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Permit Building 2019-12-18
SPRINGFIELD { .0, y -OREGON Web Address: www.springfield-or.gov Building Permit Commercial Structural Permit Number: 811-19-002538-STR IVR Number: 811084654797 Permit Issued: December 18, 2019 TYPE OF WORK City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 541-726-3753 Email Address: permitcenter@springfield-or.gov Category of Construction: Commercial Type of Work: Alteration Submitted Job Value: $15,000.00 Description of Work: Replace antenna mount and 3 antennas, replace support cabinets and 3 -box JOB SITE INFORMATION Worksite Address Parcel Owner: MEADOW ADVERTISING 2656 OLYMPIC ST 1703254100102 Address: PO BOX 331 THE DALLES, OR 97058 Springfield, OR 97477 LICENSED PROFESSIONAL INFORMATION Business Name License License Number Phone CROWN CASTLE USA INC - CCB 203500 480-734-2428 Primary PENDING INSPECTIONS Inspection Inspection Group Inspection Status 1999 Final Building Struct Com Pending SCHEDULING INSPECTIONS Various inspections are minimally required on each project and often dependent on the scope of work. Contact the issuing jurisdiction indicated on the permit to determine required inspections for this project. Schedule or track inspections at www.buildingpermits.oregon.gov Call or text the word "schedule" to 1-888-299-2821 use IVR number: 811084654797 Schedule using the Oregon ePermitting Inspection App, search "epermitting" in the app store Permits expire if work is not started within 180 Days of issuance or if work is suspended for 180 Days or longer depending on the issuing agency's policy. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. Granting of a permit does not presume to give authority to violate or cancel the provisions of any other state or local law regulating construction or the performance of construction. ATTENTION: Oregon law requires you to follow rules adopted by the Oregon Utility Notification Center. Those rules are set forth in OAR 952-001-0010 through OAR 952-001-0090. You may obtain copies of the rules by calling the Center at (503) 232-1987. All persons or entities performing work under this permit are required to be licensed unless exempted by ORS 701.010 (Structural/ Mechanical), ORS 479.540 (Electrical), and ORS 693.010-020 (Plumbing). Printed on: 12/18/19 Page 1 of 2 C:\myReports/reports//production/01 STANDARD Permit Number: 811-19-002538-STR PERMIT FEES Fee Description Technology Fee Plan Review - Minor, City Structural building permit fee Structural plan review fee State of Oregon Surcharge - Bldg (12% of applicable fees) Page 2of2 Quantity Fee Amount $29.52 1 $141.00 $272.30 $177.00 $32.68 Total Fees: $652.50 Printed on: 12/18/19 Page 2 of 2 C:\myReports/reports//production/Ol STANDARD Structural Permit Application 225 Fifth Street ♦ Springfield, OR 97477 ♦ PH(541)726-3753 ♦ FAX(541)726-3689 SPRINGFIELD aaEeoN DEPARTMENT USE ONLY Permit no.: 1- I —D O 9!3 /cam Date: This permit is issued under OAR 918-460-0030. Permits expire if work is not started within 180 days of issuance or if work is suspended for 180 days. LOCAL GOVERNMENT APPROVAL This project has final land -use approval. Signature: Date: This project has DEQ approval. Signature: Date: Zoning approval verified: ❑ Yes ❑ No Property is within flood plain: ❑ Yes ❑ No CATEGORY OF CONSTRUCTION ❑ Residential ❑ Government ® Commercial JOB SITE.. INFORMATION AND LOCATION Job site address: City Sprinqfield State ZIP: 9747 Subdivision: 1703254100102 Lot no.: Reference: I Taxlot: PROPERTY OWNER Name: Crown Castle Address: 1505 Westlake Ave. N., Ste 800 City: Seattle State: WA zip: 97378 Phone: 503.708.9200 Fax: E-mail: zach.phillips@crowncastle.com Building Owner o Owner't authorizing this application: Sign here: ❑ This installis being i ade on residential or farm property owned by me or a member of my immediate family, and is exempt from licensing requirements under ORS 701.010. CONTRACTOR INSTALLATION Business name: Crown Castle Address: City: State: ZIP: Phone: - - Fax: - - E-mail: CCB license no.: 203500 Print name: Zet u ) Signi ature: SUB -CONTRACTOR INFORMATION Name CCB License # Phone Number Electrical �TYI s Occupancy Plumbing Construction type: Mechanical Cost per square foot: Last edited 5-5-2017 Wones FEE SCHEDULE 1: Valuation information (a) Job description: ' �TYI s Occupancy Construction type: Square feet: Cost per square foot: Other information: Type of Heat: Energy Path: ❑ new ❑alteration ❑ addition (b) Foundation -only permit? ❑ Yes ❑ No Total valuation: $ 15,000 2.. Building fees (a) Permit fee (use valuation table): $ (b) Investigative fee (equal to [261): $ (c) Reinspection ($ per hour): (number of hours x fee per hour) $ (d) Enter 12% surcharge (.12 x [2a+2h+2c]): $ (e) Subtotal of fees above (2a through 2d): $ 3. Plan review fees (a) Plan review (65%x permit fee [2a]): $ (b) Fire and life safety (65% x permit fee [2a]): $ (c) Subtotal of fees above (3a and 3b): $ 4. Miscellaneous fees (a) Seismic fee, 1% (.O1 x permit fee [2a]): $ (b) Tech fee, 5%(.05 x permit fee[2a]+PR fee [3c]) $ (c) Continuing Education Fee $2.50 $2.50 rlo"i7f_les and surcharges (2e+3c+4a+b+c+d): S SPRINGFIELD,, ..� OREGON Transaction Receipt 811-19-002538-STR IVR Number: 811084654797 Receipt Number: 473086 Receipt Date: 11/21/19 www.spdngfield-or.gov Worksite address: 2656 OLYMPIC ST, Springfield, OR 97477 Parcel: 1703254100102 Transaction Units Description date 11/21/19 1.00 Ea Structural building permit fee 11/21/19 1.00 Ea Structural plan review fee 11/21/19 1.00 Ea State of Oregon Surcharge - Bldg (12% of applicable fees) 11/21/19 1.00 Ea Plan Review- Minor, City 11/21/19 1.00 Automatic Technology Fee City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 541-726-3753 permitcenter@springfield-or.gov Fees Paid Account code Fee amount Paid amount 224-00000-425602-1030 $272.30 $272.30 224-00000-425602-1030 $177.00 $5.17 821-00000-215004-0000 $32.68 $32.68 100-00000-425002-1039 $141.00 $141.00 204-00000-425605-0000 $29.52 $29.52 Payment Method: Check number: 32257 Payer: CROWN CASTLE Payment Amount: $480.67 USA INC Transaction Comment: recd check via mail Cashier: Katrina Anderson Receipt Total: $480.67 Printed: 11/21/19 11:25 am Page 1 of 1 FIN_TransactionReceipt_pr SPRINGFIELD City of Springfield j Development and Public Works Transaction Receipt 225 Fifth Street 811-19-002538-STR Springfield, OR 97477 541-726-3753 OREGON IVR Number: 811084654797 permitcenter@springfield-or.gov Receipt Number: 473086 Receipt Date: 11/21/19 www.spdngfield-or.gov Worksite address: 2656 OLYMPIC ST, Springfield, OR 97477 Parcel: 1703254100102 Printed: 11/21/19 11:25 am Page 1 of 1 FIN_TransactionReceipt_pr Fees Paid Transaction Units Description Account code Fee amount Paid amount date 11/21/19 1.00 Ea Structural building permit fee 224-00000-425602-1030 $272.30 $272.30 11/21/19 1.00 Ea Structural plan review fee 224-00000-425602-1030 $177.00 $5.17 11/21/19 1.00 Ea State of Oregon Surcharge - Bldg 821-00000-215004-0000 $32.68 $32.68 (12% of applicable fees) 11/21/19 1.00 Ea Plan Review - Minor, City 100-00000-425002-1039 $141.00 $141.00 11/21/19 1.00 Automatic Technology Fee 204-00000-425605-0000 $29.52 $29.52 Payment Method: Check number: 32257 Payer: CROWN CASTLE Payment Amount: $480.67 USA INC Transaction Comment: reed check via mail Cashier: Katrina Anderson Receipt Total: $480.67 Printed: 11/21/19 11:25 am Page 1 of 1 FIN_TransactionReceipt_pr ti E E )§ p G 0 c n n $ kt<Rc §® 9 CR 7 °°°ID §� k§A/k wa & 2 L 2 2 \ . 0 _r L a = L Ncn Ln E L \ } / ai k f £ 2 § § a § / U. \ CD % o _ c CL 2 §J $ N $ J R . c k o � # ' CD § ■ $ U. cD r � � CD � 2 � \ 0 & @ " j § k IL 0 p k 2 oa Cl. \ \ § { f E e �\ 0 § 0 � ~ � o / § § > LU � j § 2 ■ o ©] $ a < LL. Jq 2 z � �/ %� £ : 27 ;§ © % / 0 r- k k e � a v ti E E CROWN� 1505 Westlake Avenue North Phone: (503) 708-9200 CCASTLE Suite 800 www.crowrcasne.com CSeattle, WA 98109 November 8, 2019 City of Springfield Development and Public Works Department 225 Fifth Street Springfield, Oregon 97477 Dear Mr. Carpenter - Attached is a Building Permit Application to modify an existing Sprint communication facility on a Crown Castle monopole located at 333 58a' St. The scope of the changes are: • Tower: Replace antenna mount and (3) antennas. Relocate (6) antennas and (3) radios back onto the new mount. Remove (6) amplifiers (TMA), (1) COUP, and (12) coax. Add (3) radios and (1) hybrid line. • Ground: Replace (2) support cabinets and (1) J -box. Included are a Planning Division Information Sheet for Building Permits, Structural Permit application, two sets of structural calculations, three sets of construction drawings, and a submittal check for $171.83. Please email or call me if anything else is needed. My contact information is in my signature block. Thank you, Zach Phillips Real Estate Specialist Crown Castle zach.Dhillins n crowncastle. corn 503.708.9200 City of Springfield Development Services Department 225 Fifth Street Springfield, OR 974771k SPRINGFIELD Planning Division Information Sheet for Building Permits Commercial/Industrial/Multi-Family Residential The Planning Division requires the following information for all building permit submittals on properties zoned Medium Density Residential, High Density Residential, Commercial, or Industrial, including new construction, expansions, and changes of use. New construction, expansions, and changes of use to any building, parking, or development area in these zoning districts requires either Minimum Development Standards -MDS review (SDC 5.15-100) or Site Plan Review (SDC 5.17-100) by the Planning Division. Overlay District Development review (SDC 3.3-100) may also be required, depending on the site. NOTE: It is prudent to make sure your use is permitted in the applicable zoning district. Building Permit, Police or other permit approvals or inspections are not Planning approval. ,Required Project Information (Applicant: complete this section) Applicant Name., Zach Phillips for Crown Castle Phone: 503.708.9200 -Company: Crown Castle on behalf of T -Mobile Fax: Address: 5111 N. Bowdoin St., Portland, OR 97203 ASSESSOR'S MAP NO: 17S -3W -25 -SE -NE TAX LOT NOS • 1703254100102 Property Address: 2656 OLYMPIC ST., SPRINGFIELD, OR 97477 Description of the proposed work to be completed under this building permit: Tower: Replace antenna mount and (3) antennas. Relocate (6) antennas and (3) radios back onto the new mount. Remove (6) amplifiers (TMA), (1) COVP, and (12) coax. Add (3) radios and (1) hybrid line. Ground: Replace (2) support cabinets and (1) J -box. Has this development proposal been reviewed by the Planning Division through an application process (i.e. MDS or Site Plan Review)? ❑ Yes © No If yes, Case #: If no, is this a change in use? ❑ Yes ® No Prior Approved Use: Wireless communication facility Proposed Use: Same Does the use necessitate the use of any chemicals or substances that are hazardous or reciuire Material Safetv and Data Sheets MSDS to be ken t on site? Yes No Required Property Zoning., I TOTZ: Overlay(s): The proposed project requires submittal and approval of the following Planning application prior to building permit approval: ❑ DWP Overlay District Development ❑ Statement Letter Regarding DWP Exemption ❑ MDS ❑ MDS Land Use Compatibility Statement ❑ Site Plan Review ❑ Other: Reviewed by: I Date: 1505 Westlake Ave N Phone: (503) 708-9200 CROWN CC Seattle, WA 98109 Fax: CASTLE www.cmwncaste.com November 8, 2019 CITY OF SPRINGFIELD, OR 225 Fifth St., Springfield, OR 97477 RE: Eligible Facilities Request to modify equipment on a communications tower located at: 2656 OLYMPIC AVE., SPRINGFIELD, OR, 97478 Crown Site Number: 879543 / Crown Site Name: SPRINGFIELD Customer Site Number: P004047 / Application Number: 479352 Crown Castle USA Inc. ("Crown Castle") on behalf of T -Mobile West LLC ("T -Mobile") is submitting the attached Eligible Facilities Request application to replace transmission equipment on a telecommunications tower located at 2656 OLYMPIC AVE., SPRINGFIELD, OR 97478 in CITY OF SPRINGFIELD, OR (the "SPRINGFIELD Tower"). Section 6409 of the Middle Class Tax Relief and Job Creation Act of 2012, commonly known as the "Spectrum Act" (Pub. Law No. 112-96,126 Stat 156), mandates that state and local governments "may not deny, and shall approve, any eligible facilities request for a modification of an existing wireless tower or base station that does not substantially change the physical dimensions of such tower or base station." Additionally, if "the reviewing State or local government determines that the application is incomplete" [they] "must provide written notice to the applicant within 3o days of receipt of the application, clearly and specifically delineating all missing documents or information." Under federal law, an Eligible Facilities Request is deemed granted with written notification in sixty (6o) days after an application is filed with a local jurisdiction, excluding tolling. Based on the submittal date of November 11, 2019, 3o days will expire on December 11, 2o1g; 6o days will expire on January 10, 2020. T -Mobile proposes to modify the "SPRINGFIELD Tower" as follows: • Tower: Replace antenna mount and (3) antennas. Relocate (6) antennas and (3) radios back onto the new mount. Remove (6) amplifiers (TMA), (1) COVP, and (12) coax. Add (3) radios and (1) hybrid line. • Ground: Replace (2) support cabinets and (1) J -box. Itemized list of submittal documents: The Foundation for a Wireless World. CrownCastle.com • Planning Information Sheet • Structural Permit Application • Construction Drawings • Structural Analysis T -Mobile is committed to working cooperatively with all jurisdictions around the country to secure expeditious approval of requests to modify existing personal wireless service facilities. If you should require more information regarding the Spectrum Act, please do not hesitate to contact me with your questions. Sincerely, Zach Phillips Zach.Phillips@crowncastle.com (503) 708-9200 PUL 0F &ACOMPgORD N Date_ August 2, 20109 Holly Boelhauf Crown Castle 2055 S. Stearman Drive Chandler, AZ 85286 Subject: Carrier Designation: Crown Castle Designation: Engineering Firm Designation: Site Data: Structure Information: Dear Holly Boelhauf, Paul J Ford and Company 250 E. Broad Street, Suite 600 Columbus, OH 43215 614.221.6679 Mount Replacement Report T -Mobile Equipment Change -out Carrier Site Number: Carrier Site Name: Crown Castle BU Number: Crown Castle Site Name: Crown Castle JDE Job Number: Crown Castle Purchase Order Number: Crown Castle Order Number: Paul J Ford and Company Project Number: P004047E Mohawk 879543 Springfield 584600 1427002 500739 Rev_ 0 A37519-3062.001.7190 2656 Olympic Ave, Springfield, Lane County, OR 97478 Latitude 44.059828, Longitude -122.987692° Tower Height & Type: 150 Foot Monopole Mount Elevation: 119 Foot Mount Type: (1) 12.5 Foot Platform Pau! J Ford and Company is pleased to submit this `Mount Replacement Report" to determine the structural integrity of the T -Mobile antenna mounting system with the proposed appurtenance and equipment addition on the abovementioned supporting tower structure. Analysis of the existing supporting tower structure is to be completed by others and therefore is not part of this analysis_ Analysis of the antenna mounting system as a tie -off point is not part of this document_ The purpose of the analysis is to determine acceptability of the mount stress level. Based on our analysis we have determined the mount stress level to be: 12.5' Platform SUFFICIENT* "The mount has sufficient capacity once the changes, as described in Section 4.1 Recommendations of this report, are completed. This analysis utilizes an ultimate 3 -second gust wind speed of 120 mph as required by the 2014 Oregon Structural Specialty Code and the 2012 International Building Code_ Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria. Mount analysis prepared by: Yuanzheng Liu Respectfully submitted by: MUM Deepesh Savla, PE Project Manager dsavia (cD. pauliford.com ED PAOFEs�i 62689 OREGON 23 SFPH P JpGO DCPiMTM DATE' 06/30/2021 08105127/9 0 PAUL J. FORD &COMPANY Date_ August 2, 20109 Holly Boelhauf Crown Castle 2055 S. Stearman Drive Chandler. AZ 85286 Subject: Carrier Designation: Crown Castle Designation: Engineering Firm Designation: Site Data: Structure Information: Dear Holly Boelhauf, Paul J Ford and Company 250 E. Broad Street, Suite 600 Columbus, OH 43215 614221.6679 Mount Replacement Report T -Mobile Equipment Change -out Carrier Site Number: Carrier Site Name: Crown Castle BU Number: Crown Castle Site Name: Crown Castle JDE Job Number: Crown Castle Purchase Order Number: Crown Castle Order Number: Paul J Ford and Company Project Number: P004047E Mohawk 879543 Springfield 584600 1427002 500739 Rev. 0 A37519-3062.001.7190 2656 Olympic Ave, Springfield, Lane County, OR 97478 Latitude 44.059828', Longitude -122.987692" Tower Height & Type: 150 Foot Monopole Mount Elevation: 119 Foot Mount Type: (1) 12.5 Foot Platform Paul J Ford and Company is pleased to submit this "Mount Replacement Report" to determine the structural integrity of the T -Mobile antenna mounting system with the proposed appurtenance and equipment addition on the abovementioned supporting tower structure. Analysis of the existing supporting tower structure is to be completed by others and therefore is not part of this analysis. Analysis of the antenna mounting system as a tie -off point is not part of this document. The purpose of the analysis is to determine acceptability of the mount stress level. Based on our analysis we have determined the mount stress level to be: 12.5' Platform SUFFICIENT* *The mount has sufficient capacity once the changes, as described in Section 4.1 Recommendations of this report, are completed. This analysis utilizes an ultimate 3 -second gust wind speed of 120 mph as required by the 2014 Oregon Structural Specialty Code and the 2012 International Building Code. Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria. Mount analysis prepared by: Yuanzheng Liu Respectfully submitted by- ME y Deepesh Savla, PE Project Manager dsavla auliford.com PAUIN F�s�i OREGON �pqN 23 20�10 all P JAoo D(FlRATON DATE' 06/30/2021 0810512019 150 Ft Monopole Tower Structural Analysis Project Number 19BMZS 1400, Order 479352, Revision 0 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration Table 2 - Other Considered Equipment 3) ANALYSIS PROCEDURE Table 3 - Documents Provided 3.1) Analysis Method 32) Assumptions 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Table 5 — Tower Component Stresses vs. Capacity — LC7 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations tnxTower Report - version 8.0.5.0 June 26, 2019 CCI BU No 879543 Page 2 June 26, 2019 150 Ft Monopole Tower Structural Analysis CCI BU No 879543 Project Number 19BMZS1400, Order 479352, Revision 0 Page 3 1) INTRODUCTION This tower is a 150 ft Monopole tower designed by Andrew Corporation. The tower has been modified per reinforcement drawings prepared by FDH Velocitel in June of 2016. Reinforcement consists of replacement flange bolts at 90.0 ft and 70.0 ft, installation of bridge stiffeners from 54.5 ft to 45.75 ft and from 34.5 ft to 25.75 ft and the installation of base plate stiffeners. The tower was later reinforced per reinforcement drawings prepared by FDH Velocitel in April of 2017. Reinforcement consists of the installation of bridge stiffeners from 73.3 ft to 67.3 ft. 2) ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 120 mph Exposure Category: C Topographic Factor: 1 Seismic Ss: 0.7320 Seismic S1: 0.3850 Service Wind Speed: 60 mph Table 1 — Proposed Equipment Configuration Ce Mounting L Level (ft) Ele Li v eer Number Antenna Number Feed Of Antenna Model of Feed Line Size ation Antennas Manufacturer Lines (in) ft)_ 1 6 andrew TMBXX-6517-A2M ,1 3 commscope FFHH-65C-R3 9.0 1 commscope HCS 2.0 PART 4 3 nokia AHLOA Handrail Kit 1 1-1/2 1 sitep rot [P/N: F3P-HRK12] 7.0 1 siteprol Platform Mount [P/N: RMQP-396] 3 nokia FRIG 2 nokia FXFB Table 2 — Other Considered Equir Center Number Mounting Line of Level (ft) Elevation Antennas (ft) 156.0 3 1 3 150.0 153.0 3 i 3 3 3 150.0 1 tnxTower Report - version 8.0.5.0 Antenna Antenna Model Manufacturer kmw comm ET-X-WM-18-65-8P powerwave tech P65-16-XLPP-RR powerwave tech P90-15-XLPP-RR samsung telecomm 2.5GHz RRH-V3 samsung telecomm OPTIC FIBER JUNCTION CYLINDER samsung telecomm POWER JUNCTION CYLINDER samsung telecomm RRH-C2C w/EXT FILTER samsung telecomm RRH-P4 - Platform Mount [LP 602-11 Number Feed of Feed Line Size Lines I (in) 3 1 7/8 Table 2 — Other Considered Equir Center Number Mounting Line of Level (ft) Elevation Antennas (ft) 156.0 3 1 3 150.0 153.0 3 i 3 3 3 150.0 1 tnxTower Report - version 8.0.5.0 Antenna Antenna Model Manufacturer kmw comm ET-X-WM-18-65-8P powerwave tech P65-16-XLPP-RR powerwave tech P90-15-XLPP-RR samsung telecomm 2.5GHz RRH-V3 samsung telecomm OPTIC FIBER JUNCTION CYLINDER samsung telecomm POWER JUNCTION CYLINDER samsung telecomm RRH-C2C w/EXT FILTER samsung telecomm RRH-P4 - Platform Mount [LP 602-11 Number Feed of Feed Line Size Lines I (in) 3 1 7/8 3 3 3 150.0 1 tnxTower Report - version 8.0.5.0 Antenna Antenna Model Manufacturer kmw comm ET-X-WM-18-65-8P powerwave tech P65-16-XLPP-RR powerwave tech P90-15-XLPP-RR samsung telecomm 2.5GHz RRH-V3 samsung telecomm OPTIC FIBER JUNCTION CYLINDER samsung telecomm POWER JUNCTION CYLINDER samsung telecomm RRH-C2C w/EXT FILTER samsung telecomm RRH-P4 - Platform Mount [LP 602-11 Number Feed of Feed Line Size Lines I (in) 3 1 7/8 Number Feed of Feed Line Size Lines I (in) 3 1 7/8 a 150 Ft Monopole Tower Structural Analysis Project Number 19BMZS1400, Order 479352, Revision 0 3) ANALYSIS PROCEDURE Table 3 - Documents Provided Document 4 -GEOTECHNICAL REPORTS 4 -TOWER MANUFACTURER DRAWINGS 4 -TOWER FOUNDATION DRAWINGS/DESIGN/SPECS 4 -TOWER REINFORCEMENT DESIGN/DRAWINGS/DATA 4 -POST -MODIFICATION INSPECTION _ i 4 -TOWER REINFORCEMENT DESIGN/DRAWINGS/DATA 4 -POST -MODIFICATION INSPECTION AntennaI Antenna Model Manufacturer i June 26, 2019 CCI BU No 879543 Page 4 Number Feed of Feed Line Size Lines I (in) commscope Center SBNHH-1D65C Mounting Line Number Level (ft) Elevation of Antennas _ (ft) 131.0 3 B66A RRH4X45 �i 3 alcatel lucent 3 j 1RRH4X25-WCS 10 commscope �3 I 3 WCS-IMFQ-AMT � 1 130.0 130.0 -- ,�1 (Platform Mount [LP 1301-1] 1��J — i 33 [ 1 1 2 3) ANALYSIS PROCEDURE Table 3 - Documents Provided Document 4 -GEOTECHNICAL REPORTS 4 -TOWER MANUFACTURER DRAWINGS 4 -TOWER FOUNDATION DRAWINGS/DESIGN/SPECS 4 -TOWER REINFORCEMENT DESIGN/DRAWINGS/DATA 4 -POST -MODIFICATION INSPECTION _ i 4 -TOWER REINFORCEMENT DESIGN/DRAWINGS/DATA 4 -POST -MODIFICATION INSPECTION AntennaI Antenna Model Manufacturer i June 26, 2019 CCI BU No 879543 Page 4 Number Feed of Feed Line Size Lines I (in) commscope SBNHH-1D65C ace XXQLH-654L4H8-IVT alcatel lucent B25 RRH4x30-4R alcatel lucent B66A RRH4X45 alcatel lucent j 1RRH4X25-WCS 10 commscope WCS-IMFQ-AMT 2 - (Platform Mount [LP 1301-1] 2 kmw comm F— EPBQ-654L8H8-L2 1 nokia AHLBA nokia BAND 5 AHCA RRH4X40 raycap DC6-48-60-18-8C-EV raycap DC6-48-60-18-8F Remarks Reference Redmond & Associates 1623378 Andrew Corporation 2055101 Andrew Corporation 2055106 FDH Velocitel 6171979 Sinnott Gering and Schmitt 6732860 Towers, Inc. FDH Velocitel 6809393 Tower Engineering Professionals 7179827 1-5/8 7/8 3/4 3/8 5/16 LSource CCISITES CCISITES CCISITES CCISITES CCISITES CCISITES CCISITES 3.1) Analysis Method tnxTower (version 8.0.5.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3:2) Assumptions 1) Tower and structures were built and maintained in accordance with the manufacturer's specifications. 2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. This analysis may be affected if any assumptions are not valid or have been made in error. FDH Infrastructure Services, LLC should be notified to determine the effect on the structural integrity of the tower. tnxTower Report - version 8.0.5.0 150 Ft Monopole Tower Structural Analysis Project Number 19BMZS1400, Order 479352, Revision 0 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) June 26, 2019 CCI BU No 879543 Page 5 Section No.(ft) Component Type gi2e CriticalLP(K)(K Element SF"P_all)ow ICapaCity2No. % pass !Fail L1 150-130 Pole P24x1/4 1 -4.06 789.39 I 26.3 1 Pass L2 130-110 Pole P30x3/8 2 -14.87 1552.51 43.8 Pass L3110 - 90 Pole P36x3/8 3 -18.70 1776.13 62.8 Pass L4 90-70 Pole P42x3/8 4 -24.08 1999.47 74.9 Pass L5 70-50 Pole P48x3/8 5 -30.82 2222.64 83.2 Pass L6 50-30 Pole P54x3/8 6 -38.62 2445.70 88.4 Pass L7730-0 Pole P60x112 7 -51.70 3753.03 I 74.0 Pass summary Pole (1-6) 88.4 Pass hating = 88.4 Pass Table 5 - Tower Component Stresses vs. Capacity - LC7 Notes Component Elevation (ft) % Capacity Pass ! Fail 1,2 J Flange Connection j 130 j 21.8 Pass 1,2 Flange Connection 110 56.2 Pass 1,2 Flange Connection 90 79.9 Pass 1,2 Flange Connection 70 91.5 Pass 1,2 Flange Connection 50 73.2 Pass 1,2 Flange Connection 30 82.6 Pass j 1,2 Anchor Rods 0 62.5 Pass 1,2 I Base Plate 0 82.9 Pass 1,2 Base Foundation 0 67.5 Pass 1,2 Base Foundation 0 27.9 Pass Soil Interaction Structure Rating (max from all components) = 91.5%2 Notes: 1) See additional documentation in "Appendix C - Additional Calculations" for calculations supporting the % capacity consumed. 2) Rating per TIA-222-H Section 15.5. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. tnxTower Report - version 8.0.5.0 150 Ft Monopole Tower Structural Analysis Project Number 19BMZS1400. Order 479352, Revision 0 APPENDIX A TNXTOWER OUTPUT tnxTower Report - version 8.0.5.0 June 26, 2019 CCI BU No 879543 Page 6 i�o o�o 150.0 fl MATERIAL STRENGTH Fu GRADE _FY _ haTower FDHInfrastructure Services , Job 879543 Springfield Page 1 of 43 Project Date LLC 19BMZS1400 16:56:47 06/26/19 6521 Meridien Drive, Suite 107 Client Designed by Raleigh, North Carolina 27616 Phone: 919.755.1012 Crown Castle Eric S oerdsma 1 FAX. 919.755.1012 I Tower Input Data The tower is a monopole. This tower is designed using the TIA-222-H standard. The following design criteria apply: Tower is located in Lane County, Oregon. Tower base elevation above sea level: 466.79 ft. Basic wind speed of 120 mph. Risk Category 11. Exposure Category C. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category: 1. Crest Height: 0.00 ft. Deflections calculated using a wind speed of 60 mph. CCISeismic Note: Seismic loads generated by CCISeismic 3.2.3. CCISeismic Note: Seismic calculations are in accordance with TIA-222-H. A non-linear (P -delta) analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1.05. Tower analysis based on target reliabilities in accordance with Annex S. Load Modification Factors used: Kes(Fµ,) = 0.95, Y, -,,(E, and Eh) =1.0. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) SR Members Have Cut Ends SR Members Are Concentric Options Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KL/r Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas Add IBC .6D+W Combination Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Ignore KL/ry For 60 Deg. Angle Legs Use ASCE 10 X -Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feed Line Torque Include Angle Block Shear Check Use ITA -222-H Bracing Resist. Exemption Use TIA-222-H Tension Splice Exemption Poles Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known Pole Section Geometry J Section Elevation Section Pole Length Size ±i �t Pole Socket Length Grade ft tnxTQwer FDHInfrastructure Services, Job 879543 Springfield Page Pa g 2 of 43 Project Date LLC 19BMZS1400 16:56:47 06/26/19 6521 Meridien Drive, Suite 107 Grade fl in Client Designed by Raleigh, North Carolina 27616 Phone: 919.755.1012 Crown Castle Eric Sjoerdsma FAX.- 919.755.1012 P24x1/4 A572-50 Section Elevation Section Pole Pole Socket Length Spacing Spacing Length Size Grade fl in jl jt Type Ll 150.00-130.00 20.00 P24x1/4 A572-50 Torque (50 ksi) L2 130.00-110.00 20.00 P30x3/8 A572-50 Calculation (50 ksi) L3 110.00-90.00 20.00 P36x3/8 A572-50 Safety Line 3/8 C No Surface Ar (50 ksi) L4 90.00-70.00 20.00 P42x3/8 A572-50 (CaAa) (50 ksi) L5 70.00-50.00 20.00 P48x3/8 A572-50 *s• (50 ksi) L6 50.00-30.00 20.00 P54x3/8 A572-50 PWRT-606-S(7/8") A No Surface Ar (50 ksi) L7 30.00-0.00 30.00 P60x1/2 A572-50 (CaAa) 50 ksii Tower Gusset Elevation Area (per face) Gusset Gusset Grade Adjust. Factor Thickness Af /r rte in L1 150.00-130.00 L2 130.00-110.00 L3 110.00-90.00 L4 90.00-70.00 L5 70.00-50.00 L6 50.00-30.00 L7 30.00-0.00 N 1 1 1 1 Adjust. Weight Mult. Double Angle Double Angle Double Angle Factor Stitch Bolt Stitch Bolt Stitch Bolt Ar Spacing Spacing Spacing Diagonals Horizontals Redundants in in _ in 11 i 11 1 I Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Sector Exclude Component Placement Total Number Start/End Width or Perimeter Weight From Type Number Per Row Position Diameter Torque fi in in A, Calculation Safety Line 3/8 C No Surface Ar 150.00- 1 1 0.000 0.3750 0.22 (CaAa) 8.00 0.000 *s• PWRT-606-S(7/8") A No Surface Ar 130.00- 2 2 -0.400 0.9200 0.00 (CaAa) 0.00 -0.400 ATCB-BOl-050( 5/16') A No Surface Ar 130.00- 1 1 -0.410 0.3150 0.07 (CaAa) 122.00 -0.410 CR 50 1873PE(1-5/8) A No Surface At 130.00- 4 2 -0.400 1.9800 0.83 (CaAa) 0.00 -0.380 CR 50 1873PE(1-5/8) A No Surface Ar 130.00- 6 3 -0.430 1.9800 0.83 (CaAa) 0.00 -0.430 WR-VG86ST-BRD(3/4) A No Surface Ar 130.00- 2 2 -0.420 0.7950 0.58 (CaAa) 0.00 -0.400 WR-VG86ST-BRD(3/4) A No Surface Ar 130.00- 2 2 -0.430 0.7950 0.58 (CaAa) 0.00 -0.430 FB-L98-002-XXX(3/8) A No Surface At 130.00- 2 1 -0.410 0.3937 0.06 sxs (CaAa) 0.00 -0.410 InXrower Job HI�.frnst�ucta�eServices, protect 6511 LLC Rai,-MendierrD"ve SaneJ07 p� eO91 Carolina 17616 919 755.1011 Client FAX o,., -- Descrip t°HIO„ 879543 Spring 19BA4ZS 1400 Crown Castle 3 0143 Date 16:56:47 06/26/19 Entered qs Area Sector Designed by From CoT� Hent p facement Torq Eric ds S1oer ma ATCB- BOl - 050( 5116")Ca ee hon Totalis tuber St Nz'mb er an/End Per *** HCS 2.0 A f NO No Surface Ar 122.00 Width or Row Position Diameter perimeter �elShr Part 3(1_l� (CaA - A 0.00 2 in rn *** ATCB_B01_050(5/16') No S 117.00_ 2 Pf -0410 0.3150 -0.470 (CaAa) 0.00 A 0.00 1 0.07 *** 8.511.x 1. 25 ho Surface Ar 103.00 1 -0.100 1,5500 -0.100 Flat Plate B (CaAa) . 0.00 2 1.71 2 8,5" x 1.25GFlat Plate No Surfacegf 30.5 -0.090 0.3150 '0.090 8.5" x 1.25 F A Flat pl ate _ No S (CaAa) 25.75 I urface Af 0.07 I (*) C 8.5" x 3.0" No (CaAa) 25,50 . I surface Af 75 0.5O'S00 8 5000 19.50 I 0.375 00 36.15 Flat Plate (G) B (CaAa) 2 .75 25,75 I 8.5000 0.375 19.5000 8,5" x 3 0,, Flat Plate (G) A No Space q f 34.50- 1 36.15 0.442 8.5000 19.5000 0.442 3. 0' Flat Plate (G) (CaAa) No 30.50 1 surface ,� 36.15 1 0.500 C *;* 8.5" 34.50 - Nrcr (CaAa} 1 Sine Af 30.50 8.5000 23.0000 0.500 186.77 x 1.25" Flat Plate (C') B (GaAs) 34.50 - 30 50 I 0.375 8.5000 1 0.375 23.0000 8.5" x 1.25" Flat plate 9 No Af Surface 50.50 0.442 86.77 8.5000 23.0000 0.442 8.5" x 1.25CrFl at plate - No (CaAa) 1 Surface q f 4575 86.77 I (G C 8.5" x 3 50.50. No S (CaAa) 45.75 I f 50.50 0.500 1 0.500 8.5000 19.5000 3 6.15 75 0 Flat plate (G) B (CaAarface) _ I 45.75 8.5000 19.5000 0..3 5 1 8.5" x 3.0" Flat Plate (G No Surface0.442 A Af 54.50 36.15 8.5000 0.442 19.5000 - 8.5" No (GaAs) 50.50 I x 3.0" Flat plate (G) S(ace Af 36.15 1 0.500 C 54.50 - No (CaAa) 1 *** Swfacegp 50.50 6 0.500 85000 23.0000 1 86,77 x 1"Plat plate (G) B (Gaga) 54.50 - 50.50 I 0.375 8,5000 0.375 23.0000 6 x 1 " Flat PlateNO q 1 Surface Af 86.77 0.442 8.5000 0.442 23.0000 No 6' x 1,, Flat Plate (G) G)) (CaAa) 60 25- I I 86-77 C *** No S (CaAeaAf 70.50 - ) 6725 I 1 Af 0.500 6.0000 0.500 14.0000 2042 6"X411 plat Plate (G) B 70.50 _ (CaAa) 67.25 I 0.500 6.0000 0.500 14.0000 6" x 4" Flat Plate (G)No 1 Su7 aftAf 20,42 0,500 0.500 6.0000 14.0 A No 6".y 41, plat Plate (CaAa) 3.30 - Surface 70.50 1 I 000 20.42 (G *** ) C No Af Surfa (CaAa) 70 50 I 1 500 6.0000 20.0000 81.67 (GaAs) 73,30. 