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Plans REVIEWED By Thomas C. Blanks at 224 pm, Apr 12, 2012 REC E N EC 17 2012 , GPD GROUP. STRUCTURAL ANALYSIS REPORT Di(OF TIGARD BUILDING UNIS%C T • 'Mobile• ( TOWERS SITE NUMBER: P001373B SITE NAME: GREENBURG SITE AD DRESS: 11744 SW PACIFIC HWY TIGARD, OR 97223 NEW ANTENNA INSTALLATION ON AN EXISTING 130' MONOPOLE BY: my OF TIGARD Approved .. Pc r �I Conditionally Approved [ ] See Letter to: Follow [ ] \ , � very onwi elesS Art <: e 1-' Per m Nmb r: t Addy it u ! 7 y� CARRIER SITE NAME: PO DARTMOUTH By: Arm Date: in Z Approved plans shall be on job site. OFFICE COPY April 12, 2012 GPD Project #: 2012793.58 MONOPOLE STRUCTURAL ANALYSIS REPORT P001373B GREENBURG 11744 SW Pacific Hwy Tigard, OR 97223 GPD Project #: 2012793.58 New Antenna Installation Existing 130 ft Monopole For: T- Mobile Towers Bellevue, Washington Prepared By: AltGil PR g i Pote 9 � OREGO� 4q AFC. e. � f� B. GRIm— David B. Granger, P.E. Registered Professional Engineer Oregon #: 18155PE April 12, 2012 Glaus, Pyle, Schomer, Burns and DeHaven, Inc. dba GPD Group ENGINEERS • ARCHITECTS • PLANNERS 520 South Main Street • Suite 2531 • Akron • Ohio • 44311 -1010 • Tel: 330 - 572 -2100 • Fax: 330-572 -2101 TABLE OF CONTENTS DESCRIPTION PAGE NUMBER EXECUTIVE SUMMARY 1 TOWER DESCRIPTION 2 TOWER MATERIALS 2 TOWER LOADING . 3 ANALYSIS 4 CONCLUSIONS AND RECOMMENDATIONS . 5 DISCLAIMER OF WARRANTIES . 6 APPENDICES 1. TNXTOWER ANALYSIS PRINTOUT 2. TOWER ELEVATION DRAWING AND FEEDLINE PLAN 3. ANCHOR ROD AND BASE PLATE ANALYSIS 4. FOUNDATION ANALYSIS ,0/a GPD GROUP P001373B GREEN BURG EXECUTIVE SUMMARY The purpose of this analysis was to verify whether the design for the existing tower is structurally capable of carrying the new antenna and coax loads as specified by Verizon to T- Mobile Towers. This report was commissioned by Mr. Kenneth Fann of T- Mobile Towers. IThe design of the existing 130' monopole meets the requirements of the TIA -222 -G standard and the 2 010 Oregon Structural Specialty Code (OSSC) for a 95 mph 3- second gust wind speed with no ice and a 30 mph 3- second gust wind speed with 1" of radial ice, as well as the seismic provisions set forth by TIA -222 -G in accordance with the 2010 OSSC, for the proposed antenna configuration. The foundation reactions, with the proposed antenna configuration, were found to be less than the capacity of the existing foundation design. Therefore, the existing foundation is adequate assuming it was properly constructed according to original design. The proposed coax shall be banded flush to the tower in (2) rows of (6). Section Results Monopole °A) Capacity Result 80.9' — 130' 77.7% Pass 45.9' — 80.9' 86.8% Pass 0' — 45.9' 90.2% Pass Base Plate 45.3% Pass Anchor Rods 80.1% Pass Foundation °A° Capacity Result Structure 82.1% Pass Soil Interaction 87.7% Pass Tower Rating: 90.2% �� G PD GROUP STRUCTURAL ANALYSIS REPORT PAGE 1 P001373B GREENBURG TOWER DESCRIPTION The existing 130' monopole is located in Tigard, Oregon. It was originally designed for Western Wireless PCS by Valmont Industries, Inc. of Valley, Nebraska. The original design load for the tower was for an 85 mph fastest -mile wind speed with 1/2" radial ice. The monopole has three major sections connected by slip joints. It has 12 sides and is evenly tapered from 41" (flat -flat) at the base to 14.76" (flat -flat) at the top. The structure is galvanized and has no tower lighting. DOCUMENTS PROVIDED Description Remarks Source Structural Calculations Valmont, dated 6/21/1996 T- Mobile Construction Drawings David Evans and Associates, dated 9/11/1996 T- Mobile Foundation Calculations Miller Consulting Engineers Job #: 960455, T- Mobile dated 6/28/1996 Geotechnical Report Dames and Moore Job #: 32140- 001 -016, T- Mobile dated 6/18/1996 Previous Analysis GPD Group Project #: 2006192.92, GPD dated 12/6/2006 TOWER MATERIALS Data on steel strength was available from the information provided. The following table details the steel strength used in the analysis. Monopole ASTM A572 (65 KSI Yield Strength) Base Plate ASTM A633 (60 KSI Yield Strength) Anchor Bolts ASTM A615 (75 KSI Yield Strength) aa'*- GPD GROUP STRUCTURAL ANALYSIS REPORT PAGE 2 P001373B GREENBURG TOWER LOADING The following data shows the major loading that the tower supports. Existing, reserved, and proposed antenna information was provided by T- Mobile Towers. Existing & Reserved Configuration Elevation Carrier Antennas 127' T- Mobile (12) Andrew TMBXX- 6516 -R2M Antennas & (12) Andrew ETW190VS12UB TMAs on a 12' LP platform, w/ (24) 1 -5/8" internal coax 117' Cricket (6) CSA PCSS065 -19 -2 Antennas on (3) 10' T -arms, w/ (6) 1 -5/8" external coax 107' Clearwire (4) Kathrein 840 -10057 Antennas, (4) Nextnet BTS -2500 TMAs, (4) Radiowaves HP2 -23 Dishes, & (1) Trimble Acutime GPS on (4) Valmont flush pipe mounts, w/ (9) CAT5 internal cable 100' T- Mobile (1) 4' HP Dish, flush mounted, w/ (1) 1 -5/8" internal coax 90' Verizon (2) Antel LPD -4019, (2) BSA - 185040/12, (2) LPD -6516, (2) BSA- 185063/12, (2) LPD - 7907/8, & (2) BSA - 185065/12_2 Antennas on a Valmont Platform, w/ (12) 1 -5/8" external coax Proposed Configuration Elevation Carrier Antennas 127' T- Mobile (12) Andrew TMBXX- 6516 -R2M Antennas & (12) Andrew ETW190VS12UB TMAs on a 12' LP platform, w/ (24) 1 -5/8" internal coax 117' Cricket (6) CSA PCSS065 -19 -2 Antennas on (3) 10' T -arms, w/ (6) 1 -5/8" external coax 107' Clearwire (4) Kathrein 840 -10057 