTION SET AND HE FIELD MAR N UP FOOTING INTERSECTIONS LAP CORNER BARS AT LEAST 30 BAR DIAMETERS OR A STRUCTURE DOTHER .q , o . 2 O MINIMUM OF 2' -0" LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SET TO AT &T WIRELESS, LLC UPON COMPLETION SIDES AND ENDS 6 SAFETY LINE LENGTH SHALL BE SET ALLOWING CONSTRUCTION WORKER TO STRUCTURAL STEEL W O pia it REACH EDGE OF ROOF, BUT NOT BEYOND 20 FOR COLLOCATION SITES CONTACT TOWER OWNER REPRESENTATIVE FOR 7 WELDED WIRE FABRIC SHALL CONFORM TO ASTM A -185 ❑FABRICATION AND SHOP WELDS !EXPIRATION DATE 12/31/12 I PARTICIPATION IN BID WALK 7 SAFETY BELTS SHALL BE WORN BY ALL CONSTRUCTION WORKERS ['ERECTION AND FIELD WELDS AND BOLTING 8 SPIRAL REINFORCEMENT SHALL BE PLAIN WIRE CONFORMING TO ASTM A615, GRADE 80, ❑OTHER — DRAWING INFORMATION 21 GENERAL CONTRACTOR IS TO COORDINATE ALL POWER INSTALLATION WITH POWER (y= 60,000 PSI 8 MONTHLY SAFETY INSPECTION AND MAINTENANCE OF THE FALL PROTECTION COMPANY AS REQUIRED CONTRACTOR TO REPORT POWER INSTALLATION EQUIPMENT SHALL OCCUR BY THE SAFETY COMMITTEE REPRESENTATIVES, DO NOT SCALE DRAWINGS CONTRACTOR MUST VERIFY COORDINATION SOLUTION(S) TO NETWORK CARRIER REPRESENTATIVE, PROJECT 9 NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT INCLUDING ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY CONSTRUCTION MANAGER AND ARCHITEC UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE CONSULTANT STRUCTURAL ALUMINUM ERRORS AND OMISSIONS ALL PREVIOUS ISSUES OF THIS ,w INSPECTION OF CONSTRUCTION AREA FOR HAZARDS ❑FABRICATION AND SHOP WELDS DRAWING ARE SUPERSEDED BY THE LATEST REVISION 22 ANY SUBSTITUTIONS OF MATERIALS AND /OR EQUIPMENT, MUST BE APPROVED BY 10 CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS USE OF AN INSPECTION CHECKLIST ❑ERECTION AND FIELD WELDS AND BOLTING THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS AT &T CONSTRUCTION MANAGER INTERVIEWING COWORKERS REGARDING SAFETY CONCERNS ❑OTHER IS PROPRIETARY BY NATURE ANY USE OR DISCLOSURE - FOOTINGS AND OTHER UNFORMED REPORTING AND DOCUMENTING ANY HAZARDS OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS 23 IN THE CASE OF ROOFTOP SOLUTIONS FOR EQUIPMENT AND /OR ANTENNA FRAMES SURFACES, EARTH FACE 3" REPORTING HAZARDS TO THE SAFETY COMMITTEE FOR CONSIDERATION STRICTLY PROHIBITED WHERE PENETRATION OF EXISTING ROOFING MATERIALS OCCUR, THE GENERAL POSTING RESULTS OF INSPECTION AND ANY ACTION TAKEN I: CONTRACTOR SHALL COORDINATE WITH BUILDING OWNER AND BUILDING ROOFING - FORMED SURFACES EXPOSED RECEIVING AN UNBIASED REVIEW OF ONE'S OWN WORK AREA BY ANOTHER STRUCTURAL MASONRY DRAWING TITLE: CONTRACTOR OF RECORD FOR INSTALLATION, PATCH, REPAIR OR ANY TO EARTH OR WEATHER (N6 BARS OR LARGER) 2" COWORKER SAFETY REPRESENTATIVE OCONTINUOUS AUGMENTATION TO THE ROOF, AND HAVE THE WORK GUARANTEED UNDER THE (#5 BARS OR SMALLER) 1 1/2" OPERIODIC ROOFING CONTRACTOR'S WARRANTY FOR MOISTURE PENETRATION OR AND OTHER REFER TO ROOFTOP WORK AREA SAFETY PROTOCOL GENERAL NOTES FUTURE BREACH OF ROOFING INTEGRITY - SLABS AND WALLS (INTERIOR FACE) NATIONAL ASSOCIATION OF TOWER ERECTORS 2000 PUBLICATION ❑ 3/4' 11 BARS SHALL BE SUPPORTED ON CHAIRS OR DOBIE BRICKS REFERENCED OSHA REGULATION /STANDARDS SHALL BE REVIEWED BY TOWERERECTORS, OTHER, DRAWING NUMBER EQUIPMENT INSTALLERS, AND TOWER/ROOF TOP CONTRACTORS/SUBCONTRACTORS 12 ANCHOR BOLTS TO CONFORM TO ASTM A307 29 CFR 1926 500 - SCOPE, APPLICATION, AND DEFINITIONS 29 CFR 1926 501 - DUTY TO HAVE FALL PROTECTION ANCHORING TO CONCRETE A 13 NON - SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND 19 CFR 1826 502 -FALL PROTECTION SYSTEMS CRITERIA AND PRACTICES / - SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S ❑BOLTS INSTALLED IN CONCRETE V _ P 0 UBLISHED RECOMMENDATIONS GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE OPOST-INSTALLATION ADHESIVE ANCHORS MATERIAL ON WHICH IT IS PLACED (3000 PSI MINIMUM) ❑POST - INSTALLATION MECHANICAL ANCHORS 14 ALL EXPANSION ANCHORS TO BE HILT! BRAND ADHESIVE ANCHORS REQUIRE TESTING CEI JOB NUMBER' 10 -69486 TO CONFIRM CAPACITY UNLESS WAIVED BY ENGINEER - THIS IS NOT A SURVEY ALL INFORMAL ION AND TRUE NOR I H HAVE — FR I I