70.50 1 1 0•500 6.0000 0.500 20.0000 81.67 0.00 500 6.0000 _ 0.5 20,0000 81.67 Feed Line/Linear Ann.... Entered qs Area ower action L1 L2 L3 L4 L5 L6 Tower Elevation 150_00-130-00 130.00-110 00 1 ]LO -00-910-00 90 -00-70 -00 Feed LinefUnear A AF Aa Face s -70-00-50.00 SO_C7O-30.00 L7 30 _00-0-00 A B C A B C A B C A B C A B C A B C A B 0.000 0.000 0.000 0.000 0.000 p 000 0.000 0.000 0.000 o.000 ().000 0.000 0.000 1).()00 0.000 0.000 0.000 ().000 ().000 0.000 0.000 o.000 0.000 0.000 0.000 0.000 0.000 0.000 o.000 0.000 0.000 0.000 0.000 0.000 ()-()00 0.000 0.000 0,000 0.000 0.000 Page 40143 Date 16:56:47 06126119 Designed by Eric Sjoer weigh, pif 0.73 0-20 Areas rtenance s $eCtion �-- CAAA CAAA out Face In Face tip 0.000 0.()00 0.750 32120 0000 0.750 35.806 0.000 0.750 3%.405 2.158 2-908 42.392 6.135 6885 44,659 g.412 9.162 58.537 4.166 0.000 0000 0.000 0.000 0 000 0.000 0-000 0.000 0000 0000 0.000 ().000 0.000 0.000 00w 0.000 0.000 0.000 0.000 0.000 weight x . -- 0.04 0.00 0.00 027 0.00 0.00 0.30 0.00 0.00 054 024 0.24 0.72 0.43 ().43 ().82 0.52 0.52 0.60 0.16 879543 Springfield of PreSsure ,lob tnxTower Line Center profect 19BMZS1400 FDH Infrastructure Services, cPZ LLC 6521 Meridien Drive. Suite 107 Client (',rOWn C astle Ice Raleigh, North Carolina 27616 CPz Phone: 919.755.1012 in CAAA FAX 91.9.755.1012 in ().1575 Se�tia Component Total/ Placement Number - --- Description Face Allow Shield Exclude Type From ft - _ - -- 0.00 or Leg Torque Calcjlation 1 -- -r -- No lee 00 . 0 00 3 0.00 •: * ~ - ~ J YC58I*6 7/8) A No No Inside Pole l50 I No Ice 143.00-0.00 2 0103 2 4982 -6.1952 _6.1392 No Insidepole L2 L3110.00-90.00 130.00-110 00 5/16" B No 24815 2.5054 -6.1890 -6.4763 1 8676 1.9782 _ L4 90.00-70.� -8.5447 2.6342 ower action L1 L2 L3 L4 L5 L6 Tower Elevation 150_00-130-00 130.00-110 00 1 ]LO -00-910-00 90 -00-70 -00 Feed LinefUnear A AF Aa Face s -70-00-50.00 SO_C7O-30.00 L7 30 _00-0-00 A B C A B C A B C A B C A B C A B C A B 0.000 0.000 0.000 0.000 0.000 p 000 0.000 0.000 0.000 o.000 ().000 0.000 0.000 1).()00 0.000 0.000 0.000 ().000 ().000 0.000 0.000 o.000 0.000 0.000 0.000 0.000 0.000 0.000 o.000 0.000 0.000 0.000 0.000 0.000 ()-()00 0.000 0.000 0,000 0.000 0.000 Page 40143 Date 16:56:47 06126119 Designed by Eric Sjoer weigh, pif 0.73 0-20 Areas rtenance s $eCtion �-- CAAA CAAA out Face In Face tip 0.000 0.()00 0.750 32120 0000 0.750 35.806 0.000 0.750 3%.405 2.158 2-908 42.392 6.135 6885 44,659 g.412 9.162 58.537 4.166 0.000 0000 0.000 0.000 0 000 0.000 0-000 0.000 0000 0000 0.000 ().000 0.000 0.000 00w 0.000 0.000 0.000 0.000 0.000 weight x . -- 0.04 0.00 0.00 027 0.00 0.00 0.30 0.00 0.00 054 024 0.24 0.72 0.43 ().43 ().82 0.52 0.52 0.60 0.16 of PreSsure Feed Line Center cPZ CPx Ice CPz Ice in C�in� in ().1575 Se�tia Elevation in 0 0000 2.0103 0.3693 -5.6241 1,8966 L 1 t 150.00- 130.00 p 0000 -56 2 0103 2 4982 -6.1952 _6.1392 1..%14 146 L2 L3110.00-90.00 130.00-110 00 -g.1603 -83184 24815 2.5054 -6.1890 -6.4763 1 8676 1.9782 _ L4 90.00-70.� -8.5447 2.6342 .68541 LS 7()-()0-50.00 -9.1347 3.0306 L6 50 00-30 00 .10.5012 L7 30-0 0-0.00 feed lme shielding' calculations do not confider Dte: Far ��.���-� Sections, center of Pres sure r tnxTower FDHInfrastructure Services, Job 879543 Springfield Page 5 of 43 Project Date LLC 19BMZS1400 16:56:47 06/26/19 6511 Meridien Drive, Suite 107 130.00- 1.0000 Raleigh, North Carolina 27616 Client Designed by Phone: 919.755.1012 FAX.- 919.755.1012 Crown Castle Eric S oerdsma L2 1 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. K No Ice K Ice Ll 1 Safety Line 318 130.00- 1.0000 1.0000 150.00 L2 1 Safety Line 3/8 110.00- 1.0000 1.0000 130.00 L2 7 PWRT-606-S(7/8") 110.00- 1.0000 1.0000 130.00 L2 8 ATCB-1301-050( 5/16') 122.00- 1.0000 1.0000 130.00 L2 9 CR 501873PE(1-5/8) 110.00- 1.0000 1.0000 130.00 L2 10 CR 501873PE(1-5/8) 110.00- 1.0000 1.0000 130.00 L2 11 WR VG86ST-BRD(3/4) 110.00- 1.0000 1.0000 130.00 L2 12 WR-VG86ST-BRD(3/4) 110.00- 1.0000 1.0000 130.00 L2 13 FB-L98-002-JXX(3/8) 110.00- 1.0000 1.0000 130.00 L2 15 ATCB-BO1-050( 5/16') 110.00- 1.0000 1.0000 122.00 L2 20 HCS 2.0 Part 3(1-1/2) 110.00- 1.0000 1.0000 117.00 L3 1 Safety Line 3/8 90.00 - 110.00 1.0000 1.0000 L3 7 PWRT-606-S(7/8") 90.00 - 110.00 1.0000 1.0000 L3 9 CR 50 1873PE(1-5/8) 90.00 - 110.00 1.0000 1.0000 L3 10 CR 50 1873PE(1-5/8) 90.00 - 110.00 1.0000 1.0000 L3 11 WR-VG86ST-BRD(3/4) 90.00 - 110.00 1.0000 1.0000 L3 12 WR-VG86ST-BRD(3/4) 90.00 - 110.00 1.0000 1.0000 L3 13 FB-L98-002-XX{(3/8) 90.00 - 110.00 1.0000 1.0000 L3 15 ATCB-BOl-050( 5/16') 90.00 - 110.00 1.0000 1.0000 L3 20 HCS 2.0 Part 3(1-1/2) 90.00 - 110.00 1.0000 1.0000 L3 22 ATCB-BOI-050( 5/16') 90.00 - 103.00 1.0000 1.0000 L4 1 Safety Line 3/8 70.00 - 90.00 1.0000 1.0000 L4 7 PWRT-606-S(7/8") 70.00 - 90.00 1.0000 1.0000 L4 9 CR 50 1873PE(1-5/8) 70.00 - 90.00 1.0000 1.0000 L4 10 CR 50 1873PE(1-5/8) 70.00 - 90.00 1.0000 1.0000 L4 11 WR VG86ST-BRD(3/4) 70.00 - 90.00 1.0000 1.0000 L4 12 WR-VG86ST-BRD(3/4) 70.00 - 90.00 1.0000 1.0000 L4 13 FB-L98-002-JXX(3/8) 70.00 - 90.00 1.0000 1.0000 L4 15 ATCB-BO1-050( 5/16') 70.00 - 90.00 1.0000 1.0000 L4 20 HCS 2.0 Part 3(1-1/2) 70.00 - 90.00 1.0000 1.0000 L4 22 ATCB-BOl-050( 5/16') 70.00 - 90.00 1.0000 1.0000 L4 40 6" x V Flat Plate (G) 70.00 - 70.50 1.0000 1.0000 L4 41 6" x I" Flat Plate (G) 70.00 - 70.50 1.0000 1.0000 L4 42 6" x I" Flat Plate (G) 70.00 - 70.50 1.0000 1.0000 L4 44 6" x 4" Flat Plate (G) 70.50 - 73.30 1.0000 1.0000 L4 45 6" x 4" Flat Plate (G) 70.50 - 73.30 1.0000 1.0000 L4 46 6" x 4" Flat Plate (G) 70.50 - 73.30 1.0000 1.0000 LS 1 Safety Line 3/8 50.00 - 70.00 1.0000 1.0000 L5 7 PWRT-606-S(7/8") 50.00 - 70.00 1.0000 1.0000 LS 9 CR 50 1873PE(1-5/8) 50.00 - 70.00 1.0000 1.0000 L5 10 CR 50 1873PE(1-5/8) 50.00 - 70.00 1.0000 1.0000 L5 11 WR-VG86ST-BRD(3/4) 50.00 - 70.00 1.0000 1.0000 L5 12 WR VG86ST-BRD(3/4) 50.00 - 70.00 1.0000 1.0000 L5 13 FB-L98-002-XXX(3/8) 50.00 - 70.00 1.0000 1.0000 L5 15 ATCB-BO1-050( 5/16') 50.00 - 70.00 1.0000 1.0000 Wx ewer FDH Infrastructure Services, Job 879543 Springfield Page Pa g 6 of 43 Project 19BMZS1400 Date 16:56:47 06/26/19 LLC L5 20 6521 Meridien Drive, Suite 107 50.00 - 70.00 1.0000 Client Designed by Raleigh, North Carolina 27616 Phone: 919.755.1012 Crown Castle Eric SjoerdsmFAX.- FAX.- 919.755.1012 L5 32 Tower Section Feed Line Record No. Description Feed Line Segment Elev. K No Ice K Ice L5 20 HCS 2.0 Part 3(1-1/2) 50.00 - 70.00 1.0000 1.0000 L5 22 ATCB-BOl-050( 5/16") 50.00 - 70.00 1.0000 1.0000 L5 32 8.5" x 1.25' Flat Plate (G) 50.00 - 50.50 1.0000 1.0000 L5 33 8.5" x 1.25' Fiat Plate (G) 50.00 - 50.50 1.0000 1.0000 L5 34 8.5" x 1.25' Flat Plate (G) 50.00 - 50.50 1.0000 1.0000 L5 36 8.5" x 3.0" Flat Plate (G) 50.50 - 54.50 1.0000 1.0000 L5 37 8.5" x 3.0" Flat Plate (G) 50.50 - 54.50 1.0000 1.0000 L5 38 8.5" x 3.0" Flat Plate (G) 50.50 - 54.50 1.0000 1.0000 L5 40 6" x V Flat Plate (G) 67.25 - 70.00 1.0000 1.0000 L5 41 6" x V Flat Plate (G) 67.25 - 70.00 1.0000 1.0000 L5 42 6" x V Flat Plate (G) 67.25 - 70.00 1.0000 1.0000 L6 1 Safety Line 3/8 30.00 - 50.00 1.0000 1.0000 L6 7 PWRT-606-S(7/8") 30.00 - 50.00 1.0000 1.0000 L6 9 CR 50 1873PE(1-5/8) 30.00 - 50.00 1.0000 1.0000 L6 10 CR 50 1873PE(1-5/8) 30.00 - 50.00 1.0000 1.0000 L6 11 WR-VG86ST-BRD(3/4) 30.00 - 50.00 1.0000 1.0000 L6 12 WR-VG86ST-BRD(3/4) 30.00 - 50.00 1.0000 1.0000 L6 13 FB -L98 -002-x(3/8) 30.00 - 50.00 1.0000 1.0000 L6 15 ATCB-BO 1-050( 5/16") 30.00 - 50.00 1.0000 1.0000 L6 20 HCS 2.0 Part 3(1-1/2) 30.00 - 50.00 1.0000 1.0000 L6 22 ATCB-BOl-050( 5/16") 30.00 - 50.00 1.0000 1.0000 L6 24 8.5" x 1.25' Flat Plate (G) 30.00 - 30.50 1.0000 1.0000 L6 25 8.5" x 1.25' Flat Plate (G) 30.00 - 30.50 1.0000 1.0000 L6 26 8.5" x 1.25' Flat Plate (G) 30.00 - 30.50 1.0000 1.0000 L6 28 8.5" x 3.0" Flat Plate (G) 30.50 - 34.50 1.0000 1.0000 L6 29 8.5" x 3.0" Flat Plate (G) 30.50 - 34.50 1.0000 1.0000 L6 30 8.5" x 3.0" Flat Plate (G) 30.50 - 34.50 1.0000 1.0000 L6 32 8.5" x 1.25' Flat Plate (G) 45.75 - 50.00 1.0000 1.0000 L6 33 8.5" x 1.25' Flat Plate (G) 45.75 - 50.00 1.0000 1.0000 L6 34 8.5" x 1.25' Flat Plate (G) 45.75 - 50.00 1.0000 1.0000 L7 1 Safety Line 3/8 8.00-30.00 1.0000 1.0000 L7 7 PWRT-606-S(7/8") 0.00-30.00 1.0000 1.0000 L7 9 CR 50 1873PF(1-5/8) 0.00-30.00 1.0000 1.0000 L7 10 CR 50 1873PE(1-5/8) 0.00-30.00 1.0000 1.0000 L7 11 WR-VG86ST-BRD(3/4) 0.00-30.00 1.0000 1.0000 L7 12 WR-VG86ST-BRD(3/4) 0,00-30.00 1.0000 1.0000 L7 13 FB-L98-002-XXX(3/8) 0-00-30.00 1.0000 1.0000 L7 15 ATCB-BO1-050( 5/16") 0.00-30.00 1.0000 1.0000 L7 20 HCS 2.0 Part 3(1-1/2) 0.00-30.00 1.0000 1.0000 L7 22 ATCB-BOl-050( 5/16") 0.00-30.00 1.0000 1.0000 L7 24 8.5" x 1.25' Flat Plate (G) 25.75 - 30.001.0000 1.0000 L7 25 8.5" x 1.25' Flat Plate (G) 25.75 - 30.00 1.0000 1.0000 L7 26 8.5" x 1.25' Flat Plate (GI 25.75 - 30.00 1.0000 1.0000 User Defined Loads - Seismic Description Elevation Offset Azimuth E,. Eft Eh, E„ From Angle Centroid K K K K _ CCISeismic Tower Section 1- 1 145.00 0.00 0.0000 0.08 0.00 0.00 0.19 CCIScismic Tower Section 1- 2 135.00 0.00 0.0000 0.08 0.00 0.00 0.16 CCISeismic Tower Section 2 - 1 125.00 0.00 0.0000 0.14 0.00 0.00 0.26 CCISeismic Tower Section 2 - 2 115.00 0.00 0.0000 0.14 0.00 0.00 0.22 CCISeismic Tower Section 3 - 1 105.00 0.00 0.0000 0.17 0.00 0.00 0.22 Job t) xTower FDH Infrastructure Services, Project 879543 Springfield Page 7 of 43 Date LLC 19BMZS1400 16:56:47 06/26/19 6521 Meridien Drive, Suite 107 communications 0.00 Raleigh, North Carolina 27616 Client 0.02 Designed by Phone: 919.755.1012 Crown Castle ° FAX. 919.755.1012 95.00 Eric Sjoerdsma Description Elevation Offset Azimuth Pipe 0.02 From Angle communications 0.00 Centroid 0.02 Pipe 1t ft ° CCISeismic Tower Section 3 - 2 95.00 0.00 0.0000 CCISeismic Tower Section 4 - 1 85.00 0.00 0.0000 CCISeismic Tower Section 4 - 2 75.00 0.00 0.0000 CCISeismic Tower Section 5 - 1 65.00 0.00 0.0000 CCISeismic Tower Section 5 - 2 55.00 0.00 0.0000 CCISeismic Tower Section 6 - 1 45.00 0.00 0.0000 CCISeismic Tower Section 6 - 2 35.00 0.00 0.0000 CCISeismic Tower Section 7 - 1 25.00 0.00 0.0000 CCISeismic Tower Section 7 - 2 15.00 0.00 0.0000 CCISeismic Tower Section 7 - 3 5.00 0.00 0.0000 CCISeismic (2) miscl Side 150.00 0.00 0.0000 Lighting 0.0000 FIBER JUNCTION CYLINDER 0.00 CCISeismic crown mounts 150.00 0.00 0.0000 Lighting Rod 5/8" x 8' CCISeismic samsung 150.00 CCISeismic crown mounts 150.00 0.00 0.0000 Platform Mount [LP 602-1] CCISeismic (2) pipe mount Pipe 150.00 0.00 0.0000 Mount CCISeismic (2) pipe mount Pipe 150.00 0.00 0.0000 Mount CCISeismic (2) pipe mount Pipe 150.00 0.00 0.0000 Mount CCISeismic kmw 150.00 0.00 0.0000 communications 0.0000 ET-X-WM-18.65-8P w/ Mount 0.00 Pipe 0.02 CCISeismic kmw 150.00 communications 0.00 ET-X-WM-18-65-8P w/ Mount 0.02 Pipe 0.0000 CCISeismic kmw 150.00 communications 0.02 ET-X-WM-18-65-8P w/ Mount 0.0000 Pipe 0.00 CCISeismic powerwave 150.00 technologies P90-15-XLPP-RR 0.0000 w/ Mount Pipe 0.00 CCISeismic powerwave 150.00 technologies P65-16-XLPP-RR 0.0000 w/ Mount Pipe 0.00 CCISeismic powerwave 150.00 technologies P90-15-XLPP-RR 0.0000 w/ Mount Pipe 0.00 CCISeismic Samsung 150.00 telecommunications 2.5GHz 0.0000 RRH-V3 0.00 CCISeismic samsung 150.00 telecommunications 2.5GHz 0.0000 RRH-V3 0.00 CCISeismic samsung 150.00 telecommunications 2.5GHz 0.0000 RRH-V3 0.00 CCISeismic samsung 150.00 telecommunications OPTIC 0.0000 FIBER JUNCTION CYLINDER 0.00 CCISeismic samsung 150.00 telecommunications OPTIC FIBER JUNCTION CYLINDER CCISeismic samsung 150.00 telecommunications OPTIC E„ E, K K 0.17 0.00 0.20 0.00 0.20 0.00 0.23 0.00 0.23 0.00 0.25 0.00 0.25 0.00 0.38 0.00 0.38 0.00 0.38 0.00 0.00 0.00 0.00 0.00 0.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 T. -- K K 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Eh K 0.18 0.17 0.13 0.11 0.08 0.06 0.04 0.03 0.01 0.00 0.00 0.01 0.42 0.01 0.01 0.01 0.02 0.00 0.0000 0.01 0.00 0.00 0.02 0.00 0.0000 0.01 0.00 0.00 0.02 0.00 0.0000 0.01 0.00 0.00 0.02 0.00 0.0000 0.01 0.00 0.00 0.02 0.00 0.0000 0.01 0.00 0.00 0.02 0.00 0.0000 0.01 0.00 0.00 0.02 0.00 0.0000 0.01 0.00 0.00 0.02 0.00 0.0000 0.01 0.00 0.00 0.02 0.00 0.0000 0.00 0.00 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.00 0.00 0.0000 0.00 0.00 0.00 0.00 tnx ower Job Jo879543 Springfield Page8 of 43 Project Date FDHInfrastructure Services, 19BMZS14OO 16:56:47 06/26/19 LLC From 6521 Meridien Drive, Suite 107 Client ned by Raleigh, North Carolina 27616 Phone: 919.755.1012 Crown Castle �fEricSjoerdsma FAX: 919. 755.1012 Description Elevation Offset Azimuth E� E& Eh. Eh From Angle Centroid -ft ° K K K K FIBER JUNCTION CYLINDER CCISeismic samsung 150.00 0.00 0.0000 0.00 0.00 0.00 0.00 telecommunications POWER JUNCTION CYLINDER CCISeismic samsung 150.00 0.00 0.0000 0.00 0.00 0.00 0.00 telecommunications POWER JUNCTION CYLINDER CCISeismic samsung 150.00 0.00 0.0000 0.00 0.00 0.00 0.00 telecommunications POWER JUNCTION CYLINDER CCISeismic samsung 150.00 0.00 0.0000 0.01 0.00 0.00 0.02 telecommunications RRH-C2C w/EXT FILTER CCISeismic samsung 150.00 0.00 0.0000 0.01 0.00 0.00 0.02 telecommunications RRH-C2C w/EXT FILTER CCISeismic samsung 150.00 0.00 0.0000 0.01 0.00 0.00 0.02 telecommunications RRH-C2C WEXT FILTER CCISeismic Samsung 150.00 0.00 0.0000 0.01 0.00 0.00 0.02 telecommunications RRH-P4 CCISeismic Samsung 150.00 0.00 0.0000 0.01 0.00 0.00 0.02 telecommunications RRH-P4 CCISeismic samsung 150.00 0.00 0.0000 0.01 0.00 0.00 0.02 telecommunications RRH-P4 CCISeismic crown mounts 130.00 0.00 0.0000 0.27 0.00 0.00 0.53 Platform Mount [LP 1301-1] CCISeismic commscope 130.00 0.00 0.0000 0.01 0.00 0.00 0.01 SBNHH-1D65C CCISeismic commscope 130.00 0.00 0.0000 0.01 0.00 0.00 0.01 SBNHH-1D65C CCISeismic commscope 130.00 0.00 0.0000 0.01 0.00 0.00 0.01 SBNHH-1 D65C CCISeismic ace 130.00 0.00 0.0000 0.01 0.00 0.00 0.02 XXQLH-654L4H8-NT CCISeismic ace 130.00 0.00 0.0000 0.01 0.00 0.00 0.02 XXQLH-654L4H8-IVT CCISeismic ace 130.00 0.00 0.0000 0.01 0.00 0.00 0.02 XXQLH-654L4H8-IVT CCISeismic kmw 130.00 0.00 0.0000 0.01 0.00 0.00 0.02 communications EPBQ-654L8H8-L2 CCISeismic kmw 130.00 0.00 0.0000 0.01 0.00 0.00 0.02 communications EPBQ-654L8H8-L2 CCISeismic kmw 130.00 0.00 0.0000 0.01 0.00 0.00 0.02 communications EPBQ-654L8H8-L2 CCISeismic alcatel lucent B25 130.00 0.00 0.0000 0.01 0.00 0.00 0.01 RRH4x30-4R CCISeismic alcatel lucent B25 130.00 0.00 0.0000 0.01 0.00 0.00 0.01 RRH4x30-4R CCISeismic alcatel lucent B25 130.00 0.00 0.0000 0.01 0.00 0.00 0.01 RRH4x30-4R CCISeismic alcatel lucent B66A 130.00 0.00 0.0000 0.01 0.00 0.00 0.01 RRH4X45 CCISeismic alcatel lucent B66A 130.00 0.00 0.0000 0.01 0.00 0.00 0.01 RRH4X45 CCISeismic alcatel lucent B66A 130.00 0.00 0.0000 0.01 0.00 0.00 0.01 RRH4X45 WxTower FDHlnfrastructureServices, Job 879543 Springfield Page 7 of 43 Project Date LLC 19BMZS1400 16:56:47 06/26/19 6521 Meridien Drive, Suite 107 From Client Designed b ri Y Raleigh, North Carolina 27616 Phone: 919.755.1012 Crown Castle Eric Sjoerdsma FAX. 919.755.1012 Centroid Description Elevation Offset Azimuth Ev Eh, El. Eh From Angle Centroid 'r n K K K K CCISeismic Tower Section 3 - 2 95.00 0.00 0.0000 0.17 0.00 0.00 0.18 CCISeismic Tower Section 4 - 1 85.00 0.00 0.0000 0.20 0.00 0.00 0.17 CCISeismic Tower Section 4 - 2 75.00 0.00 0.0000 0.20 0.00 0.00 0.13 CCISeismic Tower Section 5 - 1 65.00 0.00 0.0000 0.23 0.00 0.00 0.11 CCISeismic Tower Section 5 - 2 55.00 0.00 0.0000 0.23 0.00 0.00 0.08 CCISeismic Tower Section 6 - 1 45.00 0.00 0.0000 0.25 0.00 0.00 0.06 CCISeismic Tower Section 6 - 2 35.00 0.00 0.0000 0.25 0.00 0.00 0.04 CCISeismic Tower Section 7 - 1 25.00 0.00 0.0000 0.38 0.00 0.00 0.03 CCISeismic Tower Section 7 - 2 15.00 0.00 0.0000 0.38 0.00 0.00 0.01 CCISeismic Tower Section 7 - 3 5.00 0.00 0.0000 0.38 0.00 0.00 0.00 CCISeismic (2) miscl Side 150.00 0.00 0.0000 0.00 0.00 0.00 0.00 Lighting CCISeismic crown mounts 150.00 0.00 0.0000 0.00 0.00 0.00 0.01 Lighting Rod 5/8" x 8' CCISeismic crown mounts 150.00 0.00 0.0000 0.16 0.00 0.00 0.42 Platform Mount [LP 602-1) CCISeismic (2) pipe mount Pipe 150.00 0.00 0.0000 0.00 0.00 0.00 0.01 Mount CCISeismic (2) pipe mount Pipe 150.00 0.00 0.0000 0.00 0.00 0.00 0.01 Mount CCISeismic (2) pipe mount Pipe 150.00 0.00 0.0000 0.00 0.00 0.00 0.01 Mount CCISeismic kmw 150.00 0.00 0.0000 0.01 0.00 0.00 0.02 communications ET-X-WM-18-65-8P w/ Mount Pipe CCISeismic kmw 150.00 0.00 0.0000 0.01 0.00 0.00 0.02 communications ET-X-WM-18-65-8P w/ Mount Pipe CCISeismic kmw 150.00 0.00 0.0000 0.01 0.00 0.00 0.02 communications ET-X-WM-18-65-8P w/ Mount Pipe CCISeismic powerwave 150.00 0.00 0.0000 0.01 0.00 0.00 0.02 technologies P90-15-XLPP-RR w/ Mount Pipe CCISeismic powerwave 150.00 0.00 0.0000 0.01 0.00 0.00 0.02 technologies P65-16-XLPP-RR w/ Mount Pipe CCISeismic powerwave 150.00 0.00 0.0000 0.01 0.00 0.00 0.02 technologies P90-15-XLPP-RR w/ Mount Pipe CCISeismic samsung 150.00 0.00 0.0000 0.01 0.00 0.00 0.02 telecommunications 2.5GHz RRH-V3 CCISeismic Samsung 150.00 0.00 0.0000 0.01 0.00 0.00 0.02 telecommunications 2.5GHz RRH-V3 CCISeismic samsung 150.00 0.00 0.0000 0.01 0.00 0.00 0.02 telecommunications 2.5GHz RRH-V3 CCISeismic samsung 150.00 0.00 0.0000 0.00 0.00 0.00 0.00 telecommunications OPTIC FIBER JUNCTION CYLINDER CCISeismic samsung 150.00 0.00 0.0000 0.00 0.00 0.00 0.00 telecommunications OPTIC FIBER JUNCTION CYLINDER CCISeismic samsung 150.00 0.00 0.0000 0.00 0.00 0.00 0.00 telecommunications OPTIC tnxTvwer FDHlnfrastructure Services, Job 879543 Springfield Page8 of 43 Project Date LLC 19BMZS14OO 16:56:47 06/26/19 6521 Meridien Drive, Suite 107 From Client Designed by Raleigh, North Carolina 27616 Phone: 919.755.1012 Crown Castle Eric SJOerdsma FAX.