Antennas, (4) Nextnet BTS -2500 TMAs, (4) Radiowaves HP2 -23 Dishes, & (1) Trimble Acutime GPS on (4) Valmont flush pipe mounts, w/ (9) CAT5 internal cable 100' T- Mobile (1) 4' HP Dish, flush mounted, w/ (1) 1 -5/8" internal coax 90' Verizon (2) Antel LPD -4019, (2) LPD -6516, (2) LPD- 7907/8, (2) BXA- 70063/8, (1) BXA185063/12, (1) BXA- 70040 -8CF, & (1) BXA- 185085/12 Antennas, (1) CSS XP20450D Antenna & (6) CCDP565 -1 W Diplexers on a Valmont Platform, w/ (12) 1 - 5/8" external coax Notes: - BOLD type indicates the proposed carrier's final reserved configuration. - The proposed coax shall be banded flush to the tower in (2) rows of (6). - See Appendix 2 for coax layout. The purpose of this independent structural analysis review is to determine if the design for the existing tower, with the proposed configuration, is in conformance to the latest TIA -222 -G standard and Oregon Structural Specialty Code (OSSC) requirements. �� G PD GROUP STRUCTURAL ANALYSIS REPORT PAGE 3 P001373B GREENBURG ANALYSIS The purpose of this structural analysis review is to determine if the design for the existing tower is in conformance to the latest TIA -222 -G and 2010 OSSC standard requirements. TnxTower (Version 6.0.4.0), a commercially available software program, was used to create a three - dimensional model of the tower and calculate member stresses for various dead, live, wind, and ice load cases. All loads were computed in accordance with the ANSI/TIA -222 -G standard and all local building code requirements. Selected output from the analysis is included in Appendix 1. The current requirements of TIA -222 -G and 2010 OSCC are for a 95 mph 3- second gust wind speed with no radial ice and 30 mph 3- second gust wind speed with 1" of radial ice. The 2010 OSCC requires towers within Washington County, Oregon be analyzed with a 95 mph 3- second gust wind speed. ANALYSIS 3- SECOND GUST: 95 MPH ANALYSIS 3- SECOND GUST W/ RADIAL ICE: 30 MPH RADIAL ICE THICKNESS: 1" STRUCTURE CLASS: II TOPOGRAPHIC CATEGORY: 1 EXPOSURE CATEGORY: C Seismic loads were considered using a substantiated analysis utilizing the TIA -222 -G standard. Based on section 2.7.3 of the TIA -222 -G standard the seismic effects may be ignored due to the earthquake spectral response acceleration at short periods (Ss) for this site being less than or equal to 1.00. The wind effects control the tower loading. SITE CLASS: D RESPONSE MODIFICATION COEFFICIENT (R): 1.5 1- SECOND SPECTRUAL RESPONSE ACCELERATION (Si): 0.340 SHORT PERIOD SPECTRAL RESPONSE ACCELERATION (Ss): 0.949 The tower and foundations are assumed, for the purpose of this analysis, to have been properly fabricated, constructed, maintained, and to be in good condition with no structural defects. This is not a condition assessment of the tower and has been provided without the benefit of detailed tower photos, a detailed tower mapping, or a GPD Group site visit. This analysis assumes all antennas and coax have been installed in a neat and orderly fashion. Proposed antennas are assumed to be installed on standard sized mounts at 120° azimuths. The existing /proposed mounts are assumed to have been verified by the carrier to support the existing /proposed loading for the required various load cases. Ar■- GPD GROUP STRUCTURAL ANALYSIS REPORT PAGE 4 P001373B GREENBURG CONCLUSIONS AND RECOMMENDATIONS Based on the computer structural analysis results, the design for the existing 130' monopole meets the requirements of TIA -222 -G and the 2010 Oregon Structural Specialty Code (OSSC) for a 95 mph 3- second gust wind speed with no ice and a 30 mph 3- second gust wind speed with 1" of radial ice, as well as the seismic provisions set forth by TIA -222 -G in accordance with the 2010 OSSC, for the proposed antenna configuration. The foundation reactions, with the proposed loading configuration, were found to be less than the capacity of the existing foundation design. Therefore the existing foundation is adequate, assuming it was properly constructed according to original design. The proposed coax shall be banded flush to the tower in (2) rows of (6). Summary of Findings Monopole Satisfactory Base Plate Satisfactory Anchor Rods Satisfactory Foundation Satisfactory Therefore, based on our analysis results, the design for the existing structure is structurally satisfactory for the proposed loading configuration. A l GPO GROUP STRUCTURAL ANALYSIS REPORT PAGE 5 P001373B GREENBURG DISCLAIMER OF WARRANTIES GPD GRO UP has not performed a site visit to the tower to verify the member sizes or antenna /coax loading. If the existing conditions are not as represented on the tower elevation contained in this report, we should be contacted immediately to evaluate the significance of the discrepancy. This is not a condition assessment of the tower or foundation. This report does not replace a full tower inspection. The tower and foundations are assumed to have been properly fabricated, erected, maintained, in good condition, twist free, and plumb. The engineering services rendered by GPD GROUP in connection with this Structural Analysis are limited to a computer analysis of the tower structure and theoretical capacity of its main structural members. All tower components have been assumed to only resist dead loads when no other loads are applied. No allowance was made for any damaged, bent, missing, loose, or rusted members (above and below ground). No allowance was made for loose bolts or cracked welds. GPD GRO UP does not analyze