I AND ARE APPRD ROX IM ATE T EXISTING DRAWINGS ----d at &t AND R APPIM &t � � Your world. Delivered. SW PFAFFLE STREET - PROJECT CONSULTANTS SITE ACCESS GoodmanNetworks Ate., _ ` ■ r _ PLANS PREPARED BY • N - - - - - - - - - - - - - - ( —• OFINE VONE ENGINEERING. INC. I \ / I _ _ (E) PROPERTY LINE _ 16928 WOODWVILLE- REDMOND RD NE, SUITE 210 — — — — I �s — - t ` '� E SITE WOODINVILLE, WA 98 r, ( ) PHONE 425 487 1732 FAX 425 487 1734 (E) t80' -0" TALL I j� ACCESS GATES EMAIL cel @cornerstonen9rcom MONOPOLE J � y WWWCORNERSTONE- ENGRCOM I h _ '-'-• , > � _ PROJECT INFO ? s I d� x ti x o' °- x o (E) TREE (TYP) I r I ) ✓-'`, I I I I I i l l l l l I+ PR72 TL: 1100 `--_L - I / = PFAFFLE I !; >/ . z _ - , y / = � f � ., � I, "L,. 1 1 1 1 1 1 1 I t • *r�^ %� � � (E) ASPHALT - C / --\ 8530 SW PFAFFLE STREET { j TIGARD, OR 97223 (' +` %���Jt� �N z 3rw;• � ` x `--' WASHINGTON COUNTY CC I • h- t.• '� , i I ,' (E) BUILDING — ISSUED FOR O I � l � / � a If w CONSTRUCTION w I K • • > ~ + -REV: =DATE — ISSUED FOR BY 1,7 • d �. N O ♦ 0 N I // n • CL i'M 1 1 1 1 1 1 1 1 1 D- • / 11111I111111111111 W ti/ _ J '" • m N TL: 1000 A -z I 10,019 SO FT 11111111111111111111Y J I 0 23 ACRES ' l • I Qp 03 -10 -11 CONSTRUCTION JRS \' ,, ./ • � , 01 -26 -11 CLIENT REVIEW BMH q \ � _ (E) AT &T SH ELTER EQUIPMENT - DRAWN BY =CHK APV ri N. [ BMH I JRF I MWO ■ - l ■ -,`7i' j' ? \ (E) CHAINLINK FENCE CURRENT ISSUE DATE W/ BARB WIRE � - (E) ASPHALT PARKING AREA 03-10-11 N 1 N, _LICENSURE ��c f - - < _ _ � C _ eD PROF 4/\ y mo t', c/ I O� (J 74538 , ,i gil \ I ` '� ■ \ (E) PROPERTY LINE o� 'EXPIRATION DATE 12/31/121 ° � , ,_, ` v o =DRAWING INFORMATION - N I ;/ s' , DO NOT SCALE DRAWINGS CONTRACTOR MUST VERIFY w N 1 � ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ( 0 S . PREVIOUS ; 1 DRAWING ARE AND SUPERSEDED OMISSIONSALL BY THE LATEST REVISION OF THIS \ ` � C THE INF CONTAINED IN THIS SET OF ISSUES DOCUMENTS \ \ '� G I IS PROPRIETARY BY NATURE ANY USE OR DISCLOSURE OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS I � J d y L N S � ' � STRICTLY PROHIBITED l. I /G1�'L� \ TL: 1200 ''''''N,,_.,..,.1- ` -,. 1 TL: 400 - DRAWING TITLE N N s" .( �� � p �P� 'A, �l'.-'''',. SITE PLAN �L N \ 'i I 41 , , DRAWING NUMBER I 1 1 \ '9y '- O PLAN NORTH A -1 0 SITE PLAN CEI JOB NUMBER 10 -69486 22x34 SCALE 1" = 10' -0" 111x17 SCALE 1" = 20' -0" / at&t ' Your world. Delivered. (E) PROPERTY LINE (E) PROPERTY LINE - - - -- -< -- -- (- -- -- F ; � -- -- - - - -- - --c -- -- /� -- -- r - - -- -- :c _` — PROJECT CONSULTANTS (j Z, ,7 fi GoodmanNetworks � % S. / �, 4 ��� I (J l 1) v ) �� � 1-,, 1 c / �_ I �� , �� ( - � (' -, _ PLANS PREPARED BY: Lt � ��o (E) TELCO'' , / P. - _ r� (/ (/ (E) TELCO " c" � V ' VAULT ��1 - "� i i>. -� VAULT �2� �- 0 ........ 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BY._ '. �, -. `� (E) A SPHALT — tiro, (E) ASPHALT --..,. • ' '/ 7 • / //, ,L 03 -10 -11 CONSTRUCTION JRS , j • X I' • '/ , L 01 -26 -11 CLIENT REVIEW BMH i (E) ICE BRIDGE W/ ''/ '',, i \ (E) ICE BRIDGE W/ '''/ - '' ' (25) 7/8"0 COAX '', ' /,/ (25) 7/8 "0 COAX ', ', DRAWN BY =CHK APV • (E) AT &T 11'- 6 "x2T -9" • ( E ) AT &T 11' -6 "x27' -9" '' ' PROPOSED AT &T '' /, EQUIPMENT SHELTER ' ,; ',, EQUIPMENT SHELT ' L BMH I JRF I MWO GPS ANTENNA m . -,, • /',/ ',/ CURRENT ISSUE DATE. w ;x 03-10-11 _ , ''',/ j '',/ _ LICENSURE ..,:/ • /' 'i / E CHAINLINK FENCE / (E) CHAINLI '/ o PRG NK FENCE ( ) �p� W/ BARB WIRE • ', W/ BARB WIRE • ',/ O y'� EN G%NE E „ '� '/ ', 7 4638PE PROPOSED MICRIN Q ',, GENERATOR RECEPTACLE A-3.1 • • / z� • / >---- (EXPIRATION DATE 12/311121 O C_ 1 • - DRAWING INFORMATION (E) TREE (TYP) - 'T • (E) TREE (TYP) , /' C � DO NOT SCALE DRAWINGS CONTRACTOR MUST VERIFY Y ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY �, �\ '' • ERRORS AND OMISSIONS ALL PREVIOUS ISSUES OF THIS (/) • DRAWING ARE SUPERSEDED BY THE LATEST REVISION T \! C� `> HE AI SEOS -�� ` \) IS PROPRIETARY BY CONT N N AT ANY IN THIS USE OR T OF DISCLOSURE ��� —�\' �� ' i • J' O n \ � ° / o ` I • OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS -' n ' o y , l /J- /� I I1 STRICTLY PROHIBITED I J / I h V i • l/� <� ) ) • DRAWING TITLE fi � �� �`� : EXISTING & PROPOSED �v� %1\h \/ j J � (� ENLARGED SITE PLANS // O �� (�' � ( r ) U 'Ti � � 1 —N: DRAWING NUMBER. : I' A -1.1 0 P ° , ' -- FLAN — WORTH 1 V //` =� ' � �. � -- LP AN F O R TH PROPOSED ENLARGED SITE PLAN 2 EXISTING ENLARGED SITE PLAN i CEI JOB NUMBER 10 -69486 22x34 SCALE 1/4" = 1' -0" I11x17 SCALE 1/8" = 1' -0" 22x34 SCALE: 1 /4 =1 111x17 SCALE 1/8" =1.