- 919.755.1012 Centroid Description Elevation Offset Azimuth E� E& Ery Eh From Angle Centroid jt ft o K K K K FIBER JUNCTION CYLINDER CCISeismic samsung 150.00 0.00 0.0000 0.00 0.00 0.00 0.00 telecommunications POWER JUNCTION CYLINDER CCISeismic samsung 150.00 0.00 0.0000 0.00 0.00 0.00 0.00 telecommunications POWER JUNCTION CYLINDER CCISeismic samsung 150.00 0.00 0.0000 0.00 0.00 0.00 0.00 telecommunications POWER JUNCTION CYLINDER CCISeismic samsung 150.00 0.00 0.0000 0.01 0.00 0.00 0.02 telecommunications RRH-C2C w/EXT FILTER CCISeismic samsung 150.00 0.00 0.0000 0.01 0.00 0.00 0.02 telecommunications RRH-C2C WEXT FILTER CCISeismic samsung 150.00 0.00 0.0000 0.01 0.00 0.00 0.02 telecommunications RRH-C2C w/EXT FILTER CCISeismic samsung 150.00 0.00 0.0000 0.01 0.00 0.00 0.02 telecommunications RRH-P4 CCISeismic samsung 150.00 0.00 0.0000 0.01 0.00 0.00 0.02 telecommunications RRH-P4 CCISeismic samsung 150.00 0.00 0.0000 0.01 0.00 0.00 0.02 telecommunications RRH-P4 CCISeismic crown mounts 130.00 0.00 0.0000 027 0.00 0.00 0.53 Platform Mount [LP 1301-1] CCISeismic commscope 130.00 0.00 0.0000 0.01 0.00 0.00 0.01 SBNHH-1D65C CCISeismic commscope 130.00 0.00 0.0000 0.01 0.00 0.00 0.01 SBNHH-1D65C CCISeismic commscope 130.00 0.00 0.0000 0.01 0.00 0.00 0.01 SBNHH-1D65C CCISeismic ace 130.00 0.00 0.0000 0.01 0.00 0.00 0.02 XXQLH-654L4H8-IVT CCISeismic ace 130.00 0.00 0.0000 0.01 0.00 0.00 0.02 XXQLH-654L4H8-IVT CCISeismic ace 130.00 0.00 0.0000 0.01 0.00 0.00 0.02 XXQLH-654L4H8-IVT CCISeismic kmw 130.00 0.00 0.0000 0.01 0.00 0.00 0.02 communications EPBQ-654L8H8-L2 CCISeismic kmw 130.00 0.00 0.0000 0.01 0.00 0.00 0.02 communications EPBQ-654L8H8-L2 CCISeismic kmw 130.00 0.00 0.0000 0.01 0.00 0.00 0.02 communications EPBQ-654L8148-L2 CCISeismic alcatel lucent B25 130.00 0.00 0.0000 0.01 0.00 0.00 0.01 RRH4x30-4R CCISeismic alcatel lucent B25 130.00 0.00 0.0000 0.01 0.00 0.00 0.01 RRH4x30-4R CCISeismic alcatel lucent B25 130.00 0.00 0.0000 0.01 0.00 0.00 0.01 RRH4x30-4R CCISeismic alcatel lucent B66A 130.00 0.00 0.0000 0.01 0.00 0.00 0.01 RRH4X45 CCISeismic alcatel lucent B66A 130.00 0.00 0.0000 0.01 0.00 0.00 0.01 RRH4X45 CCISeismic alcatel lucent B66A 130.00 0.00 0.0000 0.01 0.00 0.00 0.01 RRH4X45 I tnxTower FDHInfrastructure Services, Job 879543 Springfield Page 9 of 43 Project Date LLC 19BMZS140O 16:56:47 06/26/19 6521 Meridien Drive, Suite 107 From Client Designed by Raleigh, North Carolina 27616 Phone: 919.755.1012 Crown Castle Eric Sjoerdsma FAX. 919.755.1012 Centroid 0.0000 Description Elevation Offset Azimuth E, E& E& Eh Pipe From Angle CCISeismic (2) andrew 117.00 Centroid 0.0000 0.02 0.00 0.00 0.03 TMBXX-6517-A2M w/ Mount ft j7 ° K K K K CCISeismic alcatel lucent 130.00 0.00 0.0000 0.01 0.00 0.00 0.02 RRH4X25-WCS 117.00 0.00 0.0000 0.02 0.00 0.00 0.03 CCISeismic alcatel lucent 130.00 0.00 0.0000 0.01 0.00 0.00 0.02 RRH4X25-WCS CCISeismic alcatel lucent 130.00 0.00 0.0000 0.01 0.00 0.00 0.02 RRH4X25-WCS 117.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic commscope 130.00 0.00 0.0000 0.00 0.00 0.00 0.01 WCS-RvFQ-AMT 117.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AHLBA 130.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AHLBA 130.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AHLBA 130.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia BAND 5 130.00 0.00 0.0000 0.00 0.00 0.00 0.01 AHCA RRH4X40 117.00 0.00 0.0000 0.02 0.00 0.00 0.03 CCISeismic nokia BAND 5 130.00 0.00 0.0000 0.00 0.00 0.00 0.01 AHCA RRH4X40 117.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia BAND 5 130.00 0.00 0.0000 0.00 0.00 0.00 0.01 AHCA RRH4X40 117.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic raycap 130.00 0.00 0.0000 0.00 0.00 0.00 0.01 DC6-48-60-18-8C-EV CCISeismic raycap 130.00 0.00 0.0000 0.00 0.00 0.00 0.01 DC6-48-60-18-8F CCISeismic raycap 130.00 0.00 0.0000 0.00 0.00 0.00 0.01 DC6-48-60-18-8F CCISeismic (2) andrew 117.00 0.00 0.0000 0.02 0.00 0.00 0.03 TMBXX-6517-A2M w/ Mount Pipe CCISeismic (2) andrew 117.00 0.00 0.0000 0.02 0.00 0.00 0.03 TMBXX-6517-A2M w/ Mount Pipe CCISeismic (2) andrew 117.00 0.00 0.0000 0.02 0.00 0.00 0.03 TMBXX-6517-A2M w/ Mount Pipe CCISeismic nokia FRIG 117.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic nokia FRIG 117.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic nokia FRIG 117.00 0.00 0.0000 0.01 0.00 0.00 0.01 CCISeismic (2) nokia FXFB 117.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic commscope 117.00 0.00 0.0000 0.02 0.00 0.00 OA3 FFHH-65C-R3 w/ Mount Pipe CCISeismic commscope 117.00 0.00 0.0000 0.02 0.00 0.00 0.03 FFHH-65C-R3 w/ Mount Pipe CCISeismic commscope 117.00 0.00 0.0000 0.02 0.00 0.00 0.03 FFHH-65C-R3 w/ Mount Pipe CCISeismic nokia AHLOA 117.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AHLOA 117.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic nokia AHLOA 117.00 0.00 0.0000 0.01 0.00 0.00 0.02 CCISeismic commscope HCS 117.00 0.00 0.0000 0.00 0.00 0.00 0.00 2.0 PART 4 CCISeismic Platform Mount 117.00 0.00 0.0000 0.14 0.00 0.00 0.23 [P/N: RMQP-396] CCISeismic Handrail Kit [P/N: 117.00 0.00 0.0000 0.05 0.00 0.00 0.08 F3P-HRK12] CCISeismic miscl Safety Line 145.00 0.00 0.0000 0.00 0.00 0.00 0.00 3/8 From 8 to 150 (140ft to150ft) CCISeismic miscl Safety Line 135.00 0.00 0.0000 0.00 0.00 0.00 0.00 3/8 From 8 to 150 (130ft to140ft) CCISeismic miscl Safety Line 125.00 0.00 0.0000 0.00 0.00 0.00 0.00 3/8 From 8 to 150 (120ft to130ft) CCISeismic miscl Safety Line 115.00 0.00 0.0000 0.00 0.00 0.00 0.00 318 From 8 to 150 (11 Oft to120ft) CCISeismic miscl Safety Line 105.00 0.00 0.0000 0.00 0.00 0.00 0.00 MxT'ower FDHInfrastructure Services, Job 879543 Springfield Page 10 of 43 Project Date LLC 19BMZS1400 16:56:47 06/26/19 6521 Meridien Drive, Suite 107 From Client Designed by Raleigh, North Carolina 27616 Phone: 919.755.1012 Crown Castle Eric Sjoerdsma FAX.- 919.755.1012 Centroid Description Elevation Offset Azimuth Ey E& Eh: Eh From Angle Centroid ft It K K K K 3/8 From 8 to 150 ( I OOft to l I Oft) CCISeismic miscl Safety Line 95.00 0.00 0.0000 0.00 0.00 0.00 0.00 3/8 From 8 to 150 (90ft to 100ft) CCISeismic miscl Safety Line 85.00 0.00 0.0000 0.00 0.00 0.00 0.00 3/8 From 8 to 150 (80ft to90ft) CCISeismic miscl Safety Line 75.00 0.00 0.0000 0.00 0.00 0.00 0.00 3/8 From 8 to 150 (70ft to80ft) CCISeismic miscl Safety Line 65.00 0.00 0.0000 0.00 0.00 0.00 0.00 3/8 From 8 to 150 (60ft to70ft) CCISeismic mise] Safety Line 55.00 0.00 0.0000 0.00 0.00 0.00 0.00 3/8 From 8 to 150 (5011 WWII) CCISeismic miscl Safety Line 45.00 0.00 0.0000 0.00 0.00 0.00 0.00 3/8 From 8 to 150 (40ft to50ft) CCISeismic miscl Safety Line 35.00 0.00 0.0000 0.00 0.00 0.00 0.00 3/8 From 8 to 150 (30ft to40ft) CCISeismic miscl Safety Line 25.00 0.00 0.0000 0.00 0.00 0.00 0.00 3/8 From 8 to 150 (20ft to30ft) CCISeismic miscl Safety Line 15.00 0.00 0.0000 0.00 0.00 0.00 0.00 3/8 From 8 to 150 (loft to20ft) CCISeismic miscl Safety Line 9.00 0.00 0.0000 0.00 0.00 0.00 0.00 3/8 From 8 to 150 (8ft to l Oft) CCISeismic (3) belden 145.00 0.00 0.0000 0.00 0.00 0.00 0.01 YC58126(7/8) From 0 to 150 (140ft tol50ft) CCISeismic (3) belden 135.00 0.00 0.0000 0.00 0.00 0.00 0.01 YC58126(7/8) From 0 to 150 (130ft to140ft) CCISeismic (3) belden 125.00 0.00 0.0000 0.00 0.00 0.00 0.00 YC58126(7/8) From 0 to 150 (120ft to130ft) CCISeismic (3) belden 115M 0.00 0.0000 0.00 0.00 0.00 0.00 YC58126(7/8) From 0 to 150 (11Oft to120ft) CCISeismic (3) belden 105.00 0.00 0.0000 0.00 0.00 0.00 0.00 YC58126(7/8) From 0 to 150 (lOOft tol loft) CCISeismic (3) belden 95.00 0.00 0.0000 0.00 0.00 0.00 0.00 YC58126(7/8) From 0 to 150 (90ft to I OOft) CCISeismic (3) belden 85.00 0.00 0.0000 0.00 0.00 0.00 0.00 YC58126(7/8) From 0 to 150 (80ft to90ft) CCISeismic (3) belden 75.00 0.00 0.0000 0.00 0.00 0.00 0.00 YC58126(7/8) From 0 to 150 (70ft to80ft) CCISeismic (3) belden 65M 0.00 0.0000 0.00 0.00 0.00 0.00 YC58126(7/8) From 0 to 150 (60ft to70ft) CCISeismic (3) belden 55.00 0.00 0.0000 0.00 0.00 0.00 0.00 YC58126(7/8) From 0 to 150 (50ft to60ft) CCISeismic (3) belden 45.00 0.00 0.0000 0.00 0.00 0.00 0.00 YC58126(7/8) From 0 to 150 (40ft to50ft) CCISeismic (3) belden 35.00 0.00 0.0000 0.00 0.00 0.00 0.00 YC58126(7/8) From 0 to 150 (30ft to40ft) CCISeismic (3) belden 25.00 0.00 0.0000 0.00 0.00 0.00 0.00 YC58126(7/8) From 0 to 150 (20ft to30ft) WxTower Job Page 879543 Springfield 11 of 43 FDH Infrastructure Services, Project Date LLC 19BMZS1400 16:56:47 06/26/19 6521 Meridien Drive, Suite 107 Raleigh, North Carolina 27616 Client Phone: 919.755.1012 Crown Castle Designed by FAX.- 919.755.1 12 Eric Sjoerdsma Description Elevation Offset Azimuth E Eh� Eh: Eh From Angle Centroid Al �jt ° K K K K CCISeismic (3) belden 15.00 0.00 0.0000 0.00 0.00 0.00 0.00 YC58126(7/8) From 0 to ISO (1 Oft to2Oft) CCISeismic (3) belden 5.00 0.00 0.0000 0.00 0.00 0.00 0.00 YC58126(7/8) From 0 to 150 (Oft toIOft) CCIScismic heliax-hj 5/16" 141.50 0.00 0.0000 0.00 0.00 0.00 0.00 From 0 to 143 (140ft to143ft) CCISeismic heliax-hj 5/16" 135.00 0.00 0.0000 0.00 0.00 0.00 0.00 From 0 to 143 (130ft to140ft) CCISeismic heliax-hj 5/16" 125.00 0.00 0.0000 0.00 0.00 0.00 0.00 From 0 to 143 (120ft tol30ft) CCISeismic heliax-hj 5/16" 115.00 0.00 0.0000 0.00 0.00 0.00 0.00 From 0 to 143 (11 Oft to 120ft) CCISeismic heliax-hj 5/16" 105.00 0.00 0.0000 0.00 0.00 0.00 0.00 From 0 to 143 (100ft tol IOft) CCISeismic heliax-hj 5/16" 95.00 0.00 0.0000 0.00 0.00 0.00 0.00 From 0 to 143 (90ft toI00ft) CCISeismic heliax-hj 5/16" 85.00 0.00 0.0000 0.00 0.00 0.00 0.00 From 0 to 143 (80ft to90ft) CCIScismic heliax-hj 5/16" 75.00 0.00 0.0000 0.00 0.00 0.00 0.00 From 0 to 143 (70ft to80ft) CCISeismic heliax-hj 5/16" 65.00 0.00 0.0000 0.00 0.00 0.00 0.00 From 0 to 143 (60ft to70ft) CCISeismic heliax-hj 5/16" 55.00 0.00 0.0000 0.00 0.00 0.00 0.00 From 0 to 143 (50ft to60ft) CCISeismic heliax-hj 5/16" 45.00 0.00 0.0000 0.00 0.00 0.00 0.00 From 0 to 143 (40ft to5Oft) CCISeismic heliax-hj 5/16" 35.00 0.00 0.0000 0.00 0.00 0.00 0.00 From 0 to 143 (30ft to4Oft) CCISeismic heliax-hj 5/16" 25.00 0.00 0.0000 0.00 0.00 0.00 0.00 From 0 to 143 (20ft to30ft) CCISeismic heliax-hj 5/16" 15.00 0.00 0.0000 0.00 0.00 0.00 0.00 From 0 to 143 (IOft to20ft) CCISeismic heliax-hj 5/16" 5.00 0.00 0.0000 0.00 0.00 0.00 0.00 From 0 to 143 (Oft to l Oft) CCISeismic (2) commscope 125.00 0.00 0.0000 0.00 0.00 0.00 0.00 PWRT-606-S(7/8") From 0 to 130 (120ft to130ft) CCISeismic (2) commscope 115.00 0.00 0.0000 0.00 0.00 0.00 0.00 PWRT-606-S(7/8") From 0 to 130 (11 Oft to 120ft) CCISeismic (2) commscope 105.00 0.00 0.0000 0.00 0.00 0.00 0.00 PWRT-606-S(7/8") From 0 to 130 (100ft tol10ft) CCISeismic (2) commscope 95.00 0.00 0.0000 0.00 0.00 0.00 0.00 PWRT-606-S(7/8") From 0 to 130 (90ft to 100ft) CCISeismic (2) commscope 85.00 0.00 0.0000 0.00 0.00 0.00 0.00 PWRT-606-S(7/8") From 0 to 130 (80ft to90ft) CCISeismic (2) commscope 75.00 0.00 0.0000 0.00 0.00 0.00 0.00 PWRT-606-S(7/8") From 0 to 130 (70ft to8Oft) CCISeismic (2) commscope 65.00 0.00 0.0000 0.00 0.00 0.00 0.00 PWRT-606-S(7/8") From 0 to 130 (60ft to70ft) CCISeismic (2) commscope 55.00 0.00 0.0000 0.00 0.00 0.00 0.00 PWRT-606-S(7/8") From 0 to 130 (50ft to60ft) Description Job Page12 tnxTower 879543 Springfield of 43 Eh. Project Date FDH Infrastructure Services, 19BMZS140O 16:56:47 06/26/19 LLC 6511 Meridien Drive, Suite 107 Raleigh, North Carolina 27616 Client Designed by Phone: 919.755.1011 Crown Castle Eric Sjoerdsma FAX.- 919.755.1012 ft It Description Elevation Offset Azimuth E,, Ek Eh. Eh From Angle Centroid ft It K K K K CCISeismic (2) commscope 45.00 0.00 0.0000 0.00 0.00 0.00 0.00 PWRT-606-5(7/8") From 0 to 130 (40ft to50ft) CCISeismic (2) commscope 35.00 0.00 0.0000 0.00 0.00 0.00 0.00 PWRT-606-S(7/8") From 0 to 130 (30ft to40ft) CCISeismic (2) commscope 25.00 0.00 0.0000 0.00 0.00 0.00 0.00 PWRT-606-5(7/8") From 0 to 130 (20ft to30ft) CCISeismic (2) commscope 15.00 0.00 0.0000 0.00 0.00 0.00 0.00 PWRT-606-5(7/8") From 0 to 130 (loft to20ft) CCISeismic (2) commscope 5.00 0.00 0.0000 0.00 0.00 0.00 0.00 PWRT-606-5(7/8") From 0 to 130 (Oft toIOft) CCISeismic andrew 126.00 0.00 0.0000 0.00 0.00 0.00 0.00 ATCB-BOl-050( 5/16") From 122 to 130 (122ft to130ft) CCISeismic (4) commscope CR 125.00 0.00 0.0000 0.00 0.00 0.00 0.01 50 1873PE(1-5/8) From 0 to 130 (120fttol30ft) CCISeismic (4) commscope CR 115.00 0.00 0.0000 0.00 0.00 0.00 0.01 50 1873PE(1-5/8) From 0 to 130 (110ft tol20ft) CCISeismic (4) commscope CR 105.00 0.00 0.0000 0.00 0.00 0.00 0.01 50 1873PE(1-5/8) From 0 to 130 (100ft tOIIOft) CCISeismic (4) commscope CR 95.00 0.00 0.0000 0.00 0.00 0.00 0.00 50 1873PE(1-5/8) From 0 to 130 (90ft to 100ft) CCISeismic (4) commscope CR 85.00 0.00 0.0000 0.00 0.00 0.00 0.00 50 1873PE(1-5/8) From 0 to 130 (80ft to90ft) CCISeismic (4) commscope CR 75.00 0.00 0.0000 0.00 0.00 0.00 0.00 50 I873PE(1-5/8) From 0 to 130 (70ft to80ft) CCISeismic (4) commscope CR 65.00 0.00 0.0000 0.00 0.00 0.00 0.00 501873PE(1-5/8) From 0 to 130 (60ft to70ft) CCISeismic (4) commscope CR 55.00 0.00 0.0000 0.00 0.00 0.00 0.00 50 1873PE(1-5/8) From 0 to 130 (50ft to60ft) CCISeismic (4) commscope CR 45.00 0.00 0.0000 0.00 0.00 0.00 0.00 50 1873PE(1-5/8) From 0 to 130 (40ft to50ft) CCISeismic (4) commscope CR 35.00 0.00 0.0000 0.00 0.00 0.00 0.00 50 1873PE(1-5/8) From 0 to 130 (30ft to40ft) CCISeismic (4) commscope CR 25.00 0.00 0.0000 0.00 0.00 0-00 0-00 50 1873PE(1-5/8) From 0 to 130 (20ft to30ft) CCISeismic (4) commscope CR 15.00 0.00 0.0000 0.00 0.00 0.00 0.00 50 1873PE(1-5/8) From 0 to 130 (I Oft to20ft) CCISeismic (4) commscope CR 5.00 0.00 0.0000 0.00 0.00 0.00 0.00 50 1873PE(1-5/8) From 0 to 130 (Oft tOIOft) CCISeismic (6) commscope CR 125.00 0.00 0.0000 0.01 0.00 0.00 0.01 50 1873PE(1-5/8) From 0 to 130 (120ft tol30ft) WxTower FDHlnfrastructureServices, Job 879543 Springfield Page 13 of 43 Project Date LLC 19BMZS1400 16:56:47 06/26/19 6521 Meridien Drive, Suite 107 From Raleigh, North Carolina 27616 Client Designed by Phone: 919.755.1012 FAX.