the fabrication of the structure (including welding). It is not possible to have all the very detailed information needed to perform a thorough analysis of every structural sub- component and connection of an existing tower. GPD GROUP provides a limited scope of service in that we cannot verify the adequacy of every weld, plate connection detail, etc. The purpose of this report is to assess the feasibility of adding appurtenances usually accompanied by transmission lines to the structure. It is the owner's responsibility to determine the amount of ice accumulation in excess of the code specified amount, if any, that should be considered in the structural analysis. The attached sketches are a schematic representation of the analyzed tower. If any material is fabricated from these sketches, the contractor shall be responsible for field verifying the existing conditions, proper fit, and clearance in the field. Any mentions of structural modifications are reasonable estimates and should not be used as a precise construction document. Precise modification drawings are obtainable from GPD GRO UP, but are beyond the scope of this report. Miscellaneous items such as antenna mounts, etc., have not been designed or detailed as a part of our work. We recommend that material of adequate size and strength be purchased from a reputable tower manufacturer. GPD GRO UP makes no warranties, expressed and /or implied, in connection with this report and disclaims any liability arising from material, fabrication, and erection of this tower. GPD GRO UP will not be responsible whatsoever for, or on account of, consequential or incidental damages sustained by any person, firm, or organization as a result of any data or conclusions contained in this report. The maximum liability of GPD GROUP pursuant to this report will be limited to the total fee received for preparation of this report. l GPD GROUP STRUCTURAL ANALYSIS REPORT PAGE 6 P001373B GREENBURG APPEN DICES 1. TnxTower Analysis Printout . 2. Tower Elevation Drawing and Feedline Plan 3. Anchor Rod and Base Plate Analysis 4. Foundation Analysis l ■ GPD GROUP TNXTOWER ANALYSIS PRINTOUT o # GPD GROUP Job Page tnxTower PO01373B GREENBURG 1 of 6 GPD Group Project Date 520 South Main St. Suite 2531 2012793.58 08:18:27 04/12/12 Akron, OH 44311 Client Designed by Phone: (330) 572 -2100 T- Mobile Towers FAX: (220) 572 -2101 ewells Tower Input Data There is a pole section. This tower is designed using the TIA -222 -G standard. The following design criteria apply: lower is located in Washington County, Oregon. Basic wind speed of 95 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Nominal ice thickness of 1.0000 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 30 mph is used in combination with ice. Temperature drop of 50 °F. Deflections calculated using a wind speed of 60 mph. A non - linear (P- delta) analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered. Feed Line /Linear Appurtenances - Entered As Round Or Flat Description Sector Component Placement Total Number Start/End Width or Perimeter Weight Type Number Per Row Position Diameter ft in in plf LDF7 -50A (1 -5/8 FOAM) B Surface Ar 117.00 - 8.00 5 5 0.000 0.0000 0.82 (CaAa) 0.000 LDF7 -50A (1 -5/8 FOAM) B Surface Ar 117.00 - 8.00 1 1 0.000 1.9800 0.82 (CaAa) 0.000 LDF7 -50A (1 -5/8 FOAM) A Surface Ar 90.00 - 8.00 10 10 -0.500 0.0000 0.82 (CaAa) -0.500 LDF7 -50A (1 -5/8 FOAM) A Surface Ar 90.00 - 8.00 2 2 -0.500 1.9800 0.82 (CaAa) -0.500 Feed Line /Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAA Weight or Shield Type Number Leg ft f /ft Pr LDF7 -50A (1 -5/8 C No Inside Pole 127.00 - 8.00 24 No Ice 0.00 0.82 FOAM) 1/2" Ice 0.00 0.82 I" Ice 0.00 0.82 LDF7 -50A (1 -5/8 C No Inside Pole 100.00 - 8.00 1 No Ice 0.00 0.82 FOAM) 1/2" Ice 0.00 0.82 I" Ice 0.00 0.82 CATS Cable A No Inside Pole 107.00 - 8.00 9 No Ice 0.00 0.09 1/2" Ice 0.00 0.09 I" Ice 0.00 0.09 Job °b Page P0013736 GREENBURG 2 of 6 GPD Group Project Date 520 South Main St. Suite 2531 2012793.58 08:18:27 04/12/12 • Akron, OH 44311 Client Designed by Phone: (330) 572 -2100 T- Mobile Towers FAX: (220) 572 -2101 ewells Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement C C Weight or Type Hon Adjustment Front Side Leg Lateral Vert fi ft fr' fr' lb h ft 12' LP Platform C None 0.0000 127.00 No Ice 25.00 25.00 1500.00 1/2" Ice 30.00 30.00 1750.00 I" Ice 35.00 35.00 2000.00 (4) TMBXX- 6516 -R2M w/ 6' B From Face 3.50 0.0000 127.00 No Ice 7.08 5.24 56.50 Mount Pipe 0.00 1/2" Ice 7.64 6.12 109.72 0.00 I" Ice 8.18 6.87 173.27 (4) TMBXX- 6516 -R2M w/ 6' A From Face 3.50 0.0000 127.00 No Ice 7.08 5.24 56.50 Mount Pipe 0.00 1/2" Ice 7.64 6.12 109.72 0.00 I" Ice 8.18 6.87 173.27 (4) TMBXX- 6516 -R2M w/ 6' C From Face 3.50 0.0000 127.00 No Ice 7.08 5,24 56.50 Mount Pipe 0.00 1/2" Ice 7.64 6.12 109.72 0.00 I" Ice 8.18 6.87 173.27 (4) ETW 19OVS12UB B From Face 3.50 0.0000 127.00 No Ice 0.66 0.35 11.00 0.00 1/2" Ice 0.78 0.44 15.83 0.00 1" Ice 0.90 0.54 22.17 (4) ETW19OVS12UB A From Face 3.50 0.0000 127.00 No Ice 0.66 0.35 11.00 0.00 1/2" Ice 0.78 0.44 15.83 " 0.00 1" Ice 0.90 0.54 22.17 (4) ETW190VS12UB C From Face 3.50 0.0000 127.00 No Ice 0.66 0.35 11.00 0.00 1/2" Ice 0.78 0.44 15.83 0.00 1" Ice 0.90 0.54 22.17 10' T -Arms (1) A From Face 1.50 0.0000 117.00 No Ice 3.90 2.34 250.00 0.00 1/2" Ice 4.30 2.58 300.00 0.00 1" Ice 4.70 2.82 350.00 10' T -Arms (1) B From Face 1.50 0.0000 117.00 No Ice 3.90 2.34 250.00 0.00 1/2" Ice 4.30 2.58 300.00 0.00 I" Ice 