-0" (E) 12 -PORT (E) 12 -PORT ENTRY (1) OPEN PROPOSED FIBER TRUNK ENTRY (1) OPEN 1 CABLE FROM PROPOSED 19" (E) BATTERY BANK LTE RACK TO CABLE PORT (E) BATTERY BANK , at &t \ ` _--.`" - ' N __ / 6 Yourworld. Delivered. PROPOSED (2) 48V DC POWER TRUNK CABLES FROM PROPOSED n nn 19" LTE RACK TO CABLE PORT ∎ ∎ ∎� t ■ II I I II II I I I I I I I II I II I I II II I I I I I I II I I I II I I I I I I I I I IIIIT T - IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII111111111111 III IIT — PROJECT CONSULTANTS. PROPOSED 24V DC POWER FROM (E) (E) TRANSFER SWITCH = (E) TRANSFER SWITCH ARGUS POWER RACK TO PROPOSED 1 1 I 1 °Co •I .. I 1 GoodmanNetworks 19" LTE RACK a °° r.. o o .c (E) SURGE SUPPRESSOR (E) SURGE SUPPRESSOR 4;) I 1 TI I I ■ y (E) ARGUS POWER RACK `' I (E) ARGUS POWER RACK (E) SERVICE PANEL Jp (E) SERVICE PANEL —PLANS PREPARED BY (E) SHELF T (E) SHELF ;� I _ CORNERSVONE \ \ 01 On \I ENOINE¢RINO. 4'' — 16928 WOODINVILLE- REDM RD NE, SUITE 210 I — WOO 32E, WA 08072 I 11.E I _ ` PHONE ceII 1 1732 FAX 425 487 1734 r EMAIL L 87 cei @cornerstone-engr corn O 1 —1 P II � f —� r — = \ \ N WWW CORNERSTONE -ENGR COM I 77 7 PROPOSED FIBER FROM (E) FIBER °° II.1[. °,o o T _ = PROJECT INFO OPTIC RACK TO BBU WITHIN ,_ = PR72 PROPOSED 19" LTE RACK o I 1 I � 1 1 1 1 1 I t PFAFFLE (E) FIBER OPTIC RACK 1 ;I T e� • (E) FIBER OPTIC RACK 0 8530 SW PFAFFLE STREET (E) UMTS CABINET EXTINGUISHER (E) UMTS CABINET Er, TIGARD, OR 97223 1 m � o o WASHINGTON COUNTY 1 I (E) FIRE EXTINGUISHER \ (B \ t — (BELOW) - ISSUED FOR • .O— 1 -f (E) UTILITY BOX . , - , 0— (E) UTILITY BOX (E) OVERHEAD � (E) OVERHEAD CONSTRUCTION CABLE TRAY T b '� CABLE TRAY I o / —REV =DATE — ISSUED FOR BY._ I I L4 X I "� PROPOSED LTE EQUIPMENT 1 q —� I - INSTALLED INTO PROPOSED •0 19" LTE EQUIPMENT RACK 4 A3.1 0 0 o 1 7 o (E) DESK (E) DESK I 1 � �� 1:____Iiii — _ \ \ 0 03 -10 -11 CONSTRUCTION JRS \ (E) NOKIA CABINET \ °o (E) NOKIA CABINET Q — 01 -26 -11 CLIENT REVIEW BMH DRAWN BY =CHK APV 1 1 1 1 1 1- 1 (E) NOKIA CABINET 1 1 I I I \ (E) NOKIA CABINET L BMH I JRF I MWO 1 1 1 1 [ LICEN CURRENT ISSUE DATE o 1 T 77 7 1 03 -10 -11 1 I I I I I I 1 1 S URE 1 1 1 1 1 1 1 1 1 1 1 1 1 1 4rpp PRGp co c; V NGI NEF S d El, 7 453BPE / -`/ alik ° p OREG•' Mr r - - - -/ 7 1 — - a / W� � O •. f Oa EXPIRATION DATE 12/31/12 4-11111111111111111111111111111111111111111111111111111114 -LIIIIIIII 111111 111111111111111 11111111111111111111111111 -i — DRAWING INFORMATION (E) HVAC (E) HVAC (E) HVAC (E) HVAC DO NOT SCALE DRAWINGS CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS AND OMISSIONS ALL PREVIOUS ISSUES OF THIS to DRAWING ARE SUPERSEDED BY THE LATEST REVISION THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS IS PROPRIETARY BY NATURE ANY USE OR DISCLOSURE OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS STRICTLY PROHIBITED . r DRAWING TITLE. EXISTING & PROPOSED SHELTER PLANS N. =� u, DRAWING NUMBER PLAN NORTH 1 . 2 0 PROPOSED SHELTER PLAN EXISTING SHELTER PLAN 1 A CEI JOB NUMBER. 10-69486 22x34 SCALE' 1/2" = 1-0" 111817 SCALE* 1/4" = 1'-0" 22x34 SCALE 1/2" = 1' -0" 111817 SCALE 1/4" =1.-0" at &t ---/ Your world. Delivered. = PROJECT CONSULTANTS (E) AT &T ANTENNA TO REMAIN (E) AT &T ANTENNA TO REMAIN (3 PER SECTOR, TOTAL OF 9) (3 PER SECTOR, TOTAL OF 9) t Goodman Networks / PROPOSED 2 "0 x 9'-0" STD WT ANTENNA PIPE MAST RAD CENTER OF (E) & RAD CENTER OF (E) = PLANS PREPARED BY $ PROPOSED AT &T ANTENNAS AT &T ANTENNAS 181' -10" AGL \ 181' -10" AGL \ 1111■0 „CORNERSTONE RAD CENTEROF(E) \ RAD CENTEROF(E) HOIHEEr.IHO ��� AT &T ANTENNAS _ AT &T ANTENNAS 16928 WOODINVILLE - REDMOND RD NE, SUITE 210 $181' -0" AGL \ 181' -0" AGL \ _ W I32E, WA 94252 — PHONE 42255 487 87 1 1732 FAX 425 487 1734 „A 0 (E) MONOPOLE li- I� iillII ,180' - T 