- 919.755.1012 Crown Castle Eric SJoerdsma Centroid Description Elevation Offset Azimuth E„ Eh. E& En From Angle Centroid J_ K K K K CCISeismic (6) commscope CR 115.00 0.00 0.0000 0.01 0.00 0.00 0.01 50 1873PE(1-5/8) From 0 to 130 (110fttol2Oft) CCISeismic (6) commscope CR 105.00 0.00 0.0000 0.01 0.00 0.00 0.01 501873PE(1-5/8) From 0 to 130 (100ft toiloft) CCISeismic (6) commscope CR 95.00 0.00 0.0000 0.01 0.00 0.00 0.01 50 1873PE(I-5/8) From 0 to 130 (90ft to100ft) CCISeismic (6) commscope CR 85.00 0.00 0.0000 0.01 0.00 0.00 0.00 50 1873PE(1-5/8) From 0 to 130 (80ft to90ft) CCISeismic (6) commscope CR 75.00 0.00 0.0000 0.01 0.00 0.00 0.00 50 1873PE(1-5/8) From 0 to 130 (70ft tog0ft) CCISeismic (6) commscope CR 65.00 0.00 0.0000 0.01 0.00 0.00 0.00 50 1873PE(1-5/8) From 0 to 130 (60ft to70ft) CCISeismic (6) c6mmscope CR 55.00 0.00 0.0000 0.01 0.00 0.00 0.00 50 1873PE(l-5/8) From 0 to 130 (50ft to60ft) CCISeismic (6) commscope CR 45.00 0.00 0.0000 0.01 0.00 0.00 0.00 50 1873PE(1-5/8) From 0 to 130 (401ft to50R) CCISeismic (6) commscope CR 35.00 0.00 0.0000 0.01 0.00 0.00 0.00 501873PE(1-5/8) From 0 to 130 (30ft to40R) CCISeismic (6) commscope CR 25M 0.00 0.0000 0.01 0.00 0.00 0.00 50 1873PE(1-5/8) From 0 to 130 (20ft to30ft) CCISeismic (6) commscope CR 15.00 0.00 0.0000 0.01 0.00 0.00 0.00 50 1873PE(I-5/8) From 0 to 130 (I OR to20ft) CCISeismic (6) commscope CR 5.00 0.00 0.0000 0.01 0.00 0.00 0.00 50 1873PE(1-5/8) From 0 to 130 (Oft toIOft) CCISeismic (2) rosenberger 125.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 0 to 130 (120ft to130ft) CCISeismic (2) rosenberger 115.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 0 to 130 (110ft tol20ft) CCISeismic (2) rosenberger 105.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 0 to 130 (100ft to11Oft) CCISeismic (2) rosenberger 95.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 0 to 130 (90ft to 100ft) CCISeismic (2) rosenberger 85.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR VG86ST-BRD(3/4) From 0 to 130 (80ft to90ft) CCISeismic (2) rosenberger 75.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 0 to 130 (70ft to80ft) CCISeismic (2) rosenberger 65.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 0 to 130 (60ft to70ft) CCISeismic (2) rosenberger 55.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 0 to 130 (50ft to60ft) tnxTQwer FDHInfrastructure Services, Job 879543 Springfield Page14 of 43 Project 19BMZS1400 Date 16:56:47 06/26/19 LLC Eh Eh 6521 Meridien Drive, Suite 107 From Client Designed by Raleigh, North Carolina 27616 Phone: 919.755.1012 Crown Castle Eric Sjoerdsma FAX: 919.755.1012 Centroid Description Elevation Offset Azimuth E„ Eh� Eh Eh From Angle Centroid t ° K K K K CCISeismic (2) rosenberger 45.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 0 to 130 (40ft to50ft) CCISeismic (2) rosenberger 35.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 0 to 130 (30ft to4Oft) CCISeismic (2) rosenberger 25.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 0 to 130 (20ft to30ft) CCISeismic (2) rosenberger 15.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 0 to 130 (loft to2OR) CCISeismic (2) rosenberger 5.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 0 to 130 (Oft to l Oft) CCISeismic (2) rosenberger 125.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR VG86ST-BRD(3/4) From 0 to 130 (120ft to130ft) CCISeismic (2) rosenberger 115.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 0 to 130 (11 Oft to 120ft) CCISeismic (2) rosenberger 105.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 0 to 130 (100ft to11Oft) CCISeismic (2) rosenberger 95.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 0 to 130 (90ft to 100ft) CCISeismic (2) rosenberger 85.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 0 to 130 (80ft to90ft) CCISeismic (2) rosenberger 75.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 0 to 130 (70ft to80ft) CCISeismic (2) rosenberger 65.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 0 to 130 (60ft to70ft) CCISeismic (2) rosenberger 55.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 0 to 130 (50ft to6Oft) CCISeismic (2) rosenberger 45.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 0 to 130 (40ft to50ft) CCISeismic (2) rosenberger 35.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 0 to 130 (30ft to4Oft) CCISeismic (2) rosenberger 25.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 0 to 130 (20ft to30ft) CCISeismic (2) rosenberger 15.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 0 to 130 (loft to2Oft) CCISeismic (2) rosenberger 5.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 0 to 130 (Oft to1Oft) CCISeismic (2) rosenberger 125.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni FB-L98-002-XXX(3/8) From 0 to 130 (120ft to130ft) CCISeismic (2) rosenberger 115.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni FB-L98-002-XXX(3/8) From 0 to 130 (110ft to120ft) r I MxTower FDHlnfrastructure Services, Job 879543 Springfield Page 15 of 43 Project Date LLC 19BMZS1400 16:56:47 06/26/19 6521 Meridien Drive, Suite 107 From Client Designed by Raleigh, North Carolina 27616 Phone: 919.755.1012 Crown Castle Eric Sjoerdsma FAX. 919.755.1012 Centroid Description Elevation Offset Azimuth E„ E& Eh. Eh From Angle Centroid o K K K K CCISeismic (2) rosenberger 105.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni FB-L98-002-XXX(3/8) From 0 to 130 (100ft to IOft) CCISeismic (2) rosenberger 95.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni FB-L98-002-XXX(3/8) From 0 to 130 (90ft to 100ft) CCISeismic (2) rosenberger 85.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni FB-L98-002-XXX(3/8) From 0 to 130 (80ft to90ft) CCISeismic (2) rosenberger 75.00 0.00 0.0000 0.00 0.00 0.00 0.00 Iconi FB-L98-002-XXX(3/8) From 0 to 130 (70ft to80ft) CCISeismic (2) rosenberger 65.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni FB-L98-002-XXX(3/8) From 0 to 130 (60ft to7Oft) CCISeismic (2) rosenberger 55.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni FB-L98-002-XXX(3/8) From 0 to 130 (50ft to60ft) CCISeismic (2) rosenberger 45.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni FB-L98-002-XXX(3/8) From 0 to 130 (40ft to50ft) CCISeismic (2) rosenberger 35.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni FB-L98-002-XXX(3/8) From 0 to 130 (30ft to40ft) CCISeismic (2) rosenberger 25.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni FB-L98-002-XXX(3/8) From 0 to 130 (20ft to30ft) CCISeismic (2) rosenberger 15.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni FB-L98-002-XXX(3/8) From 0 to 130 (1 Oft to20ft) CCISeismic (2) rosenberger 5.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni FB-L98-002-XXX(3/8) From 0 to 130 (Oft toIOft) CCISeismic (2) andrew 121.00 0.00 0.0000 0.00 0.00 0.00 0.00 ATCB-BO 1 -050( 5/16") From 0 to 122 (120ft to122ft) CCISeismic (2) andrew 115.00 0.00 0.0000 0.00 0.00 0.00 0.00 ATCB-B01-050( 5/16") From 0 to 122 (11Oft to120ft) CCISeismic (2) andrew 105.00 0.00 0.0000 0.00 0.00 0.00 0.00 ATCB-BO1-050( 5/16") From 0 to 122 (100fttoI IOft) CCISeismic (2) andrew 95.00 0.00 0.0000 HO 0.00 0.00 0.00 ATCB-BO1-050( 5/16") From 0 to 122 (90ft toI00ft) CCISeismic (2) andrew 85.00 0.00 0.0000 0.00 0.00 0.00 0.00 ATCB-B01-050( 5/16") From 0 to 122 (80ft to90ft) CCISeismic (2) andrew 75.00 0.00 0.0000 0.00 0.00 0.00 0.00 ATCB-BOl-050( 5/16") From 0 to 122 (70ft to80ft) CCISeismic (2) andrew 65.00 0.00 0.0000 0.00 0.00 0.00 0.00 ATCB-BO1-050( 5116") From 0 to 122 (60ft to70ft) CCISeismic (2) andrew 55.00 0.00 0.0000 0.00 0.00 0.00 0.00 ATCB-BOl-050( 5/16") From 0 to 122 (50ft to60ft) CCISeismic (2) andrew 45.00 0.00 0.0000 0.00 0.00 0.00 0.00 ATCB-BO1-050( 5/16") From 0 to 122 (40ft to50ft) t=Tower FDHlnfrastructure Services, Job 879543 Springfield Page 16 of 43 Project Date LLC 19BMZS14O0 16:56:47 06/26/19 6521 Meridien Drive, Suite 107 From Client Designed by Raleigh, North Carolina 27616 Phone: 919.755.1012 Crown Castle Eric SJOerdsma RAX- 919.755.1012 Centroid Description Elevation Offset Azimuth E Eh� E& Eh From Angle Centroid j7 K K K K CCISeismic (2) andrew 35.00 0.00 0.0000 0.00 0.00 0.00 0.00 ATCB-BOl-050( 5/16") From 0 to 122 (30ft to40ft) CCISeismic (2) andrew 25.00 0.00 0.0000 0.00 0.00 0.00 0.00 ATCB-BOl-050( 5/16") From 0 to 122 (20ft to30ft) CCISeismic (2) andrew 15.00 0.00 0.0000 0.00 0.00 0.00 0.00 ATCB-BO 1 -050( 5/16") From 0 to 122 (1 Oft to20ft) CCISeismic (2) andrew 5.00 0.00 0.0000 0.00 0.00 0.00 0.00 ATCB-BO1-050( 5/16") From 0 to 122 (Oft toIOft) CCISeismic nokia HCS 2.0 Part 113.50 0.00 0.0000 0.00 0.00 0.00 0.00 3(1-1/2) From 0 to 117 (11 Oft to117ft) CCISeismic nokia HCS 2.0 Part 105.00 0.00 0.0000 0.00 0.00 0.00 0.00 3(1-1/2) From 0 to 117 (100ft to110ft) CCISeismic nokia HCS 2.0 Part 95.00 0.00 0.0000 0.00 0.00 0.00 0.00 3(1-1/2) From 0 to 117 (90ft to 100ft) CCISeismic nokia HCS 2.0 Part 85.00 0.00 0.0000 0.00 0.00 0.00 0.00 3(1-1/2) From 0 to 117 (80ft to90ft) CCISeismic nokia HCS 2.0 Part 75.00 0.00 0.0000 0.00 0.00 0.00 0.00 3(1-1/2) From 0 to 117 (70ft to80ft) CCISeismic nokia HCS 2.0 Part 65.00 0.00 0.0000 0.00 0.00 0.00 0.00 3(1-1/2) From 0 to 117 (60ft to70ft) CCISeismic nokia HCS 2.0 Part 55.00 0.00 0.0000 0.00 0.00 0.00 0.00 3(1-1/2) From 0 to 117(50ft to60ft) CCISeismic nokia HCS 2.0 Part 45.00 0.00 0.0000 0.00 0.00 0.00 0.00 3(1-1/2) From 0 to 117 (40ft to50ft) CCISeismic nokia HCS 2.0 Part 35.00 0.00 0.0000 0.00 0.00 0.00 0.00 3(1-1/2) From 0 to 117 (30ft to40ft) CCISeismic nokia HCS 2.0 Part 25.00 0.00 0.0000 0.00 0.00 0.00 0.00 3(1-1/2) From 0 to 117 (20ft to30ft) CCISeismic nokia HCS 2.0 Part 15.00 0.00 0.0000 0.00 0.00 0.00 0.00 3(1-1/2) From 0 to 117 (1 Oft to208) CCISeismic nokia HCS 2.0 Part 5.00 0.00 0.0000 0.00 0.00 0.00 0.00 3(1-1/2) From 0 to 117 (Oft to I Oft) CCISeismic (2) andrew 101.50 0.00 OA000 0.00 0.00 0.00 0.00 ATCB-BOI-050( 5116") From 0 to 103 (100ft to103ft) CCISeismic (2) andrew 95.00 0.00 0.0000 0.00 0.00 0.00 0.00 ATCB-BO1-050( 5116") From 0 to 103 (90ft toI00ft) CCISeismic (2) andrew 85.00 0.00 0.0000 0.00 0.00 0.00 0.00 ATCB-B01-050( 5/16") From 0 to 103 (80ft to90ft) CCISeismic (2) andrew 75.00 0.00 0.0000 0.00 0.00 0.00 0.00 ATCB-BO 1 -050( 5/16") From 0 to 103 (70ft to80ft) r 4 WxTower FDHInfrastructure Services, Job 879543 Springfield Pa e g 17 of 43 Project Date Eh, 19BMZS1400 16:56:47 06/26/19 LLC From 6521 Meridien Drive, Suite 107 Client Designed by Raleigh, North Carolina 27616 Phone: 919.755.1012 Crown Castle Eric Sjoerdsma FAX. 919.755.1012 Description Elevation Offset Azimuth E„ Eh, E& Ea From Angle Centroid Ir Ji ° K K K K CCISeismic (2) andrew 65.00 _ 0.00 0.0000 0.00 0.00 0.00 0.00 ATCB-BO1-050( 5/16") From 0 to 103 (60ft to70ft) CCISeismic (2) andrew 55.00 0.00 0.0000 0.00 0.00 0.00 0.00 ATCB-BOl-050( 5116") From 0 to 103 (50ft to60ft) CCISeismic (2) andrew 45.00 0.00 0.0000 0.00 0.00 0.00 0.00 ATCB-BO1-050( 5116") From 0 to 103 (40ft to50ft) CCISeismic (2) andrew 35.00 0.00 0.0000 0.00 0.00 0.00 0.00 ATCB-130 1 -050( 5/16") From 0 to 103 (30ft to40ft) CCISeismic (2) andrew 25.00 0.00 0.0000 0.00 0.00 0.00 0.00 ATCB-BOl-050( 5/16") From 0 to 103 (20ft to30ft) CCISeismic (2) andrew 15.00 0.00 0.0000 0.00 0.00 0.00 0.00 ATCB-BO 1 -050(5/16") From 0 to 103 (loft to20ft) CCISeismic (2) andrew 5.00 0.00 0.0000 0.00 0.00 0.00 0.00 ATCB-B01-050( 5/16") From 0 to 103 (Oft tolOft) CCISeismic flat plate 8.5" x 30.25 0.00 0.0000 0.00 0.00 0.00 0.00 1.25" Flat Plate (G) From 25.75 to 30.5 (30ft to30.5ft) CCISeismic flat plate 8.5" x 27.88 0.00 0.0000 0.02 0.00 0.00 0.00 1.25" Flat Plate (G) From 25.75 to 30.5 (25.75ft to30ft) CCISeismic flat plate 8.5" x 30.25 0.00 0.0000 0.00 0.00 0.00 0.00 1.25" Flat Plate (G) From 25.75 to 30.5 (30ft to30.5ft) CCISeismic flat plate 8.5" x 27.88 0.00 0.0000 0.02 0.00 0.00 0.00 1.25" Flat Plate (G) From 25.75 to 30.5 (25.75ft to30ft) CCISeismic flat plate 8.5" x 30.25 0.00 0.0000 0.00 0.00 0.00 0.00 1.25" Flat Plate (G) From 25.75 to 30.5 (30ft to30.5ft) CCISeismic flat plate 8.5" x 27.88 0.00 0.0000 0.02 0.00 0.00 0.00 1.25" Flat Plate (G) From 25.75 to 30.5 (25.75ft to3Oft) CCISeismic 8.5" x 3.0" Flat 32.50 0.00 0.0000 0.04 0.00 0.00 0.01 Plate (G) From 30.5 to 34.5 (30.5ft to34.5ft) CCISeismic 8.5" x 3.0" Flat 32.50 0.00 0.0000 0.04 0.00 0.00 0.01 Plate (G) From 30.5 to 34.5 (30.5ft to34.5ft) CCISeismic 8.5" x 3.0" Flat 32.50 0.00 0.0000 0.04 0.00 0.00 0.01 Plate (G) From 30.5 to 34.5 (30.5ft to34.5ft) CCISeismic flat plate 8.5" x 50.25 0.00 0.0000 0.00 0.00 0.00 0.00 1.25" Flat Plate (G) From 45.75 to 50.5 (50ft to50.5ft) CCISeismic flat plate 8.5" x 47.88 0.00 0.0000 0.02 0.00 0.00 0.00 1.25" Flat Plate (G) From 45.75 to 50.5 (45.75ft to5Oft) CCISeismic flat plate 8.5" x 50.25 0.00 0.0000 0.00 0.00 0.00 0.00 1.25" Flat Plate (G) From 45.75 to 50.5 (50ft to50.5ft) CCISeismic flat plate 8.5" x 47.88 0.00 0.0000 0.02 0.00 0.00 0.00 1.25" Flat Plate (G) From 45.75 to 50.5 (45.75ft to5Oft) ft"Tow "r FDHInfrastructure Services, Job 879543 Springfield Page Pa g 18 of 43 Project Date LLC 19BMZS1400 16:56:47 06/26/19 6521 Meridien Drive, Suite 107 From Client Designed by Raleigh, North Carolina 27616 Phone: 919.755.1012 Crown Castle Eric Sjoerdsma FAX., 919.755.1012 Centroid Side Description Elevation Offset Azimuth E„ Eh. E& Eh From Angle Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Centroid Side Leg Lateral Jt it Vert K K_ K K CCISeismic flat plate 8.5" x 50.25 0.00 0.0000 0.00 0.00 0.00 0.00 1.25" Flat Plate (G) From 45.75 (2) Side Lighting C From Leg 3.00 0.0000 150.00 No Ice to 50.5 (50ft to50.5ft) 0.11 0.01 0.00 CCISeismic flat plate 8.5" x 47.88 0.00 0.0000 0.02 0.00 0.00 0.00 1.25" Flat Plate (G) From 45.75 to 50.5 (45.75ft to50ft) CCISeismic 8.5" x 3.0" Flat 52.50 0.00 0.0000 0.04 0.00 0.00 0.01 Plate (G) From 50.5 to 54.5 (50.5ft to54.5ft) CCISeismic 8.5" x 3.0" Flat 52.50 0.00 0.0000 0.04 0.00 0.00 0.01 Plate (G) From 50.5 to 54.5 (50.5ft to54.5ft) CCISeismic 8.5" x 3.0" Flat 52.50 0.00 0.0000 0.04 0.00 0.00 0.01 Plate (G) From 50.5 to 54.5 (50.5ft to54.5ft) CCISeismic flat plate 6" x 1" Flat 70.25 0.00 0.0000 0.00 0.00 0.00 0.00 Plate (G) From 67.25 to 70.5 (70ft to70.5ft) CCISeismic flat plate 6" x P Flat 68.63 0.00 0.0000 0.01 0.00 0.00 0.00 Plate (G) From 67.25 to 70.5 (67.25ft to70ft) CCISeismic flat plate 6" x I" Flat 70.25 0.00 0.0000 0.00 0.00 0.00 0.00 Plate (G) From 67.25 to 70.5 (70ft to70.5ft) CCISeismic flat plate 6" x 1" Flat 68.63 0.00 0.0000 0.01 0.00 0.00 0.00 Plate (G) From 67.25 to 70.5 (67.25ft to70ft) CCISeismic flat plate 6'x 1" Flat 70.25 0.00 0.0000 0.00 0.00 0.00 0.00 Plate (G) From 67.25 to 70.5 (70ft to70.5ft) CCISeismic flat plate 6" x I" Flat 68.63 0.00 0.0000 0.01 0.00 0.00 0.00 Plate (G) From 67.25 to 70.5 (67.25ft to7Oft) CCISeismic 6" x 4" Flat Plate 71.90 0.00 0.0000 0.03 0.00 0.00 0.02 (G) From 70.5 to 73.3 (70.5ft to73.3ft) CCISeismic 6" x 4" Flat Plate 71.90 0.00 0.0000 0.03 0.00 0.00 0.02 (G) From 70.5 to 73.3 (70.5ft to73.3ft) CCISeismic 6" x 4" Flat Plate 71.90 0.00 0.0000 0.03 0.00 0.00 0.02 (G) From 70.5 to 73.3 (70.5ft to73.3ft p Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert f: ft ft, ft, K (2) Side Lighting C From Leg 3.00 0.0000 150.00 No Ice 0.11 0.11 0.01 0.00 6.00 tnxTower FDHInfrastructure Services, Job 879543 879543 Springfield 19 of 43 Project Date LLC 19BMZS1400 16:56:47 06/26/19 6521 Meridien Drive, Suite 107 Weight Client i Designed by Raleigh, North Carolina 27616 Phone: 919.755.1012 Crown Castle Eric Sjoerdsma FAX. 919.755.1012 Side Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert n 0 st ft, ft, K f !t Lighting Rod 5/8" x 8' C From Leg 0.00 0.0000 150.00 No Ice 0.50 0.50 0.03 0.00 4.00 **150** Platform Mount [LP 602-1] C None 0.0000 150.00 No Ice 32.03 32.03 1.34 (2) Pipe Mount A From Leg 4.00 0.0000 150.00 No Ice 1.20 1.20 0.02 0.00 3.00 (2) Pipe Mount B From Leg 4.00 0.0000 150.00 No Ice 1.20 1.20 0.02 0.00 3.00 (2) Pipe Mount C From Leg 4.00 0.0000 150.00 No Ice 1.20 1.20 0.02 0.00 3.00 ET-X-WM-18-65-8P w/ A From Leg 4.00 0.0000 150.00 No Ice 4.00 