4.70 2.82 350.00 10' T -Arms (1) C From Face 1.50 0.0000 117.00 No Ice 3.90 2.34 250.00 0.00 1/2" Ice 4.30 2.58 300.00 0.00 I" Ice 4.70 2.82 350.00 (2) PCSS065 -19 -2 w/Mount C From Face 3.00 0.0000 117.00 No Ice 6.20 3.31 39.55 Pipe 0.00 1/2" Ice 6.76 4.74 81.15 0.00 I" Ice 7.29 5.89 134.25 (2) PCSS065 -19 -2 w/Mount B From Face 3.00 0.0000 117.00 No Ice 6.20 3.31 39.55 Pipe 0.00 1/2" Ice 6.76 4.74 81.15 0.00 I" Ice 7.29 5.89 134.25 (2) PCSS065 -19 -2 w/Mount A From Face 3.00 0.0000 117.00 No Ice 6.20 3.31 39.55 Pipe 0.00 1/2" Ice 6.76 4.74 81.15 0.00 I" Ice 7.29 5.89 134.25 Valmont 13' Platform w/o C None 0.0000 90.00 No Ice 35.00 35.00 1500.00 Rails 1/2" Ice 42.00 42.00 2500.00 1" Ice 49.00 49.00 3500.00 (2) LPD -4019 w/Mount Pipe C From Face 3.50 0.0000 90.00 No Ice 8.37 12.34 100.85 0.00 1/2" Ice 9.07 13.87 184.00 0.00 1" Ice 9.78 15.42 282.11 (2) BXA- 70063/8 w/ 7' MP C From Face 3.50 0.0000 90.00 No Ice 10.66 7.18 49.55 0.00 1/2" Ice 11.26 8.48 118.59 0.00 I" Ice 11.87 9.49 200.87 (2) LPD -6516 w/Mount Pipe B From Face 3.50 0.0000 90.00 No Ice 12.87 12.56 89.70 0.00 1/2" Ice 13.59 13.99 150.66 0.00 1" Ice 14.32 15.27 222.26 BXA- 185063/12CF w/ mount B From Face 3.50 0.0000 90.00 No Ice 5.00 5.30 40.55 Job °b Page P001373B GREENBURG 3 of 6 GPD Group Project Date 520 South Main St. Suite 2531 2012793.58 08:18:27 04/12/12 • Akron, OH 44311 Client Designed by Phone: (330) 572 -2100 T- Mobile Towers FAX: (220) 572 -2101 ewells Description Face Offset Offsets: Azimuth Placement C C Weight or Type Hon Adjustment Front Side Leg Lateral Vert ft ft ill ft2 lb ft ft pipe 0.00 1/2" Ice 5.55 6.47 83.66 0.00 I" Ice 6.07 7.35 138.22 BXA- 70040/8CF w/ Mount B From Face 3.50 0.0000 90.00 No Ice 22.29 10.21 82.85 Pipe 0.00 1/2" Ice 23.18 11.72 210.49 0.00 1" Ice 24.07 13.26 353.97 (2) LPD- 7907/8 w/Mount A From Face 3.50 0.0000 90.00 No Ice 6.00 15.50 84.20 Pipe 0.00 1/2" Ice 6.59 17.04 135.64 0.00 I" Ice 7.17 18.43 197.55 BXA- 185085/12CF w/ Mount A From Face 3.50 0.0000 90.00 No Ice 5.07 5.63 53.53 Pipe 0.00 1/2" Ice 5.60 6.65 100.55 0.00 I" Ice 6.12 7.52 157.39 XP20 -45 w/ Mount Pipe A From Face 3.50 0.0000 90.00 No Ice 6.91 4.83 39.90 0.00 1/2" Ice 7.45 5.75 89.47 0.00 I" Ice 7.99 6.54 149.77 8' 2.5 std pipe A From 1.00 0.0000 107.00 No Ice 2.00 2.00 46.32 Centroid -Le 0.00 1/2" Ice 2.83 2.83 61.29 g 0.00 1" Ice 3.46 3.46 81.56 8' 2.5 std pipe B From 1.00 - 30.0000 107.00 No Ice 2.00 2.00 46.32 Centroid -Le 0.00 1/2" Ice 2.83 2.83 61.29 g 0.00 1" Ice 3.46 3.46 81.56 8' 2.5 std pipe C From 1.00 0.0000 107.00 No Ice 2.00 2.00 46.32 Centroid -Fa 0.00 1/2" Ice 2.83 2.83 61.29 ce 0.00 1" Ice 3.46 3.46 81.56 8' 2.5 std pipe C From 1.00 30.0000 107.00 No Ice 2.00 2.00 46.32 Centroid -Le 0.00 1/2" Ice 2.83 2.83 61.29 g 0.00 I" Ice 3.46 3.46 81.56 840 -10057 A From 1.25 0.0000 109.00 No Ice 2.49 1.33 10.00 Centroid -Le 0.00 1/2" Ice 2.81 1.59 24.19 g 0.00 I" Ice 3.13 1.85 41.87 840 -10057 B From 1.25 - 30.0000 109.00 No Ice 2.49 1.33 10.00 Centroid -Le 0.00 12" Ice 2.81 1.59 24.19 g 0.00 1" Ice 3.13 1.85 41.87 840 -10057 C From 1.25 0.0000 109.00 No Ice 2.49 1.33 10.00 Centroid -Fa 0.00 1/2" Ice 2.81 1.59 24.19 ce 0.00 I" Ice 3.13 1.85 41.87 840 -10057 C From 1.25 30.0000 109.00 No Ice 2.49 1.33 10.00 Centroid -Le 0.00 1/2" Ice 2.81 1.59 24.19 g 0.00 I" Ice 3.13 1.85 41.87 BTS -2500 A From 1.25 0.0000 109.00 No Ice 2.12 0.96 35.00 Centroid -Le 0.00 12" Ice 2.32 1.12 48.31 g 0.00 l" Ice 2.53 1.29 64.14 BTS -2500 B From 1.25 - 30.0000 109.00 No Ice 2.12 0.96 35.00 Centroid -Le 0.00 1 /2" Ice 2.32 1.12 48.31 g 0.00 1" Ice 2.53 1.29 64.14 BTS -2500 C From 1.25 0.0000 109.00 No Ice 2.12 0.96 35.00 Centroid -Fa 0.00 1/2" Ice 2.32 1.12 48.31 ce 0.00 1" Ice 2.53 1.29 64.14 BTS -2500 C From 1.25 30.0000 109.00 No Ice 2.12 0.96 35.00 Centroid -Le 0.00 1/2" Ice 2.32 1.12 48.31 g 0.00 1" Ice 2.53 1.29 64.14 Generic GPS C From Leg 0.25 0.0000 107.00 No Ice 0.21 0.21 15.00 0.00 1/2" Ice 0.32 0.32 17.52 0.00 1" Ice 0.44 0.44 21.31 Job o ti Page P001373B GREENBURG 4 of 6 GPD Group Project Date 520 South Main St. Suite 2531 2012793.58 08:18:27 04/12/12 Akron, OH 44311 Client Designed by Phone: (330) 572 -2100 T- Mobile Towers FAX: (220) 572 -2101 ewells Dishes Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft ft ft fr lb 4 FT DISH C Paraboloid w/o From 0.00 0.0000 100.00 4.00 No Ice 12.56 170.00 Radome Face 0.00 1/2" Ice 13.09 237.19 0.00 1" Ice 13.62 304.38 HPD2 -23 A Paraboloid From 1.25 0.0000 105.00 2.00 No Ice 3.14 30.00 w /Shroud (HP) Centroid 0.00 1/2" Ice 3.41 70.00 -Leg 0.00 1" Ice 3.68 100.00 HPD2 -23 B Paraboloid From 1.25 - 30.0000 105.00 2.00 No Ice 3.14 30.00 w /Shroud (HP) Centroid 0.00 1/2" Ice 3.41 70.00 -Leg 0.00 1" Ice 3.68 100.00 HPD2 -23 C Paraboloid From 1.25 0.0000 105.00 2.00 No Ice 3.14 30.00 w /Shroud (HP) Centroid 0.00 1 /2" Ice 3.41 70.00 -Face 0.00 1" Ice 3.68 100.00 HPD2 -23 C Paraboloid From 1.25 30.0000 105.00 2.00 No Ice 3.14 30.00 w /Shroud (HP) Centroid 0.00 1/2" Ice 3.41 70.00 -Leg 0.00 I" Ice 3.68 100.00 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° LI 130 - 80.917 29.105 40 1.9554 0.0032 L2 85 - 45.083 12.424 40 1.4184 0.0015 L3 50 - 0 4.185 40 0.7848 0.0005 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 127.00 12' LP Platform 40 27.902 1.9255 0.0030 26470 117.00 10' T -Arms (1) 40 23.921 1.8237 0.0027 10180 109.00 840- 10057 40 20.817 1.7371 0.0023 6302 107.00 8' 2.5 std pipe 40 20.059 1.7143 0.0023 5753 105.00 HPD2 -23 40 19.308 1.6910 0.0022 5293 100.00 4 FT DISH 40 