0 (E) MONOPOLE EMAIL cei @cornerstoneengrcom 180'-0" AGL ,ry — -� AGL NW CORNERSTONE -ENGR COM I,ir i.v . � PROPOSED AT &T LTE ANTENNA =PROJECT INFO 0 ©0 `I I' II� (1 PER SECTOR, TYP OF 3) I� (E) AT &T ANTENNA TO BE REMOVED I PR72 W A -3.1 A-3.1 REPLACED (1 PER SECTOR, TOTAL OF 3) MI [ ' W W PFAFFLE I! DISTRIBUTION UNIT SUPPRESSION II ® 8530 SW PFAFFLE STREET PROPOSED AT &T 700MHz RRH TIGARD, 11 MOUNTED TO PLATFORM (TYP OF 3) ® WASHINGTON COUNTY III PROPOSED AT &T 2100MHz RRH - ISSUED FOR MOUNTED TO PLATFORM (TYP OF 3) Q PROPOSED CABLE ® ® I_ CONSTRUCTION SUPPORT BANDING I , 1 IY _REV =DATE = ISSUED FOR BY 111 PROPOSED FIBER TRUNK CABLE FROM EQUIPMENT ROOM TO SURGE IIIII SUPPRESSION DISTRIBUTION UNIT ' BANDED TO OUTSIDE OF POLE I I PROPOSED (2) 48V DC POWER TRUNK 11 CABLES FROM EQUIPMENT ROOM TO (E) TREE (TYP) SURGE SUPPRESSION DISTRIBUTION UNIT (E) TREE (TYP) .a II I BANDED TO OUTSIDE OF POLE Q 03 -10 -11 CONSTRUCTION JRS iti -, - 0 III (E) ICE BRIDGE 5;' t (E) ICE BRIDGE - Qq 01 -26 -11 CLIENT REVIEW BMH PROPOSED AT&T t _ L - DRAWN BY =CHK APV 11'0.11 GPS ANTENNA 10 - :- - r f -. _ - _ _ �rrr'''I A 3 " - J _ 1 • -. = L BMH I JRF I MWO � ` (E) AT &T 11' -6 "x2T -9"l - _ (E) AT &T 1 1' 6 "x2T -9" s - CURRENT ISSUE DATE - .--= III EQUIPMENT SHELTER vti" r _ EQUIPMENT SHELTER �._- _ `� • _ ,. 777 03 -10 11 _ _ - - - -, E CHAINLINK FENCE (E) CHAINLINK FENCE s III'^ W/ BARB WIRE _ _ 4 _ W/ BARB WIRE :,--- - _ - _ _ _ LICENSURE ....ma f- - - -� - -_ `_-_ Sc = � - _ > = D PROF 110 _ L i_,! ... - t ' .. L`i 4 ,`- I = s fj oGI N84 S Si L. 111111.223-. I c Rol _ _ I I _ —I� -_ __ —__ ___ �� .`� t_. - i i '.: 745 :PE '. F- tll r i 4 I 41 di � I .E - Il ,a S. Y . 9 f I F rx 7IfI �. ( / GREG• ..i , . F .8` 1+, a .ti X719, 2e py • (E) GRADE I � .,: I I , (E) GRADE I R , V 0' 40" A L (ASSUMED —�� 0' -0" AGL (ASSUMED) ic W 0\- O` ( EXPIRATION DATE 12/31/12 - DRAWING INFORMATION - DO NOT SCALE DRAWINGS CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS AND OMISSIONS ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS IS PROPRIETARY BY NATURE ANY USE OR DISCLOSURE OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS STRICTLY PROHIBITED DRAWING TITLE: EXISTING & PROPOSED SOUTHWEST ELEVATIONS DRAWING NUMBER A-2 PROPOSED SOUTHWEST ELEVATION 2 EXISTING SOUTHWEST ELEVATION CEI JOB NUMBER 10 -69486 22x34 SCALE 1/8" = 1' -0" 111x17 SCALE. 1/16" =f-0" 22x34 SCALE: 1/8" = 1' -0" 111x17 SCALE 1/16" = 1' -0" - • (E) MONOPOLE AT&T GPS " "' a ANTENNA r��_u- Lr_r�� _- Z #1111111110 ✓ I PROPOSED 2 3/8"0 MAST I Ill 1 7/8" O.D. PIPE ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° °° ■ Yourworld. Delivered. FOR RRH MOUNTING I 17 114" H RLSS PIPE TO PIPE � ; PROPOSED 112 "0 U -BOLT PART# OE158 -001 TOP ' PROJECT CONSULTANTS • � ( ) DISTRIBUTION SHELF ! i ±/ : :J : - HARDWARE TYP ( ) (18 BREAKER POSITIONS) I � (E) STANDOFF ■ :oo MANUFACTURER ALPHA TECHNOLOGIES Goodman Networks I PROPOSED PIPE I TRANSFER PLATE MODEL' 24V/48V DC -DC CONVERTER e ARGUS P/N 053 - 996 -20 000 h/ - /, PROPOSED 1/2 "0 U -BOLT y _ ' .-, HEIGHT 8 75 ", 5RU (Rac Units) III- FOR PIPE (LENGTH TO SUIT) K��� I el WIDTH 17 17 24" 19"/23" RACK MOUNTS _PLANS PLANS PREPARED BY -011 _ ∎ NOTES: WEIGHT. 45 LBS 0 � CORNERSTONE 1. LOCATION OF ANTENNA MUST HAVE CLEAR VIEW OF SOUTHERN SKY FRONT INC j '4) AND CANNOT HAVE ANY BLOCKAGES EXCEEDING 25% OF THE CONVERTER SHELF SNAP IN SURFACE AREA OF A HEMISPHERE AROUND THE GPS ANTENNA. (SPACE FOR UP TO 4 16928 WOOD I I N N VILLE - RE L D LM, WA D 2 E, SUITE 210 HANGERS CONVERTER POSITIONS) PHONE 425 487 1732 FAX 425 487 1734 2 ALL GPS ANTENNA LOCATIONS MUST BE ABLE TO RECEIVE CLEAR EMAIL ceI @cornerstone's gr corn SIGNALS FROM A MINIMUM OF FOUR (4) SATELLITES VERIFY WITH WWW CORNERSTONE -ENGR COM SS BAND HANDHELD GPS BEFORE FINAL LOCATION OF GPS ANTENNA PROJECT INFO CABLE SUPPORT BANDING 12 PIPE TO PIPE CROSS OVER KIT 1 i LTE GPS ANTENNA 1 0 DC —DC CONVERTER 9 PR72 22x34 SCALE NTS 111017 SCALE NTS 22x34 SCALE 3 " =1' -0" 111x17 SCALE 1 1/2" =1' -0" 22x34 SCALE 1 " =1'-0" 111x17 SCALE 1/2 " =1' - 22x34 SCALE 1 1/2" = 1' -0" 111x17 SCALE 3/4" = 1-0" PFAFFLE • • FRONT SOLAR 12 19/32" I • SHIELD 8530 SW PFAFFLE STREET TIGARD, OR 97223 REMOVABLE I WASHINGTON COUNTY • i II I pp� I �q • f COVER / ��® R RH A�� �k�� ll N •�B� I \�� °' � �� WL. ' ISSUED FOR — 0 r° a 11Y1 [ REV I — r = DATE_ISSUED FOR BY 1' -7 " ao c' REMOVABLE 19" TOP u � ] O . 