2.30 0.06 Mount Pipe 0.00 6.00 ET-X-WM-18-65-8P w/ B From Leg 4.00 0.0000 150.00 No Ice 4.00 2.30 0.06 Mount Pipe 0.00 6.00 ET-X-WM-18-65-8P w/ C From Leg 4.00 0.0000 150.00 No Ice 4.00 2.30 0.06 Mount Pipe 0.00 6.00 P90-15-XLPP-RR w/ Mount A From Leg 4.00 0.0000 150.00 No Ice 8.37 6.36 0.07 Pipe 0.00 3.00 P65-16-XLPP-RR w/ Mount B From Leg 4.00 0.0000 150.00 No Ice 8.37 6.36 0.07 Pipe 0.00 3.00 P90-15-XLPP-RR w/ Mount C From Leg 4.00 0.0000 150.00 No Ice 8.37 6.36 0.07 Pipe 0.00 3.00 2.5GHz RRH-V3 A From Leg 4.00 0.0000 150.00 No Ice 2.40 1.22 0.06 0.00 3.00 2.5GHz RRH-V3 B From Leg 4.00 0.0000 150.00 No Ice 2.40 1.22 0.06 0.00 3.00 2.5GHz RRH-V3 C From Leg 4.00 0.0000 150.00 No Ice 2.40 1.22 0.06 0.00 3.00 OPTIC FIBER JUNCTION A From Leg 4.00 0.0000 150.00 No Ice 0.39 0.39 0.00 CYLINDER 0.00 3.00 OPTIC FIBER JUNCTION B From Leg 4.00 0.0000 150.00 No Ice 0.39 0.39 0.00 CYLINDER 0.00 3.00 OPTIC FIBER JUNCTION C From Leg 4.00 0.0000 150.00 No Ice 0.39 0.39 0.00 CYLINDER 0.00 3.00 POWER JUNCTION A From Leg 4.00 0.0000 150.00 No Ice 0.37 0.37 0.00 CYLINDER 0.00 3.00 POWER JUNCTION B From Leg 4.00 0.0000 150.00 No Ice 0.37 0.37 0.00 CYLINDER 0.00 3.00 POWER JUNCTION C From Leg 4.00 0.0000 150.00 No Ice 0.37 0.37 0.00 tnxTower FDHInfrastructure Services, Job 879543 Springfield Page 20 of 43 Project Date LLC 19BMZS1400 16:56:47 06/26/19 6521 Meridien Drive, Suite 107 Weight Client Designed by Raleigh, North Carolina 27616 Phone: 919.755.1012 Crown Castle Eric Sjoerdsma FAX-- 919.755.1012 Side Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Inert ft 0 ft ft1 fl= K ft CYLINDER 0.00 3.00 RRH-C2C w/EXT FILTER A From Leg 4.00 0.0000 150.00 No Ice 2.65 4.75 0.05 0.00 3.00 RRH-C2C w/EXT FILTER B From Leg 4.00 0.0000 150.00 No Ice 2.65 4.75 0.05 0.00 3.00 RRH-C2C w/EXT FILTER C From Leg 4.00 0.0000 150.00 No Ice 2.65 4.75 0.05 0.00 3.00 RRH-P4 A From Leg 4.00 0.0000 150.00 No Ice 2.74 1.79 0.06 0.00 3.00 RRH-P4 B From Leg 4.00 0.0000 150.00 No Ice 2.74 1.79 0.06 0.00 3.00 RRH-P4 C From Leg 4.00 0.0000 150.00 No Ice 2.74 1.79 0.06 0.00 3.00 **130** Platform Mount [LP 1301-1] C None 0.0000 130.00 No Ice 51.70 51.70 2.26 SBNHH-1D65C A From Leg 4.00 0.0000 130.00 No Ice 5.67 3.40 0.05 0.00 1.00 SBNHH-1D65C B From Leg 4.00 0.0000 130.00 No Ice 5.67 3.40 0.05 0.00 1.00 SBNHH-1D65C C From Leg 4.00 0.0000 130.00 No Ice 5.67 3.40 0.05 0.00 1.00 XXQLH-654L4H8-IVT A From Leg 4.00 0.0000 130.00 No Ice 17.15 7.97 0.09 0.00 0.00 XXQLH-654L4H8-IVT B From Leg 4.00 0.0000 130.00 No Ice 17.15 7.97 0.09 0.00 0.00 XXQLH-6541AH8-IVT C From Leg 4.00 0.0000 130.00 No Ice 17.15 7.97 0.09 0.00 0.00 EPBQ-654L8H8-L2 A From Leg 4.00 0.0000 130.00 No Ice 18.09 7.03 0.09 0.00 0.00 EPBQ-654L8H8-L2 B From Leg 4.00 0.0000 130A0 No Ice 18.09 7.03 0.09 0.00 0.00 EPBQ-654L8H8-L2 C From Leg 4.00 0.0000 130.00 No Ice 18.09 7.03 0.09 0.00 0.00 B25 RRH4x30-4R A From Leg 4.00 0.0000 130.00 No Ice 2.14 1.31 0.05 0.00 0.00 B25 RRH4x30-4R B From Leg 4.00 0.0000 130.00 No Ice 2.14 1.31 0.05 0.00 0.00 B25 RRH4x30-4R C From Leg 4.00 0.0000 130.00 No Ice 2.14 1.31 0.05 0.00 WxTower Job Page 879543 Springfield 21 of 43 FDH Infrastructure Services, Project Date LLC 19BMZS1400 16:56:47 06/26/19 6521 Meridien Drive, Suite 107 Raleigh, North Carolina 27616 Client Phone: 919.755.1012 Crown Castle Designed by FAX.- 919.755.1012 Eric Sjoerdsma Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert f f2 K n t 0.00 B66A RRH4X45 A From Leg 4.00 0.0000 130.00 No Ice 2.58 1.63 0.06 0.00 0.00 B66A RRH4X45 B From Leg 4.00 0.0000 130.00 No Ice 2.58 1.63 0.06 0.00 0.00 B66A RRH4X45 C From Leg 4.00 0.0000 130.00 No Ice 2.58 1.63 0.06 0.00 0.00 RRH4X25-WCS A From Leg 4.00 0.0000 130.00 No Ice 3.34 3.84 0.09 0.00 0.00 RRH4X25-WCS B From Leg 4.00 0.0000 130.00 No Ice 3.34 3.84 0.09 0.00 0.00 RRH4X25-WCS C From Leg 4.00 0.0000 130.00 No Ice 3.34 3.84 0.09 0.00 0.00 WCS-IMFQ-AMT C From Leg 4.00 0.0000 130.00 No Ice 0.99 0.64 0.03 0.00 0.00 AHLBA A From Leg 4.00 0.0000 130.00 No Ice 3.67 2.31 0.10 0.00 0.00 AHLBA B From Leg 4.00 0.0000 130.00 No Ice 3.67 2.31 0.10 0.00 0.00 AHLBA C From Leg 4.00 0.0000 130.00 No Ice 3.67 2.31 0.10 0.00 0.00 BAND 5 AHCA RRH4X40 A From Leg 4.00 0.0000 130.00 No Ice 1.31 0.75 0.04 0.00 0.00 BAND 5 AHCA RRH4X40 B From Leg 4.00 0.0000 130.00 No Ice 1.31 0.75 0.04 0.00 0.00 BAND 5 AHCA RRH4X40 C From Leg 4.00 0.0000 130.00 No Ice 1.31 0.75 0.04 0.00 0.00 DC6-48-60-18-8C-EV A From Leg 0.50 0.0000 130.00 No Ice 2.74 2.74 0.03 0.00 0.00 DC6-48-60-18-8F B From Leg 0.50 0.0000 130.00 No Ice 1.21 121 0.03 0.00 0.00 DC6-48-60-18-8F C From Leg 0.50 0.0000 130.00 No Ice 1.21 1.21 0.03 0.00 0.00 *** **117** (2) TMBXX-6517-A2M w/ A From Leg 4.00 0.0000 117.00 No Ice 8.77 6.96 0.07 Mount Pipe 0.00 2.00 (2) TMBXX-6517-A2M w/ B From Leg 4.00 0.0000 117.00 No Ice 8.77 6.96 0.07 Mount Pipe 0.00 2.00 Job Page22 i`f1aC ower' 879543 Springfield of 43 Project I16:56:47 Date FDHInfrastructure Services, 19BMZS1400 06/26/19 LLC or 6521 Meridien Drive, Suite 107 Horz Raleigh, North Carolina 27616 Client Designed by Phone: 919.755.1012 Crown Castle Eric Sjoerdsma FAX.- 919.755.1012 Leg Description Face Offset Offsets: Azimuth Placement CAAA or Type Horz Adjustment Front Leg Lateral Ven ft ft ft lr (2) TMBXX-6517-A2M w/ C From Leg 4.00 0.0000 117.00 No Ice 8.77 Mount Pipe 0.00 2.00 FRIG A From Leg 4.00 0.0000 117.00 No Ice 2.39 0.00 0.00 FRIG B From Leg 4.00 0.0000 117.00 No Ice 2.39 0.00 0.00 FRIG C From Leg 4.00 0.0000 117.00 No Ice 2.39 0.0 0.00 {2) FXFB A From Leg 4.00 0.0000 117.00 No Ice 3.30 0.00 0.00 FFHH-65C-R3 w/ Mount A From Leg 4.00 0.0000 117.00 No Ice 12.97 Pipe 0.00 2.00 FFHH-65C-R3 w/ Mount B From Leg 4.00 0.0000 117.00 No Ice 12.97 Pipe 0-00 2.00 FFHH-65C-R3 w/ Mount C From Leg 4.00 0.0000 117.00 No Ice 12.97 Pipe 0.00 2.00 AHLOA A From Leg 4-00 0.0000 117-00 No Ice 2.23 0-00 2.[10 AHLOA B From Leg 4.00 0.0000 117.00 No Ice 2.23 0.00 2.00 AHLOA C From Leg 4.00 0.0000 117.00 No Ice 2.23 0.00 200 HCS 2.0 PART 4 C From Leg 4.00 0.0000 117.00 No Ice 0.94 0.00 2.00 Platform Mount [P/N: C None 0.0000 117.00 No Ice 25.04 RMQP-396] Handrail Kit [P/N: C None 0.0000 117.00 No Ice 8.07 F3P-HRK12] •�r Description Face or Leg +s* Dishes CAAA Side fi2 6.96 0.97 0.97 0.97 0.98 6.20 6.20 6.20 139 1.39 1.39 0.70 23.89 6.95 Weight FA 0.07 0.06 0.06 0.06 0.06 0.16 0.16 0.16 0.08 0.08 0.08 0.02 1.21 0.41 Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight Type Type Horz Adjustment Beam Diameter Area Lateral Width Vert �i0 0fr Ir K xTower Job W FDHlnfrastruewreServices, Project LLC 6521 Meridien Drive, Suite 107 Raleigh, North Carolina 27616 Client Phone: 919.755.1012 FAX.- 919.755.1012 879543 Springfield 19BMZS1400 Crown Castle Tower Pressures - No Ice Page 23 of 43 Date 16:56:47 06/26/19 Designed by Eric Sjoerdsma Tower Pressure - Service GH =1.100 Section z KZ qz AG F AF AR Aleg Leg C A Elevation % A In a Gir =1.100 Face Ir c Section z KZ I qz Ac F AF A, A. Leg CAA CAA Elevation 0.000 40.000 100.00 a 0.000 50.000 50.000 % In Out 1r It 1.315 s! !r c e ]r jr r 0.000 Face Itz Face ye Ll 140.00 1.359 44 40.000 A 0.000 40.000 40.000 100.00 0.000 0.000 150.00-130.00 70.000 70.000 100.00 38-405 B 0.000 40.000 100.00 100.00 0.000 0.000 L4 90.00-70.00 80.00 1.208 9 70.000 C 0.000 40.000 0.000 100.00 0.750 0.000 L2 120.00 1.315 43 50.000 A 0.000 50.000 50.000 100.00 32-720 0-000 130.00-110.00 100-00 8.412 0.000 B 0.000 50.000 9.1621 100.00 0.000 0.000 L6 50.00-30.00 40.00 1.044 8 90.000 C 0.000 50.000 100.00 0.750 0.000 L3 100.00 1.266 41 60.000 A 0.000 60.000 60.000 100.00 35.806 0.000 110.00-90.00 B 0.000 60.000 100.00 0.000 0.000 L4 90.00-70.00 80.00 1.208 40 70.000 C A 0.000 0.000 60.000 70.000 70.000 100.00 100.00 0.750 38.405 0.000 0.000 B 0.000 70.000 100.00 2.158 0.000 L5 70.00-50.00 60.00 1.137 37 80.000 C A 0.000 0.000 70-000 80.000 80.000 100.00 100.00 2.908 42.382 0.000 0.000 B 0.000 80.000 100.00 6.135 0.000 L6 50.00-30.00 40-00 1.044 34 90.000 C A 0.000 0.000 80.000 90.000 90.000 100.00 100.00 6.885 44.659 0.000 0.000 B 0.000 90.000 100.00 8.412 0.000 L7 30.00-0.00 15.00 0.85 28 150.000 C A 0.000 0.000 90.000 150.000 150.000 100.00 100.00 9.162 58.537 0.000 0.000 B 0.000 150.000 100.00 4.166 0.000 C 0.000 150.000 100.00 4.991 0.000 Tower Pressure - Service GH =1.100 Section z KZ qz AG F AF AR Aleg Leg C A Elevation % A In a Face Ir c It A !tz s r e Ll 140.00 1.359 10 40.000 A 150.00-130.00 0.000 40.000 100.00 B 0.000 50.000 50.000 100.00 32.720 C L2 120.00 1.315 10 50.000 A 130.00-110.00 100.00 0.750 0.000 60.000 B 100.00 35.806 0.000 60.000 C L3 100.00 1.266 10 60.000 A 110.00-90.00 70.000 70.000 100.00 38-405 B 70.000 100.00 2.158 0.000 C L4 90.00-70.00 80.00 1.208 9 70.000 A 100.00 42.382 0.000 80.000 B 6.135 0.000 80.000 100.00 C L5 70.00-50.00 60.00 1.137 9 80,000 A 90.000 100-00 8.412 0.000 B 100.00 9.1621 C L6 50.00-30.00 40.00 1.044 8 90.000 A CAAA Out Face 7`t, 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 % A In Face Ir !r rr !tz 0.000 40.000 40.000 100.00 0.000 0.000 40.000 100.00 0.000 0.000 40.000 100.00 0.750 0.000 50.000 50.000 100.00 32.720 0.000 50.000 100.00 0.000 0.000 50.000 100.00 0.750 0.000 60.000 60.000 100.00 35.806 0.000 60.000 100.00 0.000 0.000 60.000 100.00 0.750 0.000 70.000 70.000 100.00 38-405 0.000 70.000 100.00 2.158 0.000 70.000 100.00 2.908 0.000 80.000 80.000 100.00 42.382 0.000 80.000 100.00 6.135 0.000 80.000 100.00 6-885 0-000 90.000 90.000 100.00 44.659 0.000 90.000 100-00 8.412 0.000 90.000 100.00 9.1621 CAAA Out Face 7`t, 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 tnxTower Job FDH Infrastructure Services, Project LLC 6521 Meridien Drive, Suite 107 Raleigh, North Carolina 27616 Client Phone: 919.755.1012 FAX.- 919. 755.1012 879543 Springfield 19BMZS1400 Crown Castle Page 24 of 43 Date 16:56:47 06/26/19 Designed by Eric Sjoerdsma Section z KZ qz AG F AF AR Ass Leg CAAA CAAA Section Add Self F e CF q. DF DR AE % In Out Elevation Weight a c a Psl FO Face Face l Ir c sl t: c e tI fr i C fe IF L7 30.00-0.00 15.00 0.85 7 150.000 A 0.000 150.000 150.000 100.00 58.537 0.000 Ll 0.05 1.27 A 1 0.6 B 0.000 150.000 40.000 100.00 4.166 0.000 150.00-130.00 50.000 3.63 B 1 0.6 r 0000 150.000 40.000 100.001 4.991 0.000 Tower Tower Forces - No Forces - No Ice - Wind Normal To Face q: DF Section Add Self F e CF q. DF DR AE F w I Ctrl. Face Elevation Weight Weight a c Psl FO Ir L L1 K 0.05 c 1 -644 Psf 1 Ir K 40.000 1.17 58.66 C 150.00-130.00 1r K K e 1 1 40.000 I?K 11 1 Ll 0.05 1.27 A 1 0.6 44 1 1 40.000 1.17 58.66 C 150.00-130.00 50.000 3.63 B 1 0.6 1 1 40.000 1 1 50.000 C 1 0.6 1 1 1 40.000 50.000 L2 0.28 2.38 A 1 0.6 43 1 1 50.000 3.63 181.56 C 130.00-110.00 1 B 1 0.6 60.000 1 1 50.000 C 1 0.6 1 C 1 1.2 1 1 50.000 1 0.723 40 1 L3 0.31 2.86 A 1 0.6 41 1 1 60.000 2.09 104.43 C 110.00-90.00 B 1 0.6 1 1 60.000 C 1 0.764 1 1 60.000 L4 1.02 3.34 A 1 0.6 40 1 1 70.000 2.20 109.95 C 90.00-70.00 B 1 0.6 1 1 70.000 C 1 0.723 1 1 70.000 L5 1.57 3.82 A 1 0.6 37 1 1 80.000 2.22 110.95 C 70.00-50.00 B 1 0.6 1 1 80.000 C 1 0.678 1 1 80.000 L6 1.86 4.30 A 1 0.6 34 1 1 90.000 2.20 109.76 C 50.00-30.00 B 1 0.6 1 1 90.000 C 1 0.65 1 1 90.000 L7 30.00-0.00 0.92 9.54 A 1 0.6 28 1 1 150.000 2.87 95.82 C B 1 0.6 1 1 150.000 C 1 0.627 1 1 150.000 Sum Weight: 6.02 27.50 OTM 1248.82 16.38 -kip-ft Tower Forces - No Ice -Wind 60 To Face Section Add Self F e q: DF DR AE F w Ctrl. Face Elevation Weight Weight a c Psl FO Ir L L1 K 0.05 K --L- 1.27 A 1 -644 1 1 Ir K 40.000 1.17 58.66 C 150.00-130.00 B 1 1 1 40.000 C 1 0.6 1 1 40.000 L2 0.28 2.38 A 1 1.2 43 1 1 50.000 3.63 181.56 A 130.00-110.00 B 1 0.6 1 1 50.000 C 1 0.6 1 1 50.000 L3 0.31 2.86 A 1 0.764 41 1 1 60.000 2.09 104.43 A 110.00-90.00 B 1 0.6 1 1 60.000 C 1 0.6 1 1 60.000 L4 1.02 3.34 A 1 0.723 40 1 1 70.000 220 109.95 A 90.00-70.00 B 1 0.6 1 1 70.000 Mx ower FDH Infrastructure Services, Job 879543 Springfield Page 25 of 43 Project Date LLC 19BMZS1400 16:56:47 06/26/19 6521 Meridien Drive, Suite 107 AE q2 F K Raleigh, North Carolina 27616 Client Designed by Phone: 919.755.1012 Crown Castle C FAX.- 919.755.1011 0.6 Eric Sjoerdsma Section Elevation !r Add Weight K Self Weight K I F a c e e CF q. Psf DF DR AE q2 F K w 1,11 Ctrl. Face L1 0.05 1.27 C 1 0.6 44 1 1 70.000 1.17 58.66 C L5 1.57 3.82 A 1 0.678 37 1 1 80.000 2.22 110.95 A 70.00-50.00 K K B 1 0.6 1 1 80.000 K Plf L2 0.28 2.38 C 1 0.6 43 1 1 80,000 4.00 199.78 B L6 1.86 4.30 A 1 0.65 34 1 1 90.000 2.20 109.76 A 50.00-30.00 B 1 0.6 1 1 90.000 L3 0.31 2.86 C 1 0.6 41 1 1 90.000 4.39 219.49 B L7 30.00-0.00 0.92 9.54 A 1 0.627 28 1 1 150.000 2.87 95.82 A B 1 0.6 1 1 150.000 L4 1.02 3.34 C 1 0.6 40 1 1 150.000 4.77 238.66 B Sum Weight: 6.02 27.50 B 1 1.2 1 OTM 1248.82 16.38 C 1 0.6 1 1 kin -ft Tower Forces - No Ice - Wind 90 To Face Section Elevation I Add Weight K Self Weight K F a C e e CE q Psf DF DR AE r F K w ply Ctrl. Face L1 0.05 1.27 A 1 0.6 44 1 1 40.000 1.17 58.66 C 150.00-130.00 B 1 0.6 Psf 1 1 40.000 Ir K K C 1 0.6 1 1 40.000 K Plf L2 0.28 2.38 A 1 0.6 43 1 1 50.000 4.00 199.78 B 130.00-110.00 B 1 1.2 1 1 50.000 C 1 0.6 1 1 50.000 L3 0.31 2.86 A 1 0.6 41 1 1 60.000 4.39 219.49 B 110.00-90.00 B 1 1.2 1 1 60.000 C 1 0.6 1 1 60.000 L4 1.02 3.34 A 1 0.6 40 1 1 70.000 4.77 238.66 B 90.00-70.00 B 1 1.2 1 1 70.000 C 1 0.6 1 1 70.000 L5 1.57 3.82 A 1 0.6 37 1 1 80.000 5.00 249.88 B 70.00-50.00 B 1 1.2 1 1 80.000 C 1 0.6 1 1 80.000 L6 1.86 4.30 A 1 0.6 34 1 1 90.000 2.61 130.45 B 50.00-30.00 B 1 0.772 1 1 90.000 C 1 0.6 1 1 90.000 L7 30.00-0.00 0.92 9.54 A 1 0.6 28 1 1 150.000 3.29 109.65 B B 1 0.717 1 1 150.000 C 1 0.6 1 1 150.000 Sum Weight: 6.02 27.50 O'1M 1918.12 25.23 ki ft Tower Forces - Service - Wind Normal To Face Section Add Self Fe CF q, DF DR AE F w Ctrl. Elevation Weight Weight a Face c Psf Ir K K e 2 K Plf MxTower Job 879543 Springfield Page26 of 43 Project Date FDHlnfrastructure Services, 19BMZS1400 16:56:47 06/26/19 LLC AE ti F K 6521 Meridien Drive, Suite 107 Ctrl. Face Ll Client Designed by Raleigh, North Carolina 27616 Phone: 919.755.1011 Crown Castle Eric Sjoerdsma FAX. 919.755.1012 1 40.000 Section Elevation a Add Weight K Self Weight K F a c e e CF q: Psf DF DE AE ti F K w pif Ctrl. Face Ll 0.05 1.27 A 1 0.6 10 1 1 40.000 0.28 13.81 C 150.00-130.00 B 1 0.6 1 1 40.000 C 1 0.6 1 1 40.000 L2 0.28 2.38 A 1 0.6 10 1 1 50.000 0.85 42.75 C 130.00-110.00 B 1 0.6 1 1 50.000 C 1 1.2 1 1 50.000 L3 0.31 2.86 A 1 0.6 10 1 1 60.000 0.49 24.59 C 110.00-90.00 B 1 0.6 1 1 60.000 C 1 0.764 1 1 60.000 L4 1.02 3.34 A 1 0.6 9 1 1 70.000 0.52 25.89 C 90.00-70.00 B 1 0.6 1 1 70.000 C 1 0.723 1 1 70.000 L5 1.57 3.82 A 1 0.6 9 1 1 80.000 0.52 26.13 C 70.00-50.00 B 1 0.6 1 1 80.000 C 1 0.678 1 1 80.000 L6 1.86 4.30 A 1 0.6 8 1 1 90.000 0.52 25.84 C 50.00-30.00 B 1 0.6 1 1 90.000 C 1 0.65 1 1 90.000 L7 30.00-0.00 0.92 9.54 A 1 0.6 7 1 1 150.000 0.68 22.56 C B 1 0.6 1 1 150.000 C 1 0.627 1 1 150.000 Sum Weight: 6.02 27.50 OTM 294.04 3.86 ki ft Tower Forces - Service - Wind 60 To Face Section Elevation t Add Weight K Self Weight K F a c e e CF q= PSf DF DR AE 1r F K w py Ctrl. Face Ll 0.05 1.27 A 1 0.6 10 1 1 40.000 0.28 13.81 C 150.00-130.00 B 1 0.6 1 1 40.000 C 1 0.6 1 1 40.000 L2 0.28 2.38 A 1 1.2 10 1 1 50.000 0.85 42.75 A 130.00-110.00 B 1 0.6 1 1 50.000 C 1 0.6 1 1 50.000 L3 0.31 2.86 A 1 0.764 10 1 1 60.000 0.49 24.59 A 110.00-90.00 B 1 0.6 1 1 60.000 C 1 0.6 1 1 60.000 L4 1.02 3.34 A 1 0.723 9 1 1 70.000 0.52 25.89 A 90.00-70.00 B 1 0.6 1 1 70.000 C 1 0.6 1 1 70.000 L5 1.57 3.82 A 1 0.678 9 1 1 80.000 0.52 26.13 A 70.00-50.00 B 1 0.6 1 1 80.000 C 1 0.6 1 1 80.000 L6 1.86 4.30 A 1 0.65 8 1 1 90.000 0.52 25.84 A 50.00-30.00 B 1 0.6 1 1 90.000 C 1 0.6 1 1 90.000 L7 30.00-0.00 0.92 9.54 A 1 0.627 7 1 1 150.000 0.68 22.56 A B 1 0.6 1 1 150.000 C 1 0.6 1 1 150.000 Sum Weight: 6.02 27.50 OTM 294.04 3.86 kip -ft WxTower dob FDH Infrastructure Services, Project LLC 6521 Meridien Drive, Suite 107 Raleigh, North Carolina 27616 Client Phone: 919.755.1012 FAX.