17.474 1.6302 0.0020 4410 90.00 Valmont 13' Platform w/o Rails 40 14.020 1.4946 0.0016 3307 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L 130 - 80.917 130.901 4 8.8294 0.0133 L2 85 - 45.083 55.982 4 6.4039 0.0062 L3 50 - 0 18.876 4 3.5423 0.0023 Job °b Page P0013736 GREEN BURG 5 of 6 GPD Group Project Date 520 South Main St. Suite 2531 2012793.58 08:18:27 04/12/12 ` Akron, OH 44311 Client Designed by Phone: (330) 572 -2100 T - Mobile Towers FAX: (220) 572 -2101 ewe! is Critical Deflections and Radius of Curvature - Design Wind I Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in it 127.00 12' LP Platform 4 125.498 8.6942 0.0166 6091 117.00 10' T -Arms (1) 4 107.629 8.2344 0.0139 2340 109.00 840 -10057 4 93.694 7.8432 0.0117 1446 107.00 8' 2.5 std pipe 4 90.287 7.7404 0.0112 1319 105.00 HPD2 -23 4 86.917 7.6352 0.0107 1213 100.00 4 FT DISH 4 78.677 7.3602 0.0095 1009 90.00 Valmont 13' Platform w%o Rails 4 63.159 6.7479 0.0073 753 Compression Checks Pole Design Data I Section Elevation Size I. L. KUr A P. gyp, Ratio No. P. ft ft ft in lb lb *P. Ll 130 - 80.917 TP25.074x14.763x0.2188 49.08 0.00 0.0 16.9033 - 9248.11 1145230.00 0.008 (1) L2 80.917 - TP32.16x23.7788x0.3125 39.92 0.00 0.0 31.0077 - 15636.10 2191330.00 0.007 45.083 (2) L3 45.083 -0 (3) TP41x30.5026x0.375 50.00 0.00 0.0 49.0547 - 28207.50 3341220.00 0.008 Pole Bending Design Data I Section Elevation Size Xi OM„, Ratio M, dM, Ratio No. M., M r ft lb -ft lb-ft 77:0 lb-ft lb-ft 4,M LI 130 - 80.917 TP25.074x 14.763x02188 429149.17 559231.67 0.767 0.00 559231.67 0.000 ( L2 80.917 - TP32.16x23.7788x0.3125 1181425.00 1372666.67 0.861 0.00 1372666.67 0.000 45.083 (2) L3 45.083 - 0 (3) TP4I x30.5026x0.375 2466033.33 2761741.67 0.893 0.00 2761741.67 0.000 Pole Shear Design Data Section Elevation Size Actual $Y Ratio Actual $T Ratio No. V V T. T ft lb lb •y, lb-ft lb-ft 4)T Ll 130 - 80.917 TP25.074x14.763x0.2188 19705.40 572614.00 0.034 28.50 1133950.00 0.000 (1) L2 80.917- TP32.16x23.7788x0.3125 23281.90 1095660.00 0.021 28.56 2783333.33 0.000 45.083 (2) L3 45.083 - 0 (3) TP41 x30.5026x0.375 27888.40 1670610.00 0.017 28.51 5599950.00 0.000 tnxTower Job Page P001373B GREENBURG 6 of 6 GPD Group Project Date 520 South Main St. Suite 2531 2012793.58 08:18:27 04/12/12 - Akron, OH 44311 Client Designed by Phone: (330) 572 -2100 T- Mobile Towers FAX: (220) 572 -2101 ewells Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P„ H,, Ad, V. T Stress Stress ft $P,, (pM +Mm +y •T Ratio Ratio LI 130 - 80.917 0.008 0.767 0.000 0.034 0.000 0.777 1.000 4.8/ ✓ (I) ✓ L2 80.917 - 0.007 0.861 0.000 0.021 0.000 0.868 1.000 482 ✓ 45.083 (2) ✓ L3 45.083 - 0 (3) 0.008 0.893 0.000 0.017 0.000 0.902 1.000 4.8.2 4 V Section Capacity Table I Section Elevation Component Size Critical P ®P % Pass No. ,Jt Type Element lb lb Capacity Fail LI 130 - 80.917 Pole TP25.074x14.763x0.2188 1 - 9248.11 1145230.00 77.7 Pass L2 80.917 - 45.083 Pole TP32.16x23.7788x0.3125 2 - 15636.10 2191330.00 86.8 Pass L3 45.083 - 0 Pole TP41x30.5026x0.375 3 - 28207.50 3341220.00 90.2 Pass Summary Pole (L3) 90.2 Pass RATING — 90.2 Pass Program Version 6.0.4.0 - 1/27/2012 File:C:/ Users /ewells/ Desktop /tnxTower58 /greenburg.eri TOWER ELEVATION DRAWING AND FEEDLINE PLAN 0 %0 GPD GROUP • 130.011 tit I DESIGNED APPURTENANCE LOADING I, { TYPE ELEVATION TYPE ELEVATION 17 LP Platform 127 .978.2500 109 (4) TMBXX - 6516 -R2M w/ 6' Mont 127 BTS -2500 106 • Pi 6' 2.5 me Pipe 107 (4) TMBXX- 6516 -R2M w/ 6' Moot 127 8' 2.5 sic pipe 107 Pipe 8' 2.5 std pipe 107 4 ,� (4) TMBXX- 6516 -R2M w/ 8' Mont 127 8' 2.5 std pipe 107 • I ( 4 E 1W190VS12U8 127 - Generic GPS 107 �j g (4) ETw190VS12Ue 127 11002 -23 105 S $ S I- o (4)ETW1WV312U8 121 HPD2 -23 105 w n 10'T- Arme 117 HPD2 -23 106 1p7 -Acme (1) 117 -23 - - - - -- 106 1VT - -Arms (1) _ - - -- 117 FTDISH 100 (2) PCSS05 - 19-2 wAbuM Pips 117 - 'B XA- 70040 /6CF w/ Mount Pipe SO (2) PCS .SD66-16.2 •M19pul Plpe 117 (2)LPD- 790718 wMOrM Pipe 90 (2) PC65065.19.2 dhow! Pipe 117 BXA- 185085/12CF w/ Moot Plpe 60 84P 70057 109 - I XP20-45 w/ Mont Pipe 90 6810057 109 BXA-185063/12CF w / Mont pipe 90 840.10067 109 Valmont 1 3' 9 w/M u t Pipe 90 .10067 109 LPD -4019 w/Moxt Pips 90 640 BTS2600 100 _ Q (4 ) 8XM7 0063l8 w/ 7 MP 90 (2) LPD -8516 w /Mount Pips 90 / 4.1C111:111.1. eose I MATERIAL STRENGTH ' I GRADE I Fy I Fu GRADE I FY i Fu I A572 -85 y 65 kW 80 MI TOWER DESIGN NOTES 1. Tower is located in Washington County, Oregon. 2. Tower designed for Exposure C to the TIA -222 -G Standard. 3. Tower designed for a 95 mph basic wind in accordance with the TIA -222 -G Standard. S g V 4. Tower is also designed for a 30 mph basic wind with 1.00 in ice. Ice is considered to t; H I ' f $ a; 8 increase in thickness with height. o R R 44 5. Deflections are based upon a 80 mph wind. I 6. Tower Structure Class II. 7. Topographic Category 1 with Crest Height of 0.0011 8. TOWER RATING: 90.2% I ff I . 45.11/ w it ALL REACTIONS ARE FACTORED 1 AXIAL A • p 61468 lb � q 6 R SHEAR MOMENT 29151b ( J I 279029 lb-ft TORQUE 103 lb -ft 30 mph WIND - 1.0000 in ICE AXIAL 28247 lb /--' SHEAR / MOMENT 2784816 2466030 !b -ft • 0.011 TORQUE 892 lb-ft R EACTIONS - 95 mph WIND i I1 1,1 i A GPD Group IoD: P001373B GREENBURG /A& 520 South Main St. Suite 2531 P1 dJe d 2012793.58 (; -5) I,Fl4 Akron, OH 44311 c1 ie M T- Mobile Towers Dr "'' n ° t'ewella ^ * Ak _ GOD Group Phone: (330) 572 -2100 code. TIA -222 -G L 04112/12 SG"' NTS FAX: (220) 572 - 2101 Pei C:Wwclww aDawooam.TOwar67nrswdw.M C.