1' 4 13/16" I c • RACK EAR, TYP MANUFACTURER ALCATEL- LUCENT TOP O STANDARD 19" 1' -7" MODEL 9926 BBU EQUIPMENT RACK 111 HEIGHT 19" • ° .• � I � t WIDTH 3 469 ", 2U (Rack Units) MANUFACTURER ALCATEL- LUCENT ISO VIEW 6.4 n DEPTH 11.81 MANUFACTURER ROSENBERGER 1' -4 13/16" MODEL DCx-48-60-RM 0 Q 03 -10 -11 CONSTRUCTION JRS ° � ° "' I WEIGHT 26 LBS HEIGHT 3.469 ", 2U (RACK UNITS) MANUFACTURER' ALCATEL- LUCENT MODEL FEO10505 WIDTH' 168" MODEL 9442 RRH A EXCESS FIBER BER CAABLE BLE ENCLOSURE @ a r w l } 01 -26 -11 CLIENT REVIEW BMH D 17 "W X 1 -3/4 "H (1U) X 12 "D FRONT Q L DEPTH 20 1" HEIGHT. 28 8" CAPACITY' 20m (65'±) OF 10MM CABLE 1 WEIGHT 26 LBS WIDTH 12 6" DRAWN BY =CHK APV FRONT DEPTH 57" WEIGHT 44 LBS L BMH 1 JRF I MWO CURRENT ISSUE DATE. EXCESS CABLE ENCLOSURE 8 BBU DETAIL 7 RAYCAP SURGE SUPPRESSOR 6 700 MHz RRH 5 03 -10 -11 22x34 SCALE' 1 1/2" = 1' -0" 111x17 SCALE 3/4" = 1' -0" 22x34 SCALE 1 1/2" = 1' -0" 111x17 SCALE 3/4" = 1' -0" 22x34 SCALE NTS 111x17 SCALE NTS 22x34 SCALE 1" =1-0" 111x17 SCALE: 1/2" = 1' -0" [LICENSUR E V IIrSa4l 11111 — 11 — - o Pao 101.7 4 e•7 I,� ' 1 5 E N F i °' MONOPOLE M OUNTING RAYCAP "SQUID" DC - 1 ll � %` SU RGE PROTECTOR 11'1'11111111I11'll'1'Ifli!_ /Tip PIPE ��� 453ePE 10 5/8" TOP j ig =� \ �� 'di -- --= / 11 ►I �° / 1 1 l ( 1� _ -- !EXPIRATION DATE 12/31/121 ii "rl!I �I I l , ��� /�� `�� i� [DRA WING oRSANDNF�ORMATION ` lllll(l- 1,1 / DO NOT SCAL DRAWINGS CONTRACTOR MUST VERIFY _ J: \� ` /7. � � STANDOFF CHAIN MOUNT ZI ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY . ; i ,' ! = l ��/ �� ���— RLSS C10 -120 -301 ItTil SIONS ALL PREVIOUS ISSUES OF THIS � ` lllll ll��,; \�� rel ' O _ �, DRAWING ARE SUPERSEDED BY THE LATEST REVISION I a . " 1 ` 1 ` 1 ` ` \�"� I.i m I � THE INFORMATION CONTAINED IN THIS SET OP DOCUMENTS IS PROPRIETARY BY NATURE ANY USE OR DISCLOSURE 11 I u n 2 3/8 "0 PIPE RLSS JIIIICDI L7IGIIII OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS i. �1 Vii! P.i �', I� r �� i,U l l t : / ISO VIEW #C10. 981 -202 MOUNTING BRACKET BY STRICTLY PROHIBITED �11�I11l iri'Ily &��t MANUFACTURER D RAWING TITLE 0i j 1L'I I ,ul i .tu � e el ����� RAYCAP "SQUID" 1' -6 3I8" t�`,�� It MANUFACTURER ALCATEL- LUCENT DC SURGE MOUNT DETAIL SHEET 111 MODEL 9442 RRH AWS PLAN PROTECTOR FRONT VIEW SIDE VIEW BACK VIEW HEIGHT. 24.4 NOTE: MANUFACTURER: RAYCAP 1 DRAWING NUMBER FRONT 1 WIDTH 10 6" TO BE INSTALLED WITHIN 6 MODEL DC6- 48- 60 -18 -8F "SQUID" DEPTH 6 7" FEET OF RADIO UNIT WEIGHT 43 LBS POWERWAVE MODEL 0 TOP VIEW P65- 17- XLH -RR AWS RRH 4 SQUID PLAN 3 SQUID ELEVATION 2 ANTENNA DETAIL (SECTOR X) CEI JOB NUMBER 10 -69486 22x34 SCALE 1 1/2" = 1' -0" 111x17 SCALE 3/4" = 1' -0" 22x34 SCALE.1" =1%0" 111x17 SCALE 1/2" = 1' -0" 22x34 SCALE 1 1/2" = 1' -0" 111017 SCALE 3/4" = 1' -0" 22x34 SCALE 1/2" = 1' -0" 111x17 SCALE 1/4" =1'-0" 1 u at&t ' Your world. Delivered. ,r — PROJECT CONSULTANTS w V I ) Good man Networks _ PLANS PREPARED BY —. E F, ERS o9VE 16928 WOODINVILLE - REDMOND RD NE, SUITE 210 WOODINVILLE, WA 98072 PHONE 425 487 1732 FAX 425 487 1734 EMAIL ce,Ccornerstone -engr corn W W W CORNERSTONE -ENGR COM = PROJECT INFO' NOT USED 10 NOT USED 9 PR72 22x34 SCALE NTS 111x17 SCALE. NTS 22x34 SCALE NTS 111x17 SCALE NTS 113/4" 6 PFAFFLE 5/ 8" 7 7B" 8530 SW PFAFFLE STREET i ]— 1 0 I TIGARD, OR 97223 WASHINGTON COUNTY NOT USED [REV: ISSUED FOR. 22x34 SCALE NTS 11x17 SCALE NTS CONSTRUCTION DATE = ISSUED FOR BY s 11 FRONT VIEW SIDE VIEW BACK VIEW Q p 03 -10 -11 CONSTRUCTION JRS n n KMW MODEL FRONT VIEW A 01 -26 -11 CLIENT REVIEW BMH TOP VIEW AM- X- CD- 16- 65- 00T -RET o I SIDE VIEW BACK VIEW t EI DRAWN BY CHK APV ANTENNA BMH I JRF MWO TOP VIEW KATHREIN 800 10766 CURRENT ISSUE DATE ANTENNA DETAIL (SECTOR Z) 6 ANTENNA DETAIL (SECTOR Y) 5 03 -10 -11 22x34 SCALE. 