- 919.755.1012 879543 Springfield 19BMZS14OO Crown Castle Page 27 of 43 Date 16:56:47 06/26/19 Designed by Eric Sjoerdsma Description Side Lighting Lighting Rod 5/8" x 8' Platform Mount [LP 602-1] Pipe Mount Pipe Mount Pipe Mount ET-X-WM-18-65-8P w/ Mount Pipe ET-X-WM-18-65-8P w/ Mount Pipe ET-X-WM-18-65-8P w/ Mount Pipe P90-15-3CLPP-RR w/ Mount Pipe P65-16-XLPP-RR w/ Mount Pipe P90-15-XLPP-RR w/ Mount Pipe Discrete Appurtenance Pressures - No Ice 0.064.33 Tower Forces 1.390 - Service - Wind 90 To Face 0.0000 Gx=1.100 Section Add Self F e CF qz DF DR AE F w Ctrl. Elevation Weight Weight a Front Side ° K r !i r �� r 240.0000 O.OI -3.46 2.00 156.00 1.390 Face 0.21 0.21 240.0000 C -0.87 0.50 psf 154.00 1.386 45 0.50 0.50 0.0000 It K K e 150.00 1.378 45 32.03 32.03 r+ K p1r, -5.00 L1 0.05 1.27 A 1 0.6 10 1 1 40.000 0.28 13.81 C 150.00-130.00 2.40 2.40 B 1 0.6 2.501 1 1 40.000 45 ') an I nn C 1 0.6 I 1 40.000 L2 0.28 2.38 A 1 0.6 10 1 1 50.000 0.94 47.04 B 130.00-110.00 B 1 1.2 1 1 50.000 C 1 0.6 1 1 50.000 L3 0.31 2.86 A 1 0.6 10 1 1 60.000 1.03 51.68 B 110.00-90.00 B 1 1.2 1 1 60.000 C 1 0.6 1 1 60.000 L4 1.02 3.34 A 1 0.6 9 1 1 70.000 1.12 56.19 B 90.00-70.00 B 1 1.2 1 1 70.000 C 1 0.6 1 1 70.000 L5 1.57 3.82 A 1 0.6 9 1 1 80.000 1.18 58.84 B 70.00-50.00 B 1 1.2 1 1 80.000 C 1 0.6 1 1 80.000 L6 1.86 4.30 A 1 0.6 8 1 1 90.000 0.61 30.71 B 50.00-30.00 B 1 0.772 1 1 90.000 C 1 0.6 1 1 90.000 L7 30.00-0.00 0.92 9.54 A 1 0.6 7 1 1 150.000 0.77 25.82 B B 1 0.717 1 1 150.000 C 1 0.6 1 1 150.000 Sum Weight: 6.02 27.50 OTM 451.64 5.94 ki -ft Description Side Lighting Lighting Rod 5/8" x 8' Platform Mount [LP 602-1] Pipe Mount Pipe Mount Pipe Mount ET-X-WM-18-65-8P w/ Mount Pipe ET-X-WM-18-65-8P w/ Mount Pipe ET-X-WM-18-65-8P w/ Mount Pipe P90-15-3CLPP-RR w/ Mount Pipe P65-16-XLPP-RR w/ Mount Pipe P90-15-XLPP-RR w/ Mount Pipe Discrete Appurtenance Pressures - No Ice 0.064.33 45 G0.0000 1.390 0.06 -4.33 0.0000 Gx=1.100 0.07 Aiming Weight offse t, Offset z K q� CAAc CAAc Azimuth I Front Side ° K r !i r �� r 240.0000 O.OI -3.46 2.00 156.00 1.390 45 0.21 0.21 240.0000 0.03 -0.87 0.50 154.00 1.386 45 0.50 0.50 0.0000 1.34 0.00 0.00 150.00 1.378 45 32.03 32.03 0.0000 0.04 0.00 -5.00 153.00 1.384 45 2.40 2.40 120.0000 0.04 4.33 2.50 153.00 1.384 45 2.40 2.40 240.0000 0.04 4.33 2.501 153.00 1 384 45 ') an I nn 0.0000 0.06 !0.0000 1.390 0.064.33 45 G0.0000 1.390 0.06 -4.33 0.0000 1.390 0.07 000 156.00 1.390 153.00 45 156.00 1.390 153.00 45 156.00 1.390 153.00 45 - -).UO 153.00 1.384 4.33 2.50 153.00 1.384 -4.33 2.50 153.00 1.384 45 4.00 2. 4.00 2. 8.37 8.37 Page' tnxower' Job 879543 Springfield 28of 43 Project Date FDHInfrastructure Services, 19BMZS1400 16:56:47 06/26/19 LLC 6511 Meridien Drive, Suite 107 Raleigh, North Carolina 27616 Client Designed by Phone: 919.755.1012 Crown Castle Eric Sjoerdsma FAX. 919.755.1011 Description Aiming Weight Offset. Offset, z & q= CAAc CAAc Azimuth Front Side o % je r r e It' le 2.5GHz RRH-V3 0.0000 0.06 0.00 -5.00 153.00 1.384 45 2.40 1.22 2.5GHz RRH-V3 120.0000 0.06 4.33 2.50 153.00 1.384 45 2.40 1.22 2.5GHz RRH-V3 240.0000 0.06 -4.33 2.50 153.00 1.384 45 2.40 1.22 OPTIC FIBER 0.0000 0.00 0.00 -5.00 153.00 1.384 45 0.39 0.39 JUNCTION CYLINDER OPTIC FIBER 120.0000 0.00 4.33 2.50 153.00 1.384 45 0.39 0.39 JUNCTION CYLINDER OPTIC FIBER 240.0000 0.00 -4.33 2.50 153.00 1.384 45 0.39 0.39 JUNCTION CYLINDER POWER JUNCTION 0.0000 0.00 0.00 -5.00 153.00 1.384 45 0.37 0.37 CYLINDER POWER JUNCTION 120.0000 0.00 4.33 2.50 153.00 1.384 45 0.37 0.37 CYLINDER POWER JUNCTION 240.0000 0.00 -4.33 2.50 153.00 1.384 45 0.37 0.37 CYLINDER RRH-C2C w/EXT 0.0000 0.05 0.00 -5.00 153.00 1384 45 2.65 4.75 FILTER RRH-C2C w/EXT 120.0000 0.05 4.33 2.50 153.00 1.384 45 2.65 4.75 FILTER RRH-C2C w/EXT 240.0000 0.05 4.33 2.50 153.00 1.384 45 2.65 4.75 FILTER RRH-P4 0.0000 0.06 0.00 -5.00 153.00 1.384 45 2.74 1.79 RRH-P4 120.0000 0.06 4.33 2.50 153.00 1.384 45 2.74 1.79 RRH-P4 240.0000 0.06 -4.33 2.50 153.00 1.384 45 2.74 1.79 Platform Mount [LP 0.0000 2.26 0.00 0.00 130.00 1.337 44 51.70 51.70 1301-1] SBNHH-1D65C 0.0000 0.05 0.00 -5.00 131.00 1.340 44 5.67 3.40 SBNHH-1D65C 120.0000 0.05 4.33 2.50 131.00 1.340 44 5.67 3.40 SBNHH-ID65C 240.0000 0.05 -4.33 2.50 131.00 1.340 44 5.67 3.40 XXQLH-654L4H8-IVT 0.0000 0.09 0.00 -5.00 130.00 1.337 44 17.15 7.97 XXQLH-654L4H8-IVT 120.0000 0.09 4.33 2.50 130.00 1.337 44 17.15 7.97 XXQLH-654L4H8-IVT 240.0000 0.09 -4.33 2.50 130.00 1.337 44 17.15 7.97 7.03 EPBQ-654L8H8-L2 0.0000 0.09 0.00 -5.00 130.00 1.337 44 18.09 7.03 EPBQ-654L8H8-L2 120.0000 0.09 4.33 2.50 130.00 1.337 44 18.09 EPBQ-654L8H8-L2 240.0000 0.09 -4.33 2.50 130.00 1.337 44 18.09 7.03 B25 RRH4x30-4R 0.0000 0.05 0.00 -5.00 130.00 1.337 44 2.14 1.31 B25 RRH4x30-4R 120.0000 0.05 4.33 2.50 130.00 1.337 44 2.14 1.31 B25 RRH4x30-4R 240.0000 0.05 -4.33 2.50 130.00 1.337 44 2.14 1.31 B66A RRH4X45 0.0000 0.06 0.00 -5.00 130.00 1.337 44 2.58 1.63 B66A RRH4X45 120.0000 0.06 4.33 2.50 130.00 1.337 44 2.58 1.63 1.63 B66A RRH4X45 240.0000 0.06 -4.33 2.50 130.00 1.337 44 2.58 RRH4X25-WCS 0.0000 0.09 0.00 -5.00 130.00 1.337 44 3.34 3.84 RRH4X25-WCS 120.0000 0.09 4.33 2.50 130.00 1.337 44 3.34 3.84 RRH4X25-WCS 240.0000 0.09 -4.33 2.50 130.00 1.337 44 3.34 3.84 WCS-IMFQ-AMT 240.0000 0.03 -4.33 2.50 130.00 1.337 44 0.99 0.64 AHLBA 0.0000 0.10 0.00 -5.00 130.00 1.337 44 3.67 2.31 AHLBA 120.0000 0.10 4.33 2.50 130.00 1.337 44 3.67 2.31 AHLBA 240.0000 0.10 -4.33 2.50 130.00 1.337 44 3.67 2.31 BAND 5 AHCA 0.0000 0.04 0.00 -5.00 130.00 1.337 44 1.31 0.75 RRH4X40 BAND 5 AHCA 120.0000 0.04 4.33 2.50 130.00 1.337 44 1.31 0.75 RRH4X40 BAND 5 AHCA 240.0000 0.04 -4.33 2.50 130.00 1.337 44 1.31 0.75 RRH4X40 DC6-48-60-18-8C-EV 0.0000 0.03 0.00 -1.50 130.00 1.337 44 2.74 2.74 DC648-60-18-8F 120.0000 0.03 1.30 0.75 130.00 1.337 44 1.21 1.21 1.21 DC6-48-60-18-8F 240.0000 0.03 -1.30 0.75 130.00 1.337 44 1.21 TMBXX-6517-A2M w/ 0.0000 0.14 0.00 -5.25 119.00 1.313 43 17.53 13.93 Mount Pipe TMBXX-6517-A2M w/ 120.0000 0.14 4.55 2.63 119.00 1.313 43 17.53 13.93 Mount Pipe tnxTower FDH Infrastructure Services, Job 879543 Springfield Page 29 of 43 Project Date LLC 19BMZS1400 16:56:47 06/26/19 6521 Meridien Drive, Suite 107 CAAC Side r TMBXX-6517-A2M w/ Raleigh, North Carolina 27616 Client Designed by Phone: 919.755.1012 Crown Castle 1.313 FAX.- 919.755.1012 17.53 Eric Sjoerdsma Description Aiming Azimuth o Weight K Offset. i Offset. ft z it K q. s' CAAC Front 1'r CAAC Side r TMBXX-6517-A2M w/ 240.0000 0.14 -4.55 2.63 119.00 1.313 43 17.53 13.93 Mount Pipe 240.0000 0.03 -0.87 0.50 154.00 1.386 11 0.50 0.50 FRIG 0.0000 0.06 0.00 -5.25 117.00 1.308 43 2.39 0.97 FRIG 120.0000 0.06 4.55 2.63 117.00 1.308 43 2.391 0.97 FRIG 240.0000 0.06 -4.55 2.63 117.00 1.308 43 2.39 0.97 FXFB 0.0000 0.12 0.00 -5.25 117.00 1.308 43 6.60 1.96 FFHH-65C-R3 w/ Mount 0.0000 0.16 0.00 -5.25 119.00 1.313 43 12.97 6.20 Pipe 0.0000 0.06 0.00 -5.00 156.00 1.390 11 4.00 2.30 FFHH-65C-R3 w/ Mount 120.0000 0.16 4.55 2.63 119.00 1.313 43 12.97 6.20 Pipe 120.0000 0.06 4.33 2.50 156.00 1.390 11 4.00 2.30 FFHH-65C-R3 w/ Mount 240.0000 0.16 -4.55 2.63 119.00 1.313 43 12.97 6.20 Pipe 240.0000 0.06 -4.33 2.50 156.00 1.390 11 4.00 2.30 AHLOA 0.0000 0.08 0.00 -5.25 119.00 1.313 43 2.23 1.39 AHLOA 120.0000 0.08 4.55 2.63 119.00 1.313 43 2.23 1.39 AHLOA 240.0000 0.08 -4.55 2.63 119.00 1.313 43 2.23 1.39 HCS 2.0 PART 4 240.0000 0.02 -4.55 2.63 119.00 1.313 43 0.94 0.70 Platform Mount [P/N: 0.0000 1.21 0.00 0.00 117.00 1.308 43 25.04 23.89 RMQP-396] 240.0000 0.07 -4.33 2.50 153.00 1.384 11 8.37 6.36 Handrail Kit [P/N: 0.0000 0.41 0.00 0.00 117.00 1.308 43 8.07 6.95 F3P-HRK12] 0.0000 0.06 0.00 -5.00 153.00 1.384 11 2.40 1.22 2.5GHz RRH-V3 Sum 9.58 4.33 2.50 153.00 1.384 11 2.40 1.22 2.5GHz RRH-V3 Wei g f rt: 0.06 -4.33 2.50 153.00 1.384 11 2.40 1.22 Discrete Appurtenance Pressures - Service GH=1.100 Description Aiming Azimuth o Weight K Offse Of1se ,z Jr K q. sl CAAC Front J2, CAAC Side li- Side Lighting 240.0000 0.01 -3.46 2.00 156.00 1.390 11 0.21 0.21 Lighting Rod 5/8" x 8' 240.0000 0.03 -0.87 0.50 154.00 1.386 11 0.50 0.50 Platform Mount [LP 0.0000 1.34 0.00 0.00 150.00 1.378 11 32.03 32.03 602-1j Pipe Mount 0.0000 0.04 0.00 -5.00 153.00 1.384 11 2.40 2.40 Pipe Mount 120.0000 0.04 4.33 2.50 153.00 1.384 11 2.40 2.40 Pipe Mount 240.0000 0.04 -4.33 2.50 153.00 1.384 11 2.40 2.40 ET-X-WM-18-65-8P w/ 0.0000 0.06 0.00 -5.00 156.00 1.390 11 4.00 2.30 Mount Pipe ET-X-WM-18-65-8P w/ 120.0000 0.06 4.33 2.50 156.00 1.390 11 4.00 2.30 Mount Pipe ET-X-WM-18-65-8P w/ 240.0000 0.06 -4.33 2.50 156.00 1.390 11 4.00 2.30 Mount Pipe P90-15-XLPP-RR w/ 0.0000 0.07 0.00 -5.00 153.00 1.384 11 8.37 6.36 Mount Pipe P65-16-XLPP-RR w/ 120.0000 0.07 4.33 2.50 153.00 1.384 11 8.37 6.36 Mount Pipe P90-15-XLPP-RR w/ 240.0000 0.07 -4.33 2.50 153.00 1.384 11 8.37 6.36 Mount Pipe 2.5GHz RRH-V3 0.0000 0.06 0.00 -5.00 153.00 1.384 11 2.40 1.22 2.5GHz RRH-V3 120.0000 0.06 4.33 2.50 153.00 1.384 11 2.40 1.22 2.5GHz RRH-V3 240.0000 0.06 -4.33 2.50 153.00 1.384 11 2.40 1.22 OPTIC FIBER 0.0000 0.00 0.00 -5.00 153.00 1.384 11 0.39 0.39 JUNCTION CYLINDER OPTIC FIBER 120.0000 0.00 4.33 2.50 153.00 1.384 11 0.39 039 JUNCTION CYLINDER OPTIC FIBER 240.0000 0.00 -4.33 2.50 153.00 1.384 11 0.39 0.39 JUNCTION CYLINDER POWERJUNCTION 0.0000 0.00 0.00 -5.00 153.00 1.384 11 0.37 0.37 CYLINDER tax1pa-wer Job 879543 Springfield Page30 of 43 Project Date FDHlnfrastructure5ervices, 19BMZS1400 16:56:47 06/26/19 LLC 6521 Merldien Drive, Suite 107 Client Designed by Raleigh, North Carolina 27616 Phone: 919.755.1012 Crown Castle Eric Sjoerdsma FAX, 919.755.1012 Description Aiming Weight Offset. Offset. z K q. CAAc CAAc Azimuth Front Side c K If t[ pst lr I' POWER JUNCTION 120.0000 0.00 4.33 2.50 153.00 1.384 11 0.37 0.37 CYLINDER POWER JUNCTION 240.0000 0.00 -4.33 2.50 153.00 1.384 11 0.37 0.37 CYLINDER RRH-C2C WEXT 0.0000 0.05 0.00 -5.00 153.00 1.384 11 2.65 4.75 FILTER RRH-C2C w/EXT 120.0000 0.05 4.33 2.50 153.00 1.384 11 2.65 4.75 FILTER RRH-C2C w/EXT 240.0000 0.05 -4.33 2.50 153.00 1.384 11 2.65 4.75 FILTER RRH-P4 0.0000 0.06 0.00 -5.00 153.00 1.384 11 2.74 1.79 RRH-P4 120.0000 0.06 4.33 2.50 153.00 1.384 11 2.74 1.79 RRH-P4 240.0000 0.06 -4.33 2.50 153.00 1.384 11 2.74 1.79 Platform Mount [LP 0.0000 2.26 0.00 0.00 130.00 1.337 10 51.70 51.70 1301-1] SBNHH-1D65C 0.0000 0.05 0.00 -5.00 131.00 1.340 10 5.67 3.40 SBNHH-1D65C 120.0000 0.05 4.33 2.50 131.00 1.340 10 5.67 3.40 SBNHH-ID65C 240.0000 0.05 -4.33 2.50 131.00 1.340 10 5.67 3.40 XXQLH-654L4H8-IVT 0.0000 0.09 0.00 -5.00 130.00 1.337 10 17.15 7.97 XXQLH-654L4H8-IVT 120.0000 0.09 4.33 2.50 130.00 1.337 10 17.15 7.97 XXQLH-654L4H8-IVT 240.0000 0.09 -4.33 2.50 130.00 1.337 10 17.15 7.97 EPBQ-654L8H8-L2 0.0000 0.09 0.00 -5.00 130.00 1.337 10 18.09 7.03 EPBQ-654L8H8-L2 120.0000 0.09 4.33 2.50 130.00 1.337 10 18.09 7.03 EPBQ-654L8H8-L2 240.0000 0.09 -4.33 2.50 130.00 1.337 10 18.09 7.03 B25 RRH4x30-4R 0.0000 0.05 0.00 -5.00 130.00 1337 10 2.14 1.31 B25 RRH4x30-4R 120.0000 0.05 4.33 2.50 130.00 1.337 10 2.14 1.31 B25 RRH4x304R 240.0000 0.05 -4.33 2.50 130.00 1.337 10 2.14 1.31 B66A RRH4X45 0.0000 0.06 0.00 -5.00 130.00 1.337 10 2.58 1.63 B66A RRH4X45 120.0000 0.06 4.33 2.50 130.00 1.337 10 2.58 1.63 B66A RRH4X45 240.0000 0.06 4.33 2.50 130.00 1.337 10 2.58 1.63 RRH4X25-WCS 0.0000 0.09 0.00 -5.00 130.00 1.337 10 3.34 3.84 RRH4X25-WCS 120.0000 0.09 4.33 2.50 130.00 1.337 10 3.34 3.84 RRH4X25-WCS 240.0000 0.09 -4.33 2.50 130.00 1.337 10 334 3.84 WCS-IMFQ-AMT 240.0000 0.03 -4.33 2.50 130.00 1.337 10 0.99 0.64 AHLBA 0.0000 0.10 0.00 -5.00 130.00 1.337 10 3.67 2.31 AHLBA 120.0000 0.10 4.33 2.50 130.00 1.337 10 3.67 2.31 AHLBA 240.0000 0.10 -4.33 2.50 130.00 1.337 10 3.67 2.31 BAND 5 AHCA 0.0000 0.04 0.00 -5.00 130.00 1.337 10 1.31 0.75 RRH4X40 BAND 5 AHCA 120.0000 0.04 433 2.50 130.00 1.337 10 1.31 0.75 RRH4X40 BAND 5 AHCA 240.0000 0.04 -4.33 2.50 130.00 1.337 10 1.31 0.75 RRH4X40 DC6-48-60-18-8C-EV 0.0000 0.03 0.00 -1.50 130.00 1.337 10 2.74 2.74 DC6-48-60-18-8F 120.0000 0.03 1.30 0.75 130.00 1.337 10 1.21 1.21 DC6-48-60-18-8F 240.0000 0.03 -1.30 0.75 130.00 1.337 10 1.21 1.21 TMBXX-6517-A2M w/ 0.0000 0.14 0.00 -5.25 119.00 1.313 10 17.53 13.93 Mount Pipe TMBXX-6517-A2M w/ 120.0000 0.14 4.55 2.63 119.00 1.313 10 17.53 13.93 Mount Pipe TMBXX-6517-A2M w/ 240.0000 0.14 -4.55 2.63 119.00 1.313 10 17.53 13.93 Mount Pipe FRIG 0.0000 0.06 0.00 -5.25 117.00 1.308 10 2.39 0.97 FRIG 120.0000 0.06 4.55 2.63 117.00 1.308 10 2.39 0.97 FRIG 240.0000 0.06 -4.55 2.63 117.00 1.308 10 2.39 0.97 FXFB 0.0000 0.12 0.00 -5.25 117.00 1.308 10 6.60 1.96 FFHH-65C-R3 w/ Mount 0.0000 0.16 0.00 -5.25 119.00 1.313 10 12.97 6.20 Pipe FFHH-65C-R3 w/ Mount 120.0000 0.16 4.55 2.63 119.00 1.313 10 12.97 6.20 Pipe FFHH-65C-R3 w/ Mount 240.0000 0.16 -4.55 2.63 119.00 1.313 10 12.97 6.20 J trtxTower Job Sum of Sum of Sum of Sum of I Sum of Torques Case Page Forces Forces Overturning Overturning 879543 Springfield X I 31 of 43 FDH Infrastructure Se"ices, Project Leg Weight 27.50 Date LLC 0.00 19BMZS1400 Total Member Self -Weight 16:56:47 06/26/19 6521 Meridien Drive, Suite 107 -1.64 3.29 Raleigh, North Carolina 27616 Client Phone: 919.755.1012 Crown Castle Designed by FAX- 919.755.1012 Eric Sjoerdsma Description Aiming Weight Offset. Offset. z Y- q. C,.Ac CAA, Azimuth Front Side ° K It �+ !i �sIr 11, Pipe AHLOA 0.0000 0.08 0.00 -5.25 119.00 1.313 10 2.23 1.39 AHLOA 120.0000 0.08 4.55 2.63 119.00 1.313 10 2.23 1.39 AHLOA 240.0000 0.08 -4.55 2.63 119.00 1.313 10 2.23 1.39 HCS 2.0 PART 4 240.0000 0.02 -4.55 2.63 119.00 1.313 10 0.94 0.70 Platform Mount [P/N: 0.0000 1.21 0.00 0.00 117.00 1.308 10 25.04 23.89 RMQP-396] Handrail Kit [PIN: 0.0000 0.41 0.00 0.00 117.00 1.308 10 8.07 6.95 F3P-HRK12] Sum 9.58 Wei lot: Force Totals Load Vertical Sum of Sum of Sum of Sum of I Sum of Torques Case Forces Forces Forces Overturning Overturning X Z Moments, M Moments, M Leg Weight 27.50 Bracing Weight 0.00 Total Member Self -Weight 27.50 -1.64 3.29 Total Weight Wind 0 deg - No Ice Wind 30 deg - No Ice Wind 60 deg - No Ice Wind 90 deg - No Ice Wind 120 deg - No Ice Wind 150 deg - No Ice Wind 180 deg - No Ice Wind 210 deg - No Ice Wind 240 deg - No Ice Wind 270 deg - No Ice Wind 300 deg - No Ice Wind 330 deg - No Ice Total Weight Wind 0 deg - Service Wind 30 deg - Service Wind 60 deg - Service Wind 90 deg - Service Wind 120 deg - Service Wind 150 deg - Service Wind 180 deg - Service Wind 210 deg - Service Wind 240 deg - Service Wind 270 deg - Service Wind 300 deg - Service Wind 330 deg - Service Seismic Vertical Seismic Horizontal 0 deg Seismic Horizontal 30 deg Seismic Horizontal 60 deg Seismic Horizontal 90 deg Seismic Horizontal 120 deg Seismic Horizontal 150 deg Seismic Horizontal 180 deg Seismic Horizontal 210 deg Seismic Horizontal 240 deg Seismic Horizontal 270 deg 0.01 15.02 26.01 30.03 26.00 21.22 -0.01 -15.02 -26.01 -30.03 -26.00 -21.22 6.12 7.07 6.12 5.00 -0.00 -3.54 -6.12 -7.07 -6.12 -5.00 5.11 0.00 2.22 3.85 4.45 3.85 2.22 0.00 -2.22 -33.77 -26.15 -15.11 -0:01 15.09 36.91 33.77 26.15 15.11 0.01 -15.09 -36.91 -7.95 -6.16 -3.56 7.95 6.16 -1.64 -3559.77 -2768.39 -1599.73 -2.87 1594.32 3658.80 3556.48 2765.101 -iayi.ou -3662.08 -1.64 -838.25 -651.92 -376.75 -0.76 375.31 861.41 837.32 650.98 375.81 -0.18 -376.25 -4.451-517.09 -3.85-447.81 -2.22 -258.55 2.22 3.85 4.45 3.85 447.81 517.09 447.81 258.55 0.00 -1585.29 -2746.98 -3171.74 -2745.76 -2099.85 4.52 1591.87 2753.57 3178.33 2752.34 2106.43 -0.01 -373.76 -647.29 -747.30 -647.00 374.32 647.85 747.87 647.56 495.48 0.00 -258.55 -447.81 -517.09 -447.81 -258.55 0.00 258.55 447.81 517.09 -1.K -0.4C -0.41 -0.31 -0.13 6.65 1.32 0.31 0.13 -6.65 -0.31 -0.09 -0.10 -0.07 -0.03 1.57 0.31 0.09 0.10 0.07 0.03 •1.57 0.00 0.00 0.00 0.00 Job FDH Infrastructure Services, Project LLC 6521 Meridien Drive, Suite 107 Raleigh, North Carolina 27616 Client Phone: 919.755.1012 FAX.