*9 NO. E - 1 -5/8" Coax for (Cricket) 0 CATS Cables for (Clearwire) —�� 0 0 0 • • • °cogo • • 1-5/8" Coax for (Verizon) N— 1 -5/8" Coax for (T- Mobile) COAX PLACEMENT NOT TO SCALE -1 • % JOB P001373B GREENBURG 2012793.58 GPD GROUP. DATE gra P." Ll1,nw, Bum ems, ax. 4/12/12 520 South Main Street, Suite 2531 BY Akron, Ohio 44311 DRAWN 330-572.2100 Fax 330-572-2101 EJW J ANCHOR ROD AND BASE PLATE ANALYSIS I %:a GPD GROUP Anchor Rod and Base Plate Stresses, TIA- 222 -G -1 /'.■ PO01373B GREENBURG • 2012793.58 GPD GROUP Overturning Moment = 2466.03 k'ft • Axial Force = 28.25 k I Acceptable Stress) Shear Force = 27.85 k Ratio = 105.0 %I Anchor Rods Base Plate (Section 4.9.9, T1A 222 - G - 1) Location = External Number of Rods = 12 Plate Strength (Fy) = 60 ksi $ = 0.8 = 0.9 Rod Ultimate Strength (F„) = 100 ksi Outside Diameter = 54.95 in Base Plate Detail Type` = d Plate Thickness = 2.75 in Rod Circle = 48.95 in wcalc = 26.74 in Rod Diameter = 2.25 in wmax = 40.17 in Net Tensile Area = 3.25 in` w = 26.74 in Max Tension on Rod = 198.95 kips Z = 50.56 in Max Compression on Rod = 203.66 kips M, = 1236.29 k -in P„ = 203.66 kips tpM = 2730.13 k -in V, = 2.32 kips BP Capacity = 45.3% OK n = 0.50 tPRnr = 260.00 kips Pole Anchor Rod Capacity = 80.1% OK Pole Diameter = 41 in Number of Sides = 12, *This analysis assumes the clear distance Thickness = 0.375 in from the top of the concrete to the bottom of Pole Yield Strength = 65 ksi the leveling nut is less than the diameter of the anchor rod. Notify GPD Group immediately if existing field conditions do not meet this assumntinn Stiffeners Configuration =] None] GPD Round Base Plate Stress (Rev G) - V1.07a FOUNDATION ANALYSIS .■ GPD GROUP • CAISSON ANALYSIS WORKSHEET Client: T- Mobile Towers Job No.: 2012793.58 �'._ Site ID: PO01373B Sheet No: 1 Of 1 Site Name: GREENBURG Made By: EJW Date: 4/12/2012 GPD GROUP Location: Washington County, OR Chk'd By: CJS Date: 4/12/2012 Loading Type: Wind Code: G FOUNDATION DATA RISA Reactions Diameter = 5.5 ft Moment = 2466.03 ft-k Length = 28 ft Axial = 28.247 kips Rebar Size = #10 Shear = 27.848 kips #of bars= 20 Tie Size = #4 Clear Cover = 3 inches Edge to Bar Center = 4.135 inches fc = 4 ksi LPILE TYPE 2 ANALYSIS FOR REINFORCING CAPACITY Mn = 42559.39 in -k Mn = 3546.62 ft-k Load Factor = 1 (flexure) = 0.9 iMn = 3191.95 ft -k MOMENT FROM CAISSON PROGRAM USING ADJUSTED S.F. AND ACTUAL CAISSON LENGTH Moment = 2620.3 ft -k (max. moment along caisson) REINFORCING STEEL CAPACITY LF'Moment from Caisson 2620.30 ft -k Capacity = _ = 82.1% O.K. fMn 3191.95 ft-k SOIL CAPACITY FROM CAISSON PROGRAM USING ADDITIONAL SAFETY FACTORS ADDITIONAL SAFETY FACTOR FROM CAISSON = 1.52 Phi (Soil) = 0.75 1 /phi(soil) 1.33 Capacity = _ = 87.7% O.K. Additional Safety Factor 1.52 ' ' . , • • CAISSON Version 4.46 Thu Apr 12 08:26:18 2012 U.W. Short Course - 1998 ********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * PIER FOUNDATIONS ANALYSIS AND DESIGN - (C) 1995, POWER LINE SYSTEMS, INC.* * * ********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * ** ANALYSIS IDENTIFICATION : PO01373B GREENBURG NOTES : 2012793.58 * ** PIER PROPERTIES CONCRETE STRENGTH (ksi) = 3.40 STEEL STRENGTH (ksi) = 60.00 DIAMETER (ft) = 5.500 DISTANCE FROM TOP OF PIER TO GROUND LEVEL (ft) = 1.00 * ** SOIL PROPERTIES LAYER TYPE THICKNESS DEPTH AT TOP OF LAYER DENSITY CU KP PHI (ft) (ft) (pcf) (psf) (degrees) 1 C 3.00 0.00 115.0 0.0 2 S 9.00 3.00 115.0 3.000 30.00 3 C 25.00 12.00 120.0 600.0 * ** DESIGN (FACTORED) LOADS AT TOP OF PIER MOMENT (ft -k) = 2466.0 VERTICAL (k) = 28.2 SHEAR (k) = 27.8 ADDITIONAL SAFETY FACTOR AGAINST SOIL FAILURE = 1.52 * ** CALCULATED PIER LENGTH (ft) = 28.000 * ** CHECK OF SOILS PROPERTIES AND ULTIMATE RESISTING FORCES ALONG PIER TYPE TOP OF LAYER BELOW TOP OF PIER THICKNESS DENSITY CU KP FORCE ARM (ft) (ft) (pcf) (psf) (k) (ft) C 1.00 3.00 115.0 0.0 0.00 2.50 S 4.00 9.00 115.0 3.000 384.24 9.40 C 13.00 1.03 120.0 600.0 27.27 13.52 C 14.03 13.97 120.0 600.0 - 368.73 21.02 * ** SHEAR AND MOMENTS ALONG PIER WITH THE ADDITIONAL SAFETY FACTOR WITHOUT ADDITIONAL SAFETY FACTOR DISTANCE BELOW TOP OF PIER (ft) SHEAR (k) MOMENT (ft -k) SHEAR (k) MOMENT (ft -k) 0.00 42.8 3769.0 28.1 2479.6 2.80 42.8 3888.8 28.1 2558.4 5.60 8.2 3982.8 5.4 2620.3 8.40 -87.5 3882.2 -57.5 2554.1 11.20 -227.7 3451.3 -149.8 2270.6 14.00 -367.9 2587.2 -242.0 1702.1 16.80 -295.7 1655.8 -194.5 1089.3 19.60 -221.8 931.4 -145.9 612.8 22.40 -147.8 414.0 -97.3 272.3 25.20 -73.9 103.5 -48.6 68.1 28.00 0.0 0.0 0.0 0.0 U.W. Short Course - 1998 Page 1/2 • ' t * ** TOTAL REINFORCEMENT PCT = 0.68 REINFORCEMENT AREA (in ^2) = 23.26 * ** USABLE AXIAL CAP. (k) = 28.2 USABLE MOMENT CAP. (ft -k) = 2678.8 * ** US Standard Re -Bars (Select one of the following): 117 BARS #4 (AREA = 0.20 in ^2 DIA = 0.500 in) AT SPACING (in) = 1.50 76 BARS #5 (AREA = 0.31 in ^2 DIA = 0.625 in) AT SPACING (in) = 2.31 53 BARS #6 (AREA = 0.44 in ^2 DIA = 0.750 in) AT SPACING (in) = 3.32 39 BARS #7 (AREA = 0.60 in ^2 DIA = 0.875 in) AT SPACING (in) = 4.51 30 BARS #8 (AREA = 0.79 in ^2 DIA = 1.000 in) AT SPACING (in) = 5.86 24 BARS #9 (AREA = 1.00 in ^2 DIA = 1.128 in) AT SPACING (in) = 7.33 19 BARS #10 (AREA = 1.27 in ^2 DIA = 1.270 in) AT SPACING (in) = 9.26 15 BARS #11 (AREA = 1.56 in ^2 DIA = 1.410 in) AT SPACING (in) = 11.73 11 BARS #14 (AREA = 2.25 in ^2 DIA = 1.693 in) AT SPACING (in) = 15.99 * ** PRESSURE UNDER CAISSON DUE TO DESIGN AXIAL LOAD (psf) = 1188.9 U.W. Short Course - 1998 Page 2/2 P001373B.lpo LPILE Plus for