1/2" = 1' -0" 111x17 SCALE 1/4" = 1-0" 22x34 SCALE 1/2" = 1' -0" 111017 SCALE 1/4" =1 _ LICENSURE 9 9/16" —� -CFO PROF. MICRIN CAMLOCK 5 ,Y E _ NG IN EFR � j GENERATOR PLUG v 74538PE A N ENCLOSURE �► cn PN MTC6001EC ' ORE '4 e GON O� 4f1 / l! a PLAN RIELMEZIESO [ 0.[RATOP — DRAWING INFORMATION raINTERFACE u T DO NOT SCALE DRAWINGS CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS AND OMISSIONS ALL PREVIOUS ISSUES OF THIS ,6 DRAWING ARE SUPERSEDED BY THE LATEST REVISION T HE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS STRICTLY PROHIBITED IS PROPRIETARY BY NATURE ANY USE OR DISCLOSURE OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS (V DRAWING TITLE DETAIL SHEET DRAWING NUMBER SIDE VIEW FRONT VIEW A-3• 1 1 0 NOT USED 3 NOT USED 2 MICRIN GENERATOR RECEPTACLE 22x34 SCALE: NTS 111017 SCALE NTS 22x34 SCALE: NTS 111017 SCALE NTS 22x34 SCALE 1 1/2" = 1' -0" 111017 SCALE 3/4" =1-0" CEI JOB NUMBER 10 -69486 • • APPURTENANCES RF DATA SHEET TRUNK CABLES a ` &` Your world. Delivered. V ANTENNA RAD ITEM NEW EXISTING REMAIN REPLACE TOTAL SECTOR QTY CENTER AZIMUTH ANTENNA TYPE OF CABLE LENGTH PLACEMENT ANTENNA 3 12 9 3 12 LTE X 1 80' -0" AGL 350° SEE DETAIL 1/A -3 POWER 110' -0" OUTSIDE OF - PROJECT CONSULTANTS MONOPOLE t TMA 0 12 12 0 12 LTE Y 1 80' -0" AGL 120° SEE DETAIL 5/A -3 1 FIBER 110' -0" OUTSIDE OF RET 6 12 12 0 18 LTE Z 1 80' -0" AGL 255° SEE DETAIL 6 1A -3 1 MONOPOLE Goodman Networks 700MHz RRH 3 0 0 0 3 2100MHz RRH 3 0 0 0 3 _ PLANS PREPARED BY • ,COFlNEF1540NE 16928 WOODINVILLE - REDMOND RD NE, SUITE 210 SCHEDULES PHONE 425 WOODI 1732 FAX 4 32E, WA 94252 22x34 SCALE NTS 11x17 SCALE NTS v { cei@co ngr 1734 co m EMAIL cei @cornerstoneargrco WWW CORNERSTONE -ENGR COM = PROJECT INFO PR72 SECTOR °x° PFAFFLE SECTOR "X" (E) ANTENNA TO REMAIN (E) ANTENNA TO REMAIN 8530 SW PFAFFLE STREET TIGARD, OR 97223 (E) ANTENNA TO REMAIN (E) ANTENNA TO REMAIN WASHINGTON COUNTY SECTOR "X" (E) ANTENNA TO REMAIN LTE (E) ANTENNA TO REMAIN - ISSUED FOR SECTOR "Z" 'NNNNN.. (E) N REP BE ED [ REV CONSTRUCTION J �REMO ANTEN I C =DATE =ISSUED FOR BY._ LTE IR ill" 11111 1111, illIl II" MID USH 255' • I• �1M ,,. % ••• ". " %jj� / % U - : 1 ,V. -pwe' • • • • pI ,•. ,• , •,' yr' j %':2: `•``",'`"`'``'`\ •' '�' %/ � ` "` ��i Y LTE ANTENNA & Q 111 ' /�i� / �/ `�� ```����� ;� Q� •l jV l�;/// /// __ _ �� PROPOSED AT &T ```��� ♦ p y �I ��/ /// ��� ��� ♦\ ' LTE ANTENNA • r, % �� / ~ !i '�il�// �� �`� ;; ' ''�,! � �� �� , � 0, ♦♦♦ ♦0 A-3.1 I �� ' // V Ij ♦ ♦ ♦ ♦ ♦ � (E) • ( ANTENNA / er � %' ��I�j ����.��P� ♦ ♦ ♦♦ ` E ANTENNA QO 03 -10 -11 CONSTRUCTION JRS �: /�/ /// ��, ! �1 ♦ ♦ ♦ ♦♦ � TO REMAIN REMOVED I REPLACED �O ////%//0� ✓ ! O p, , ♦O O ♦ ``��� ``� TO REMAIN • // 0 , � � QA 01-26-11 CLIENT REVIEW BMH O 'V / /// .� ���``` O` p' SECTOR "Y t I / / / / � � � � , / / � ` � S ECTOR "Y - DRAWN BY — CHK : APV ' % � �� �♦� �iy MU ' , ., , .• • 4�` % � I4 ` � Q ii M(/ I BMH I JRF I MWO � ��`` �,�``` � �I j. ,� 7 20° � � ` ` �` `` \. a //� , ,� ?po CURRENT ISSUE DATE \ ♦ k r • I��r � �� ' (E) ANTENNA �� I Q�� � ' (E) ANTENNA [ LICENSU 03 10 1 1 TO REMAIN TO REMAIN RE = (E) ANTENNA TO REMAIN . � 0� . = =7 PROPOSED SURGE SUPPRESSION (E) ANTENNA TO REMAIN = —_— = 0� = � II � , z ..-_--.---= = 1.'�., � {: B �p DISTRIBUTION UNIT �• -=E &MET lip 0D PROP 255° 12=22....... ��� 2 5 5 ° �� - ��C_ 74538PE 9 PZ \0 1 T A 1--a---= ° = e (E) 80' -0" TALL MONOPOLE PZ �MUIN _ ( ) 8 �C� E 0' -0" TALL MONOPOLE SECTOR "Z" SECTOR "Z" ��� �� /� co �� (E) ANTENNA TO REMAIN �7� C • (E) ANTENNA TO R EMAIN • lR 00" Oo R 0 • w L , _ / :VI • 113. • Y EXPIRATION DATE 12/31/12 i, (E) ANTENNA TO REMAIN ' I", � PROPOSED AT&T 700MHz (E) ANTENNA TO REMAIN - DRAWING INFORMATION: RRH (TYP OF 3) AM DO NOT SCALE DRAWINGS CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY PROPOSED AT&T ERRORS AND OMISSIONS ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION • 2100MHz RRH (TYP OF 3) : THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS IS BY NATURE ANY USE (E) ANTENNA TO BE OTHER PROPRIETARY THAN WHICH IS RELATED TO NAMED CLIENT IS E PROPOSED AT&T REMOVED I REPLACED STRICTLY PROHIBITED � LTE ANTENNA rTh DRAWING TITLE GAS, A -3.1 EXISTING & PROPOSED (E) ANTENNA TO REMAIN SECTOR Y. 7�s° (E) ANTENNA TO REMAIN El ANTENNA PLANS