windows, version 5.0 (5.0.39) Analysis of Individual Piles and Drilled Shafts subjected to Lateral Loading using the p -y Method (c) 1985 -2007 by Ensoft, Inc. All Rights Reserved This program is licensed to: ewells GPD Group Path to file locations: C: \Documents and Settings \ewells \Desktop\ Name of input data file: P001373B.1pd Name of output file: P001373B.lpo Name of plot output file: P001373B.lpp Name of runtime file: P001373B.1pr Time and Date of Analysis Date: April 11, 2012 Time: 16:14:32 Problem Title • P001373B GREENBURG Program Options units used in Computations - US customary Units: Inches, Pounds Basic Program Options: Analysis Type 2: - Computation of Ultimate Bending Moment of Cross Section (Section Design) Computations of Nominal Moment Capacity and Nonlinear Bending stiffness Number of sections = 1 Pile section No. 1 The sectional shape is a circular drilled shaft (bored pile). Page 1 • P001373B.lpo Outside Diameter = 66.0000 in Material Properties: Compressive Strength of Concrete = 4.000 kip /in * *2 Yield Stress of Reinforcement = 60. kip /in * *2 Modulus of Elasticity of Reinforcement = 29000. kip /in * *2 Number of Reinforcing Bars = 20 Area of Single Bar = 1.27000 in * *2 Number of Rows of Reinforcing Bars = 11 Area of Steel = 25.400 in * *2 Area of shaft = 3421.194 in * *2 Percentage of steel Reinforcement = .742 percent Cover Thickness (edge to bar center) = 4.135 in unfactored Axial Squash Load Capacity = 13069.70 kip Distribution and Area of steel Reinforcement Row Area of Distance to Number Reinforcement Centroidal Axis in * *2 in 1 1.270 28.865 2 2.540 27.452 3 2.540 23.352 4 2.540 16.966 5 2.540 8.920 6 2.540 0.000 7 2.540 -8.920 8 2.540 - 16.966 . 9 2.540 - 23.352 10 2.540 - 27.452 11 1.270 - 28.865 Axial Thrust Force = 28000.00 lbs unfactored (Nominal) Moment Capacity at Concrete Strain of 0.003 = 42559.39108 in -kip The analysis ended normally. Page 2 . ?() P2cl 2_-aa a73 PROJECT TEAM: SITE INFORMATION: PROJECT DESCRIPTION: NAME: POR DARTMOUTH VERBAL SUMMARY: WITHOUT FORCE OR EFFECT ON THE APPLICANT: ADDRESS: 11744 PACIFIC HIGHWAY CONTRACT DOCUMENTS THE DESCRIPTION OF THE PROPOSED VERIZON WIRELESS (VAW) LLC d /b /a VERIZON WIRELESS TIGARD, OREGON 97223 WORK CAN BE DESCRIBED AS FOLLOWS: PRT NE 122nd AVE ver�Zonw�rei�SS PORTLAND, OREGON 97230 TAX ID: R284105 AT THIS EXISTING COMMUNICATIONS FACILITY VERIZON --) 7. OCCUPANCY TYPE: S2 WIRELESS PROPOSES THE FOLLOWING MODIFICATION: SIX (6) APPLICANT'S REPRESENTATIVE: ; POR PANEL ANTENNAS WILL BE REMOVED AND SIX (6) SIMILAR 1 i CONSTRUCTION TYPE: VN 7y' PANEL ANTENNAS WILL BE INSTALLED LEAVING A TOTAL OF URBAN WIRELESS, LLC :. It ns R `" °" - CURRENT ZONING: WR TWELVE (12) PANEL ANTENNAS. TWO (2) DIPLEXERS WILL 10376 SE SUNBURST WAY BE ADDED TO EACH OF THREE (3) SECTORS. AN PORTLAND, OREGON 97086 t • COORDINATES PER SMR: EQUIPMENT CABINET WILL BE ADDED AT GROUND LEVEL ON CONTACT: SHANIN PRUSIA t1 1 AN EXISTING CONCRETE PAD. THERE WILL BE NO CHANGE PHONE: 503.720.7295 2 ' DARTMOUTH TO THE OVERALL STRUCTURE HEIGHT. LATITUDE: 045' 26' 03.17 N LONGI TUDE: 122' 45' 31.13 W verizen ' lre ." CONSTRUCTION MANAGER: . 11744 PACIFIC HIGHWAY GROUND ELEVATION: 199' AMSL w ess CODE COMPLIANCE: VERIZON WIRELESS 5430 NE 122nd AVE TIGARD, OREGON 97223 INSTALLED IN ACCORDANCE WITH THE CURRENT EDITIONS PORTLAND, OREGON 97230 Urban Wireless, LLC A ALL WORK AND MATERIALS SHALL BE PERFORMED AND CONTACT: JOE AHSING OF THE FOLLOWING CODES AS ADOPTED BE THE LOCAL LESSOR: 10)76 Sunburst Way GOVERNING AUTHORITIES. NOTHING IN THESE PLANS IS TO BE CONSTRUED TO PERMIT WORK NOT IN COMPLIANCE 23 MOBILE Portland, Oregon 97086 CO x x CONCORD, WITH THESE CODES. , LANE, CA 94520 0 STE 2 A Sbanin Prusia 1. 2010 OREGON STRUCTURAL SPECIALTY CODE E T: oVW TARDIFF Pr o .72 .7295 Cr • 2. 2010 OREGON MECHANICAL SPECIALTY CODE 505 /11( x x 3. 2008 EDITION OREGON PLUMBING SPECIALTY CODE ARCHITECT: 4. 2008 EDITION OREGON ELECTRICAL SPECIALTY CODE POR DOUGLAS COTTEL ARCHITECT 1332 LAWRENCE STREET, STE 1 EUGENE, OREGON 97401 CONTACT DOUG COTTEL PHONE: 541.686.9796 SURVEYOR: HAVER ROSS & SPORSEEN \ ' 15 SE 82n DR DARTMOUTH GLADSTONEaOR 97027 PHONE: 503.657.1384 WI RELE S S POWER COMPANY: PGE 11744 PACIFIC HIGHWAY SEE SHEET E01 FOR TELECOMMUNICATIONS SITE DEVELOPMENT CONTACT INFORMATION cr _ v cm Loc St z Ma p P o i n Y TIGARD, OREGON 97223 TELCO COMPANY: DOUGLAS COTTEL ARCHITECT °' a 7 1332 LAWRENCE, STE 1, EUGENE OREGON 97401 , 1 41' A n SW Mapleleaf St 5 E E01 FOR PHONE 541 686 9796 douglascottelOcomcast.net G p a m m 7 a ' u L CONTACT INFORMATION JW Oak St " _ a' i i 294 Crec'rlburg SW Pine St v, i 1 f 9 A8 AI��, z � S SW Spruce St ^ SW Spruce St "' a IP ► L• S OTTEL'C" &.' w Am 1 �. a /� �, . a4 �Gi co V SW North Dakota St >., ao 11744 SW Pacific Hwy, 294 - APPROVALS t il EU ENE sREGON,. 6 SW Pfaffle St Portland, j' � 312 �O 4 OR 97223 -8462 r ?'� D 4k 7 , a s LESSOR Y � 217 R REV DATE ISSUED AS BY 9a 991" BY DATE INDEX TO DRAWINGS r` 'Dartmouth St — 0 12APR12 BP SUBMITTAL DC �Q A01 PROJECT INFORMATION • T 9 g 2 93 A02 OVERALL SITE PLAN ' 6 A03 EQUIPMENT YARD PLAN Sk g 7 7 7 a ' ° PI A04 ANTENNA INFORMATION AN a a N �� r�� , VERIZON WIRELESS APPROVALS SITE ELEVATION A �: � " a ,, A t - DEPT BY DATE 292. Le. N ■ i X2006 MicesoCColp x'2005 N4V1EQ,ud /orGD1,lnc ma y. o SWe9 a RE DRAWING FILE URBAN \35DARTMOUTH \VZWDARTMOUTHLTE –A01 DRIVING DIRECTIONS FROM PORTLAND MSC: PM SHEET TITLE PROJECT Head SW from NE 122nd Avenue. Turn right at NE Shaver Street. Turn left at NE 102nd Avenue. Bear right INFORMATION onto the I -84W entry romp to Portland and travel approximately 6 miles. Take the 1 -5 south ramp to Salem /Beaverton and travel approximately 8 miles. Take the OR - 99W exit, exit 294, to Tigard /Newberg. Bear right of SW Pacific Highway and travel approximately 1 mile. Site is on the left. Access road is just past SW RF 5HLL1 NUMBER Dartmouth Street. Follow road down the hill to the site. ,/ 220 / verI nwireiess , Z°— • , Jy/ g� f ' POR `�� DARTMOUTH `P ---k - " / /I / 11744 PACIFIC HIGHWAY OA I( TIGARD, OREGON 97223 GAG -- ,- I Urban Wireless, LLC. A C j �` / I 10376 Sunburst Way Portland Oregon 97086 y y / \ Shanin Prubia /� /a I I I I Project Manager 4 • ..- 1 \ � I POWER TO COSTCO 505.720.7295 X X 1� GAS TO COSTCO F i I Y s� .;, _ \\ _ / c ° � I ( . / 6 I / • I POWER TO THE SITE I WIP%ELE S S -- - L / I TELECOMMUNICATIONS SITE DEVELOPMENT I / TELCO TO THE SITE ARCHITECT / I DOUGLAS =TEL 7/ 1332 LAWRENCE. STE 1. EUGENE OREGON 97401 \ ! / PHONE 541 686 9796 douglascottetOcomcast.net 21° ��O Ap ,.' II I �r • ��\ � 14�1iL ' S OTTEL t'''' a \ 4 1 " 1 ( . N I th EU ENE OREGON ,� , l 1 312 312 S ,�\ I 1 0 in 1> ��CS '0\ (N • 0 \ II I by REV DATE ISSUED AS BY �V _ I 0 12APR12 9P SUBMITTAL DC S 89' 51 ' 46" E 72.71 ' s _ _ La ° ' �_:: I — \ �I �, , I o LOCATION OF EXISTING COMMUNICATIONS `� / =sr 9 FACILITY WHERE VERIZON WIRELESS S o ,- � . ', PROPOSES TO MAKE AN ANTENNA 7 ' ._ MODIFICATION AND ADD AN EQUIPMENT 6 41 N. " =� " + O o CABINET ON AN EXISTING CONCRETE SLAB G� rn ,,111,/ DRAWING FILE ✓ 9\ I +- NORTH URBANMOUTHLTE"A02 \VZWDARTMOUTHLTE —A02 • 7S \ } o (/ SHEET TITLE \ to 1 OVERALL SITE PLAN OVERALL SITE PLAN • SHEET NUMBER A02 1" = 30' -0" A02 \ N_____---- I \ I I V erI hwir 1 L e ess \ I POR . \ 11 I DARTMOUTH 11744 PACIFIC HIGHWAY \ I I TIGARD, OREGON 97223 1 Urban Wireless, LLC A SECURITY EXISTING ROADWAY 10376 Sunburst Watt FENCING / Portland, Oregon 97086 /, ACCESS GATES I Shanin Prusta ,,,„, - --N, , ' Project Manager -4 • S 89'51'46 "E 72.71' tt • i , 5 O 7lOT.95 x x x�- ---- -x I� ...7...___-------- 4- BOLLARD V. • N POWER 7,-..„ I. , ' �p\ \, METER ,� (E) LCW WIRELESS VERIZON (E) LCW WIRELESS LEASE AREA AND �� *A WI ELE SS COMM H -FRAME EQUIPMENT CABINETS 1 EXISTING SECURITY FENCING N' EMERGENCY TELECOMMUNICATIONS SITE DEVELOPMENT GENERATOR (E) FENCING (E) LEASE BOUNDARY DOUGLAS COTTEL ARCHITECT PROPOSED VERIZON WIRELESS N. \ � - UTILITY H — FRAME + \ '- N 0 0 0 . 1332 LAWRENCE, STE 1, EUGENE OREGON 97401 D PHONE 541 686 9796 dougloscottelOcomcast.net r EXISTING VERIZON WIRELESS + R EQUIPMENT CABINETS ON 6' X / /�° D e " I -0.1D ARc, 20' CONCRETE SLAB + o 'N, %' v PROPOSED EQUIPMENT CABINET \ / ' i� x I ON EXISTING STEEL PLINTH ON i� , J _ I` / L • S OTTEL EXISTING CONCRETE SLAB \\ , 1 ^ ` �. la S • - - _ _ o th EU ENE IREGON,,.. • EXISTING VERIZON WIRELESS S X X x X x 312' COAX BRIDGE O •Js D a 9 Cs 9 R • i I o REV DATE ISSUED AS BY (E) T- MOBILE p EQUIPMENT CABINETS N C 0 12APR12 BP SUBMITTAL DC (E) STEEL MONOPOLE - -- VERIZON WIRELESS O ANTENNAS AND d- FRAMES AT 90' AGL 10 -- I N N j P i f 41111,4 DRAWING FILE NORTH URBAN \35DARTMOUTH \VZWDARTMOUTHLTE -A03 ( I SHEET TITLE 1 EQUIPMENT YARD PLAN EQUIPMENT YARD A03 1" = 10' -o" PLAN SHEET NUMBER A03 Current panel antenna configuration \i• # coax # of TIP OF (E) T- MOBILE ANTENNAS Ver1,� wireless Freq Band Sector Azimuth Tip Ht Ft runs antennas / 132-6 AGL Cellular D1 80 94 2 2 I �i TOP OF (E) MONO POR • PCS D1 80 93 2 2 111-11-1- �_; —� 11 130 AGL • 7 00 MHz DARTMOUTH Cellular D2 160 94 2 2 PCS D2 160 93 2 2 t 1174 PACIFIC HIGHWAY 700 MHz (,1 RAD CENTER OF (E) LCW WIRELESS AilENISAL. TIGARD, OREGON 97223 Cellular D3 325 94 2 2 117' AGL PCS D3 325 93 2 2 • 1 VARIOUS DISH ANTENNAS Urban Wireless, LLC A, 10376 Sunburst Way 700 MHz Portland, Oregon 97086 x x Skanin Prusia Proposed panel antenna configuration Pro ct Manager • EXISTING AND PROPOSED 5057z07295 x x VERIZON WIRELESS PANEL ANTENNAS # coax # of / TIPS AT 93' AND 94' AGE Freq Band Sector Azimuth Tip Ht Ft runs antennas EXISTING AND PROPOSED Cellular D1 80 94 2 2 VERIZON WIRELESS PANEL ANTENNAS PCS D1 80 93 4xDPLX 1 C/L 90' AGL 7\ 700 MHz D1 80 94 2 1 -\ EXISTING AND PROPOSED VERIZON Cellular D2 160 94 2 2 WIRELESS ANTENNA ARRAY -THREE 40 e WIR ELE S S PCS D2 160 93 4xDPLX 1 SECTORS - FOUR (4) ANTENNAS PER SECTOR - TWELVE (12) MU 700 MHz D2 160 94 2 1 ANTENNAS TOTAL TELECOMMUNICATIONS SITE DEVELOPMENT Cellular D3 325 94 2 2 DOUGLAS COTTEL ARCHITECT PCS D3 325 93 4xDPLX 1 700 MHz D3 325 94 2 1 (E) 130' TALL MONOPOLE 1332 LAWRENCE, STE 1, EUGENE OREGON 97401 PHONE 541 686 9796 dougloscottelOcomcost.net r -g$D Aj VA erlie L W L, S OTTEL SECURITY FENCING AND t:4 � GATES tI) a EU ENE 1REGON,. VERIZON WIRELESS ✓ 312 �0 ° EQUIPMENT CABINETS AND EXISTING AND PROPOSED / RE -USE EXISTING GPS ANTENNA GAMMA (D3) SECTOR PIPE MOUNTS ON , 0�� 325' AZIMUTH ° EXISTING FRAMES FOR ANTENNA REPLACEMENTS ° REV DATE ISSUED AS BY OTHER CARRIER o EQUIPMENT CABINETS 0 12APR12 BP SUBMITTAL DC EXISTING AND PROPOSED u, z ° ALPHA (D1) SECTOR J EXISTING STEEL c0°.°16°..'\ 080 AZIMUTH MONOPOLE W I o (E) VERIZON COMM o o a UTILITY H -FRAME a o *' \ 0 ° 3 is " EXISTING AND PROPOSED 1 B _ a z t BETA (D2) SECTOR J _ — 160' AZIMUTH h I DRAWING FILE � _ _ _ _ ,� II 11 I URBAN \35DARTMOUTH EXISTING GRADE ZWDARTMOUTHLTE -A04 I ' \V 197.00AMSL SHEET TITLE 1 PANEL ANTENNA AZIMUTH PLAN 2 SITE ELEVATION ANTENNA INFORMATION A04 1 / 8 " = 1 ' - o" Ao ," = 10'_0„ SITE ELEVATION \ SHEET NUMBER A04