LTE _DRAWING NUMBER. PLAN NORTH PLAN NORTH RF ®1 0 PROPOSED ANTENNA PLAN 2 EXISTING ANTENNA PLAN CEI JOB NUMBER 10-69486 22x34 SCALE 1/2" = 1' -0" 111x17 SCALE 1/4" = 1' -0' 22x34 SCALE 1/2" = 1' -0" 111x17 SCALE 1/4° = 1' -0" • GROUNDING KEYED NOTES 0 (E) GROUND BUSS BAR, TYP .'"74111.1111' O 2 (E) MAIN GROUND CONNECTION POINT (V I F ) at&t Your world. Delivered. Ir • O (E) ANTENNA MOUNT STRUCTURE - PROJECT CONSULTANTS T 0 PROPOSED #2 STRANDED GREEN INSULATED GROUNDING WIRE, TYP. O (E) #2 STRANDED GREEN INSULATED COPPER GROUND LEAD, TYP (V I F ) ti Goodman Networks O O PROPOSED GROUND CONNECTION RRH. SEE 2/E -2 - PLANS PREPARED BY AIII, lit \ 00 CORNERS�rONE 2. VIN C ENOINE ERIN O. INC. `0 r - - ,� . I 16928 WOODINVILLEREDMOND RD NE, SUITE 210 ,� • �I � // � � � 1�-"\\ ` ``i ly, i. `WOODINVILLE, WA 98072 \� � // �== -1ffl∎ . �'�,� PHONE 4254871732 FAX 4254671734 EMAIL ♦ ">�'•• // __ ���t� ' `� . � p-WWW CORN @RSTONE -ENGR COM v •• /I ♦ ` `` `` PROJECT INFO . . N slt; dr 'N\ tt3.4 \ � / / \� ``Ov � PFAFFLE � / / �l � 0 8530 SW PFAFFLE STREET `��� � ��• � � ``, _ TIGARD, OR 97223 ` WAS HINGTON COUNTY 4\ r ISSUED FOR. ` C ONSTRUCTION f L _ J / _REV _DATE _ISSUED FOR BY — 1 �.��� �1M ���p1 �, GROUNDING NOTES & LEGEND _ • �_� � ;�� GENERAL GROUNDING NOTES Qp 03 -10 -11 CONSTRUCTION JRS ___S ��.�..� ����'•i 1 ALL DETAILS ARE SHOWN IN GENERAL TERMS ACTUAL INSTALLATION AND y �� awl K ti !1r CO NSTRUCTION MAY VARY DUE TO SITE SPECIFIC CONDITIONS Q 01 -26 -11 CLIENT REVIEW BMH ..., .� .... �.,.,p 2 GROUND ALL ANTENNA BASES, FRAMES, CABLE RUNS, AND OTHER METALLIC - DRAWN BY —CHK •APV .9..m.. 9...-- r, = ••••••••• t- COMPONENTS USING GROUND WIRES AND CONNECT TO SURFACE MOUNTED r - - gip° BUSS BARS FOLLOW ANTENNA AND BTS MANUFACTURERS PRACTICES FOR I BMH I JRF 1 MWO GROUNDING REQUIREMENTS GROUND COAX SHIELD AT BOTH ENDS AND EXIT FROM TOWER OR POLE USING MFRS PRACTICES CURRENT ISSUE DATE I t il 3 ALL GROUND CONNECTIONS SHALL BE CADWELD ALL WIRES SHALL BE 03 -10 -11 ,�� COPPER THHN/THWN ALL GROUND WIRE SHALL BE GREEN INSULATED WIRE [LICENSU RE ■ ABOVE GROUND FSLF.,0 PROF6- 4 CONTRACTOR TO VERIFY AND TEST GROUND TO SOURCE GROUNDING AND e' ,,,,G I NEFR ,i OTHER OPERATIONAL TESTING WILL BE WITNESSED BY AT &T WIRELESS, LLC V 74538H REPRESENTATIVE A. 5 REFER TO DIVISION 16 GENERAL ELECTRIC, GENERAL ELECTRICAL PROVISION 4* 41 O REG. , AND COMPLY WITH ALL REQUIREMENTS OF GROUNDING STANDARDS gm 'bs 9 . a° O� � �� 6 ELECTRICAL CONTRACTOR TO PROVIDE DETAILED DESIGN OF GROUNDING ' W. o\ ���f �� LJ LJ SYSTEM, AND RECEIVE APPROVAL OF DESIGN BY AUTHORIZED AT &T EXPIRATION DATE 12/31/12 WIRELESS, LLC REPRESENTATIVE, PRIOR TO INSTALLATION OF GROUNDING - DRAWING INFORMATION PLAN NORTH SYSTEM PHOTO DOCUMENT ALL CADWELDS AND GROUND RING DO NOT SCALE DRAWINGS CONTRACTOR MUST VERIFY SYMBOL DESCRIPTION 7 NOTIFY CONSTRUCTION MANAGER IF THERE ARE ANY DIFFICULTIES ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS AND OMISSIONS ALL PREVIOUS ISSUES OF THIS 1110 O GROUND INSPECTION WELL INSTALLING GROUNDING SYSTEM DUE TO SITE SOIL CONDITIONS, DRAWING ARE SUPERSEDED BY THE LATEST REVISION THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS IS PROPRIETARY BY NATURE ANY USE OR DISCLOSURE GROUNDING ROD NOTES OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS COPPER GROUND ROD STRICTLY PROHIBITED (WHERE APPLICABLE) DRAWING TITLE COMPRESSION LUG ELECTRICAL CONTRACTOR SHALL ORDER GROUND RESISTANCE TESTING ONCE THE GROUND SYSTEM HAS BEEN INSTALLED, A QUALIFIED INDIVIDUAL, UTILIZING SCHEMATIC GROUNDING PLAN NOTE A CADWELD CONNECTION THE FALL OF POTENTIAL METHOD, SHOULD PERFORM THE TEST THE REPORT WILL SHOW THE LOCATION OF THE TEST AND CONTAIN NO LESS THAN 9 TEST ALL GROUNDING WIRE RUNS AND CONNECTIONS, BOTH ABOVE AND \ -_�_ _ _ _ POINTS ALONG THE TESTING LINE, GRAPHED OUT TO SHOW THE PLATEAU DRAWING NUMBER BELOW GRADE, SHALL BE LOCATED % SIDE SPLICE CADWELD INSIDE OF THE LEASE AREA LINE 2 POINT GROUND TEST OR 3 POINT 62% TESTS WILL NOT BE ACCEPTED AS �j / / / FIELD VERIFY & TIE INTO EXISTING GROUNDING SYSTEM ALTERNATIVES TO THE AFORE MENTIONED GROUND TESTS TEST SHALL BE C _ I 0 PERFORMED WHILE THE COUNTERPOISE IS ISOLATED FROM THE NC SYSTEM C SCHEMATIC GROUNDING PLAN 1 GRIDS AND EXISTING COMMUNICATIONS FACILITY. CEI JOB NUMBER 10 -69486 22x34 SCALE 3/4" = 1 -0" 111x17 SCALE. 3/8" = 1' -0" (E) GROUNDING BUSS BAR & v ^ tQ- 1 ATTACHMENT KIT WITHOUT . v� `vt INSULATORS BOLTED TO TOWER Your world. Delivered. i ANTENNA WEATHER SEAL �` I II , I NOTE: — PROJECT CONSULTANTS I��I — __ I; a ALL TS TAW USE MECHANICAL CONNEC ION CONNECTIONS O BE CD ELDED Y ONL� t ;I I WITH THE WRITTEN APPROVAL OF THE Q GoodmanNetworks I CONSTRUCTION MANAGER --- REFER TO SCHEDULE ON SHEET RF -1 o HOISTING GRIP TO BE INSTALLED FOR TRUNK CABLE APPROXIMATE BELOW TOP GROUND KIT MHA LENGTH & PLACEMENT —PLANS PREPARED BY. 3' JUMPER DIN MALES �® 7 NER3� ONE GROUNDING KIT 16 928 WO OD IN V I EDMOND RD NE, SUITE 210 INSTALL GROUNDING KIT COAX GROUNDING KIT W 254871 3 2E, F A94272 PHONE CORN RST FAx OR CO 1734 ABOVE POWER /FIBER BEND EMAIL c e I @c o rnerstone corn JUMPER CABLE WWW CORNERSTONE -ENGR CO GROUND BAR (E) NOKIA CABINET = PROJECT INFO (E) GROUNDING BUSS BAR ATTACHED TO ICE PR72 & ATTACHMENT KIT BRIDGE SUPPORT (E) POWER RACK (E) MONOPOLE BOLTED TO TOWER (E) UMTS CABINET PFAFFLE �� - -- 8530 SW PFAFFLE STREET ' .-ti TIGARD, OR 97223 (E) (2) #2 SOLID BARE ' -= =-A _ WASHINGTON COUNTY TINNED COPPER �� / I ■I GROUNDING LEADS (TYP) (i l i � I i =l — ISSUED FOR. 11 immi V 1 I...I CONSTRUCTION I 1.-702A _REV = DATE. = ISSUED FOR BY 14, / Milfi■ I a I I I I I Al I I . . ,. I I i (E) #2 SOLID BARE TINNED (E) #2 SOLID BARE TINNED , A , 03 -10 -11 CONSTRUCTION JRS COPPER GROUND RING COPPER GROUNDING PROPOSED EQUIPMENT LEADS (TYP) INSTALLED INTO ,L 01 -26 -11 CLIENT REVIEW BMH PROPOSED 19" LTE RACK D DRAWN BY —CHK APV BMH 1 JRF I MWO CURRENT ISSUE DATE TOWER GROUNDING SCHEMATIC 6 NOT USED 5 [LICENSUR 03 -10 -11 22x34 SCALE NTS 11x17 SCALE NTS 22x34 SCALE NTS 111x17 SCALE NTS E HYLUG CONNECTOR INSTALLATION INSTRUCTIONS: D PRpF _� #2) TWO HOLE (2) 3/8 "0 SS HEXNUT 5t G1NE Fsy ') ) ® EQUIPMENT CHASSIS / ( 1 SELECT PROPER HYLUG FOR THE WIRE SIZE USED �� TH 4 ��� III 2 STRIP CABLE OF INSULATION TO A LENGTH EQUAL TO THE BARREL OF THE 74538PE 5 _���( / - GROUNDING BUSS BAR / COMPRESSION LUG CONNECTOR III Q )•1�19 ^��� CABLE RACEWAY 3 INSERT CABLE FULLY INTO CONNECTOR. ' O Ole ,/ 0.- nI,� I lip GROUND WIRE STUD �� I - ���� 4 APPLY THE PROPER NUMBER OF CRIMPS AS SHOWN BY NUMBER OF GREG• n ���. (TYP OF 2 FRONT ' o� ` �s�� TYPE GL LUG ( @ COLORED BANDS TYPE GR •� 5. CRIMP FROM TONGUE END OF CONNECTOR TOWARD CABLES FOR Q �r s. z 5 O �// � NO -LUX AND BACK OF CABINET) k W 0 - ( �Q' ANTI - OXIDIZING ���� COMPOUND CLEAR HEAT SHRINK ON TERMINALS AND CENTER SPLICE TOWARD CABLE FOR BUTT SPLICES EXPIRATION DATE 12/31/12 .� COMPRESSION LUGS REQUIRING MORE THAN ONE CRIMP PER END. TYPE PT — DRAWING INFORMATION: , I 3/8 "0 STAR , #2 STRANDED GREEN HYLUG TYPE YGA CONNECTOR IS PRE- FILLED WITH PENETROX COMPOUND AND DO NOT SCALE DRAWINGS CONTRACTOR MUST VERIFY � q � . �, � � tp ",� WASHER '� 1 INSULATED COPPER STRIP SEALED ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY p � 'u GROUND LEAD TO BUSS BAR ERRORS AND OMISSIONS ALL PREVIOUS ISSUES OF THIS OR #2 SOLID BARE TINNED BURNDY HYDRAULIC DIE SET #U1CRT- 1 /U11T DRAWING ARE SUPERSEDED BY THE LATEST REVISION i THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS COPPER TO GROUND RING IS PROPRIETARY BY NATURE ANY USE OR DISCLOSURE PLAN OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS 1� \ STRICTLY PROHIBITED. TYPE GT TYPE SS i:J FOR GROUNDING CONNECTIONS TO PAINTED CABINETS [ DRAWING TITLE. TYPE VS CHASSIS, GRIND OFF ALL ENAMEL COATINGS TO BARE METAL AT LUG CONTACT AREA PRIOR TO MAKING BOLTED LUG GROUNDING DETAILS CONNECTION APPLY NO -LUX TO ALL EXPOSED BARE METAL NOTE: DRAWING NUMBER. CADWELD "TYPES" SHOWN ABOVE ARE EXAMPLES - CONSULT WITH PROJECT MANAGER FOR SPECIFIC TYPES OF CADWELDS TO BE USED FOR THIS PROJECT. _ 0 NOT USED 4 CADWELD DETAILS 3 HYLUG CONNECTION 2 GROUND CRIMPING GUIDELINES 1 CEI JOB NUMBER* 10 -69486 22x34 SCALE NTS 111x17 SCALE NTS 22x34 SCALE NTS 111x17 SCALE NTS 22x34 SCALE: NTS 111x17 SCALE NTS 22x34 SCALE NTS 111517 SCALE. NTS