- 919.755.1012 Load Vertical Case Forces K Seismic Horizontal 300 deg Seismic Horizontal 330 des; Comb. No. _ 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg - No Ice 3 0.9 Dead+1.0 Wind 0 deg - No Ice 4 1.2 Dead+1.0 Wind 30 deg - No Ice 5 0.9 Dead+1.0 Wind 30 deg - No Ice 6 1.2 Dead+1.0 Wind 60 deg - No Ice 7 0.9 Dead+1.0 Wind 60 deg - No Ice 8 1.2 Dead+1.0 Wind 90 deg - No Ice 9 0.9 Dead+1.0 Wind 90 deg - No Ice 10 12 Dead+1.0 Wind 120 deg - No Ice 11 0.9 Dead+1.0 Wind 120 deg - No Ice 12 1.2 Dead+1.0 Wind 150 deg - No Ice 13 0.9 Dead+1.0 Wind 150 deg - No Ice 14 1.2 Dead+1.0 Wind 180 deg - No Ice 15 0.9 Dead+1.0 Wind 180 deg - No Ice 16 1.2 Dead+1.0 Wind 210 deg - No Ice 17 0.9 Dead+1.0 Wind 210 deg - No Ice 18 1.2 Dead+1.0 Wind 240 deg - No Ice 19 0.9 Dead+1.0 Wind 240 deg - No Ice 20 1.2 Dead+1.0 Wind 270 deg - No Ice 21 0.9 Dead+1.0 Wind 270 deg - No Ice 22 1.2 Dead+1.0 Wind 300 deg - No Ice 23 0.9 Dead+I.0 Wind 300 deg - No Ice 24 1.2 Dead+1.0 Wind 330 deg - No Ice 25 0.9 Dead+1.0 Wind 330 deg - No Ice 26 Dead+Wind 0 deg - Service 27 Dead+Wind 30 deg - Service 28 Dead+Wind 60 deg - Service 29 Dead+Wind 90 deg - Service 30 Dead+Wind 120 deg - Service 31 Dead+Wind 150 deg - Service 32 Dead+Wind 180 deg - Service 33 Dead+Wind 210 deg - Service 34 Dead+Wind 240 deg - Service 35 Dead+Wind 270 deg - Service 36 Dead+Wind 300 deg - Service 37 Dead+Wind 330 deg - Service 38 1.2 Dead+1.0 Ev+1.0 Eh 0 deg 39 0.9 Dead -1.0 Ev+1.0 Eh 0 deg 40 1.2 Dead+1.0 Ev+1.0 Eh 30 deg 41 0.9 Dead -1.0 Ev+1.0 Eh 30 deg 42 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 43 0.9 Dead -1.0 Ev+1.0 Eh 60 deg 44 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 45 0.9 Dead -1.0 Ev+1.0 Eh 90 deg 46 1.2 Dead+1.0 Ev+1.0 Eh 120 deg 47 0.9 Dead -1.0 Ev+1.0 Eh 120 deg 48 1.2 Dead+1.0 Ev+1.0 Eh 150 deg 49 0.9 Dead -1.0 Ev+1.0 Eh 150 deg 879543 Springfield 19BMZS1400 Crown Castle Sum of Sum of Sum of Forces Forces Overturning X Z Moments, A K KW,-li -3.85 -2.22 -258.55 -2.22 -3.85 -447.81 Load Combinations Description Page 32 of 43 Date 16:56:47 06/26/19 Designed by Eric Sjoerdsma Sum of Sum of Torques Overturning Moments, M 447.81 0.0( WxTower FDH Infrastructure Ser4ces, Job 879543 Springfield Page33 of 43 Project Date LLC 19BMZS1400 16:56:47 06/26/19 6521 Meridien Drive, Suite 107 Raleigh, North Carolina 27616 Client Designed by Phone: 919.755.1012 Crown Castle Condition FAX.- 919.755.1012 Axial Eric Sjoerdsma Comb. Description No. 50 1.2 Dead+1.0 Ev+1.0 Eh 180 deg 51 0.9 Dead -1.0 Ev+1.0 Eh 180 deg 52 1.2 Dead+1.0 Ev+1.0 Eh 210 deg 53 0.9 Dead -1.0 Ev+1.0 Eh 210 deg 54 1.2 Dead+1.0 Ev+1.0 Eh 240 deg 55 0.9 Dead -1.0 Ev+1.0 Eh 240 deg 56 1.2 Dead+1.0 Ev+1.0 Eh 270 deg 57 0.9 Dead -1.0 Ev+1.0 Eh 270 deg 58 1.2 Dead+1.0 Ev+1.0 Eh 300 deg 59 0.9 Dead -1.0 Ev+1.0 Eh 300 deg 60 1.2 Dead+1.0 Ev+1.0 Eh 330 deg 61 0.9 Dead -1.0 Ev+1.0 Eh 330 deg_ Maximum Member Forces Minor Axis Section Elevation Component Condition Gov. Axial Major Axis No. jt Type Load Moment Moment Comb. K ki Ll ISO- 130 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 46 -4.91 -16.90 -9.85 Max. Mx 20 -4.13 123.86 -0.04 Max. My 14 -4.10 0.09 -124.19 Max. Vy 20 -6.25 123.86 -0.04 Max. Vx 2 -6.27 0.08 124.10 Max. Torque 24 0.07 L2 130-110 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 46 -17.85 -62.58 -35.78 Max. Mx 20 -15.25 462.12 0.60 Max. My 2 -15.01 0.50 486.86 Max. Vy 20 -20.61 462.12 0.60 Max. Vx 2 -23.06 0.50 486.86 Max. Torque 24 1.67 L3 110-90 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 46 -22.02 -123.95 -71.21 Max. Mx 20 -19.18 891.42 0.66 Max. My 2 -18.96 0.78 969.52 Max. Vy 20 -22.25 891.42 0.66 Max. Vx 2 -25.16 0.78 969.52 Max. Torque 24 3.40 L4 90-70 Pale Max Tension 1 0.00 0.00 0.00 Max. Compression 46 -27.77 -191.85 -110.42 Max. Mx 20 -24.59 1354.93 0.76 Max. My 2 -24.40 1.13 1494.67 Max. Vy 20 -24.03 1354.93 0.76 Max. Vx 12 28.28 -799.83 -1394.29 Max. Torque 24 5.11 L5 70-50 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 46 -34.89 -265.06 -152.90 Max. Mx 20 -31.26 1854.71 0.70 Max. My 2 -31.12 1.53 2062.06 Max. Vy 20 -25.87 1854.71 0.70 Max. Vx 12 32.49 -1148.39 -2002.00 Max. Torque 25 6.63 L6 50-30 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 46 43.02 -341.23 -197.19 Max. Mx 20 -38.87 2391.09 0.57 Max. My 24 -38.62 1538.83 2675.28 Max. Vy 20 -27.68 2391.09 0.57 Max. Vx 12 34.52 -1532.91 -2672.22 tnxT©wer FDHInfrastructure Services, Job 879543 Springfield Page34 of 43 Project 19BMZS1400 Date 16:56:47 06/26/19 LLC Load Load 6521 Meridien Drive, Suite 107 Moment Moment Client Designed by Raleigh, North Carolina 27616 Phone: 919.755.1012 Crown Castle Eric Sjoerdsma FAX.- 919.755.1012 -3.85 6.63 Section Elevation Component Condition Gov. Axial Major Axis MrnorAxis No ft Type Load Load K Moment Moment Comb. Comb. K ki t ki t Pole Max. Vert Max. Torque 25 -3.85 6.63 L7 30-0 Pole Max Tension I 0.00 0.00 0.00 Max. H. Max. Compression 46 -56.82 -456.49 -263.86 Max. M. Max. Mx 20 -51.71 3258.73 0.77 Max. M. Max. My 24 -51.70 215638 3748.13 Max. Torsion Max. Vy 20 -30.05 3258.73 0.77 Min. Vert Max. Vx 12 36.92 -2148.32 -3744.06 Min. H. Max. Torque 25 -30.03 6.63 Maximum Reactions Location Condition Gov. Vertical Horizontal, X Horizontal, Z Overturning Load K K K Comb. Moment, A Pole Max. Vert 46 56.82 -3.85 -2.22 Max. H. 20 51.71 30.03 -0.01 Max. H. 24 51.71 21.22 36.91 Max. M. 24 3748.13 21.22 36.91 Max. M. 8 3250.63 -30.03 0.01 Max. Torsion 25 6.63 21.22 36.91 Min. Vert 59 33.68 3.85 2.22 Min. H. 8 51.71 -30.03 0.01 Min. H. 12 51.71 -21.22 -36.91 Min. M. 12 -3744.06 -21.22 -36.91 Min. M. 20 -3258.73 30.03 -0.01 Min. Torsion 13 -6.62 -21.22 -36.91 Tower Mast Reaction Summa Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, M Moment, A K Dead Only 43.09 0.00 0.00 -1.64 3.29 0.00 1.2 Dead+1.0 Wind 0 deg - No 51.71 0.01 -33.77 -3648.15 2.79 -1.34 Ice 0.9 Dead+1.0 Wind 0 deg - No 38.79 0.01 -33.77 -3624.58 1.76 -1.33 Ice 1.2 Dead+1.0 Wind 30 deg - No 51.71 15.02 -26.15 -2838.15 -1624.38 -0.43 Iee 0.9 Dead+1.0 Wind 30 deg - No 38.79 15.02 -26.15 -2819.53 -1615.01 0.42 Ice 1.2 Dead+1.0 Wind 60 deg - No 51.71 26.01 -15.11 -164020 -2815.21 -0.44 Ice 0.9 Dead+1.0 Wind 60 deg - No 38.79 26.01 -15.11 -1629.22 -2798.24 -0.43 Ice 1.2 Dead+1.0 Wind 90 deg - No 51.71 30.03 -0.01 -3.30 -3250.63 -0.34 Ice 0.9 Dead+1.0 Wind 90 deg - No 38.79 30.03 -0.01 -2.77 -3230.88 -033 Ice 1.2 Dead+1.0 Wind 120 deg - 51.71 26.00 15.09 1633.95 -2813.96 0.14 No Ice 0.9 Dead+1.0 Wind 120 deg - 38.79 26.00 15.09 1624.03 -2796.99 -0.14 No Ice WxTower FDH Infrastructure Services, Job 879543 Springfield Page35 of 43 Project Date LLC 19BMZS1400 16:56:47 06/26/19 6521 Meridien Drive, Suite 107 Raleigh, North Carolina 27616 Client Designed by Phone: 919.755.1012 FAX. Crown Castle Eric Sjoerdsma 919.755.1012 kip --ft Load Vertical Shear, Shearr Overturning Overturning Torque Combination Moment, M Moment, M, K K K kip --ft kip-fr 1.2 Dead+1.0 Wind 150 deg - 51.71 21.22 36.91 3744.06 -2148.32 6.62 No Ice 0.9 Dead+1.0 Wind 150 deg - 38.79 21.22 36.91 3722.05 -2136.40 6.62 No Ice 1.2 Dead+1.0 Wind 180 deg - 51.71 -0.01 33.77 3644.09 5.31 1.34 No Ice 0.9 Dead+1.0 Wind 180 deg - 38.79 -0.01 33.77 3621.56 4.27 1.33 No Ice 1.2 Dead+1.0 Wind 210 deg - 51.71 -15.02 26.15 2834.08 1632.47 0.43 No Ice 0.9 Dead+1.0 Wind 210 deg - 38.79 -15.02 26.15 2816.50 1621.04 0.43 No Ice 1.2 Dead+1.0 Wind 240 deg - 51.71 -26.01 15.11 1636.13 2823.31 0.45 No Ice 0.9 Dead+1.0 Wind 240 deg - 38.79 -26.01 15.11 1626.19 2804.28 0.44 No Ice 1.2 Dead+1.0 Wind 270 deg - 51.71 -30.03 0.01 -0.77 3258.73 0.34 No Ice 0.9 Dead+1.0 Wind 270 deg - 38.79 -30.03 0.01 -0.26 3236.91 0.33 No Ice 1.2 Dead+1.0 Wind 300 deg- 51.71 -26.00 -15.09 -1638.02 2822.05 0.14 No Ice 0.9 Dead+1.0 Wind 300 deg - 38.79 -26.00 -15.09 -1627.05 2803.02 0.13 No Ice 1.2 Dead+1.0 Wind 330 deg - 51.71 -21.22 -36.91 -3748.13 2156.38 -6.63 No Ice 0.9 Dead+1.0 Wind 330 deg - 38.79 -21.22 -36.91 -3725.09 2142.41 -6.63 No Ice Dead+Wind 0 deg - Service 43.09 0.00 -7.95 -857.05 3.07 -0.32 Dead+Wind 30 deg - Service 43.09 3.54 -6.16 -666.94 -378.61 -0.10 Dead+Wind 60 deg - Service 43.09 6.12 -3.56 -385.94 -657.93 -0.10 Dead+Wind 90 deg - Service 43.09 7.07 -0.00 -1.98 -760.06 -0.08 Dead+Wind 120 deg - Service 43.09 6.12 3.55 382.05 -657.64 -0.03 Dead+Wind 150 deg - Service 43.09 5.00 8.69 877.37 -501.71 1.57 Dead+Wind 180 deg - Service 43.09 -0.00 7.95 853.67 3.66 0.32 Dead+Wind 210 deg - Service 43.09 -3.54 6.16 663.56 385.33 0.10 Dead+Wind 240 deg - Service 43.09 -6.12 3.56 382.56 664.66 0.10 Dead+Wind 270 deg - Service 43.09 -7.07 0.00 -1.39 766.79 0.08 Dead+Wind 300 deg - Service 43.09 -6.12 -3.55 -385.43 664.36 0.03 Dead+Wind 330 deg - Service 43.09 -5.00 -8.69 -880.75 508.43 -1.57 1.2 Dead+1.0 Ev+1.0 Eh 0 deg 56.82 -0.00 -4.45 -533.84 4.06 -0.00 0.9 Dead -1.0 Ev+1.0 Eh 0 deg 33.68 0.00 -4.45 -527.20 3.01 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 30 deg 56.82 2.22 -3.85 -462.60 -261.84 -0.01 0.9 Dead -1.0 Ev+1.0 Eh 30 deg 33.68 2.22 -3.85 -456.77 -259.83 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 56.82 3.85 -2.22 -267.94 -456.49 -0.01 0.9 Dead -1.0 Ev+1.0 Eh 60 deg 33.68 3.85 -2.22 -264.36 -452.25 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 56.82 4.45 0.00 -2.04 -527.74 -0.00 0.9 Dead -1.0 Ev+1.0 Eh 90 deg 33.68 4.45 0.00 -1.51 -522.68 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 120 56.82 3.85 2.22 263.86 -456.49 -0.00 deg 0.9 Dead -1.0 Ev+1.0 Eh 120 33.68 3.85 222 261.34 -452.25 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 150 56.82 2.22 3.85 458.51 -261.84 0.00 deg 0.9 Dead -1.0 Ev+1.0 Eh 150 33.68 2.22 3.85 453.75 -259.83 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 180 56.82 -0.00 4.45 529.76 4.06 0.00 deg 0.9 Dead -1.0 Ev+1.0 Eh 180 33.68 0.00 4.45 524.18 3.01 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 210 56.82 -2.22 3.85 458.51 269.96 0.01 tnxToweT Job 879543 Springfield Page 36 of 43 Project Date FDH Infrastructure Services, 19BMZS1400 16:56:47 06/26/19 LLC PX Py 6521 Meridien Drive, Suite 107 Moment, A4 Py Client Designed by Raleigh, North Carolina 27616 Phone: 919.755.1012 Crown Castle Eric Sjoerdsma FAX 919.755.1012 deg K Load Vertical Shear. Shear Overturning Overturning Torque Combination Load PX Py Moment, A Moment, A4 Py PZ K K K K K _K deg K 1 0.00 _ -43.09 0.00 0.9 Dead -1.0 Ev+1.0 Eh 210 33.68 -2.22 3.85 453.75 265.86 0.00 deg -0.01 51.71 33.77 0.000% 3 0.01 1.2 Dead+1.0 Ev+1.0 Eh 240 56.82 -3.85 2.22 263.86 464.62 0.01 deg -51.71 -26.15 -15.02 51.71 26.15 0.000% 0.9 Dead -1.0 Ev+1.0 Eh 240 33.68 -3.85 2.22 261.34 458.27 0.00 deg 6 26.01 -51.71 -15.11 -26.01 51.71 1.2 Dead+1.0 Ev+1.0 Eh 270 56.82 -4.45 0.00 -2.04 535.86 0.00 deg 15.11 0.000% 8 30.03 -51.71 -0.01 0.9 Dead -1.0 Ev+1.0 Eh 270 33.68 -4.45 0.00 -1.51 528.70 0.00 deg -30.03 38.79 0.01 0.000% 10 26.00 1.2 Dead+1.0 Ev+1.0 Eh 300 56.82 -3.85 -2.22 -267.94 464.62 0.00 deg -38.79 15.09 -26.00 38.79 -15.09 0.000% 0.9 Dead -1.0 Ev+1.0 Eh 300 33.68 -3.85 -2.22 -264.36 458.27 0.00 deg 13 21.22 -38.79 36.91 -21.22 38.79 1.2 Dead+1.0 Ev+1.0 Eh 330 56.82 -2.22 -3.85 -462.60 269.96 -0.00 deg -33.77 0.000% 15 -0.01 -38.79 33.77 0.9 Dead -1.0 Ev+1.0 Eh 330 33.68 -2.22 -3.85 -456.77 265.86 -0.00 deu, 15.02 51.71 -26.15 0.000% 17 -- Solution Summa Sum ofApplied Forces Sum of Reactions Load PX Py PZ PX Py PZ % Error Comb. K_ K K _K K _ K 1 0.00 _ -43.09 0.00 0.00 43.09 0.00 0.000% 2 0.01 -51.71 -33.77 -0.01 51.71 33.77 0.000% 3 0.01 -38.79 -33.77 -0.01 38.79 33.77 0.000% 4 15.02 -51.71 -26.15 -15.02 51.71 26.15 0.000% 5 15.02 -38.79 -26.15 -15.02 38.79 26.15 0.000% 6 26.01 -51.71 -15.11 -26.01 51.71 15.11 0.000% 7 26.01 -38.79 -15.11 -26.01 38.79 15.11 0.000% 8 30.03 -51.71 -0.01 -30.03 51.71 0.01 0.000% 9 30.03 -38.79 -0.01 -30.03 38.79 0.01 0.000% 10 26.00 -51.71 15.09 -26.00 51.71 -15.09 0.000% 11 26.00 -38.79 15.09 -26.00 38.79 -15.09 0.000% 12 21.22 -51.71 36.91 -21.22 51.71 -36.91 0.000% 13 21.22 -38.79 36.91 -21.22 38.79 -36.91 0.000% 14 -0.01 -51.71 33.77 0.01 51.71 -33.77 0.000% 15 -0.01 -38.79 33.77 0.01 38.79 -33.77 0.0000/0 16 -15.02 -51.71 26.15 15.02 51.71 -26.15 0.000% 17 -15.02 -38.79 26.15 15.02 38.79 -26.15 0.000% 18 -26.01 -51.71 15.11 26.01 51.71 -15.11 0.000% 19 -26.01 -38.79 15.11 26.01 38.79 -15.11 0.000% 20 -30.03 -51.71 0.01 30.03 51.71 -0.01 0.000% 21 -30.03 -38.79 0.01 30.03 38.79 -0.01 0.000% 22 -26.00 -51.71 -15.09 26.00 51.71 15.09 0.000% 23 -26.00 -38.79 -15.09 26.00 38.79 15.09 0.000% 24 -21.22 -51.71 -36.91 21.22 51.71 36.91 0.000% 25 -21.22 -38.79 -36.91 21.22 38.79 36.91 0.000% 26 0.00 -43.09 -7.95 -0.00 43.09 7.95 0.000% 27 3.54 -43.09 -6.16 -3.54 43.09 6.16 0.000% 28 6.12 -43.09 -3.56 -6.12 43.09 3.56 0.000% 29 7.07 -43.09 400 -7.07 43.09 0.00 0.000% 30 6.12 -43.09 3.55 -6.12 43.09 -3.55 0.000% 31 5.00 -43.09 8.69 -5.00 43.09 -8.69 0.000% 32 -0.00 -43.09 7.95 0.00 43.09 -7.95 0.000% 33 -3.54 -43.09 6.16 3.54 43.09 -6.16 0.000% W Wxl owe% FDH Infrastructure Services, Job 879543 Springfield Page 37 of 43 Project Date LLC 19BMZS1400 16:56:47 06/26/19 6521 Meridien Drive, Suite 107 PX Py Raleigh, North Carolina 27616 Client Designed by Phone: 919.755.1012 Crown Castle Eric $ joerdsma FAX.- 919.755.1012 K K Non -Linear Convergence Results Load Converged? Sum ofApplied Forces Displacement Force Sum of Reactions 01 Q cles Load PX Py PZ PX Py PZ %Error Comb. K K K K K K 0.00000001 34 -6.12 -43.09 3.56 6.12 43.09 -3.56 0.000% 35 -7.07 -43.09 0.00 7.07 43.09 -0.00 0.000% 36 -6.12 -43.09 -3.55 6.12 43.09 3.55 0.000% 37 -5.00 -43.09 -8.69 5.00 43.09 8.69 0.000% 38 0.00 -56.82 -4.45 0.00 56.82 4.45 0.000% 39 0.00 -33.68 -4.45 0.00 33.68 4.45 0.000% 40 2.22 -56.82 -3.85 -2.22 56.82 3.85 0.000% 41 2.22 -33.68 -3.85 -2.22 33.68 3.85 0.000% 42 3.85 -56.82 -2.22 -3.85 56.82 2.22 0.000% 43 3.85 -33.68 -2.22 -3.85 33.68 2.22 0.000% 44 4.45 -56.82 0.00 -4.45 56.82 0.00 0.000% 45 4.45 -33.68 0.00 -4.45 33.68 0.00 0.000% 46 3.85 -56.82 2.22 -3.85 56.82 -2.22 0.000% 47 3.85 -33.68 2.22 -3.85 33.68 -2.22 0.000% 48 2.22 -56.82 3.85 -2.22 56.82 -3.85 0.000% 49 2.22 -33.68 3.85 -2.22 33.68 -3.85 0.000% 50 0.00 -56.82 4.45 0.00 56.82 -4.45 0.000% 51 0.00 -33.68 4.45 0.00 33.68 -4.45 0.000% 52 -2.22 -56.82 3.85 2.22 56.82 -3.85 0.000% 53 -2.22 -33.68 3.85 2.22 33.68 -3.85 0.000% 54 -3.85 -56.82 2.22 3.85 56.82 -2.22 0.000% 55 -3.85 -33.68 2.22 3.85 33.68 -2.22 0.000% 56 -4.45 -56.82 0.00 4.45 56.82 0.00 0.000% 57 -4.45 -33.68 0.00 4.45 33.68 0.00 0.000% 58 -3.85 -56.82 -2.22 3.85 56.82 2.22 0.000% 59 -3.85 -33.68 -2.22 3.85 33.68 2.22 0.000% 60 -2.22 -56.82 -3.85 2.22 56.82 3.85 0.000% 61 -2.22 -33.68 -3.85 2.22 33.68 3.85 0.000% Non -Linear Convergence Results Load Converged? Number Displacement Force Combination 01 Q cles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00088493 3 Yes 4 0.00000001 0.00054052 4 Yes 5 0.00000001 0.00037684 5 Yes 5 0.00000001 0.00017292 6 Yes 5 0.00000001 0.00038516 7 Yes 5 0.00000001 0.00017697 8 Yes 4 0.00000001 0.00035661 9 Yes 4 0.00000001 0.00019318 10 Yes 5 0.00000001 0.00037759 I1 Yes 5 0.00000001 0.00017359 12 Yes 5 0.00000001 0.00051393 13 Yes 5 0.00000001 0.00021982 14 Yes 4 0.00000001 0.00090862 15 Yes 4 0.00000001 0.00055590 16 Yes 5 0.00000001 0.00038615 17 Yes 5 0.00000001 0.00017726 18 Yes 5 0.00000001 0.00037716 19 Yes 5 0.00000001 0.00017307 20 Yes 4 0.00000001 0.00034336 21 Yes 4 0.00000001 0.00018316 22 Yes 5 0.00000001 0.00038315 23 Yes 5 0.00000001 0.00017579 WxTower FDM Infrastructure Services, Job 879543 Springfield Page38 of 43 Project 19BMZS1400 Date 16:56:47 06/26/19 LLC 0.00000001 0.00026489 6521 Meridien Drive, Suite 107 4 0.00000001 Client Designed by Raleigh, North Carolina 27616 Phone: 919.755.1012 Crown Castle Eric Sjoerdsma FAX. • 919.755.1012 0.00000001 0.00022885 24 Yes 5 0.00000001 0.00061182 25 Yes 5 0.00000001 0.00026489 26 Yes 4 0.00000001 0.00008716 27 Yes 4 0.00000001 0.00021603 28 Yes 4 0.00000001 0.00022885 29 Yes 4 0.00000001 0.00006274 30 Yes 4 0.00000001 0.00021728 31 Yes 4 0.00000001 0.00033236 32 Yes 4 0.00000001 0.00008694 33 Yes 4 0.00000001 0.00023058 34 Yes 4 0.00000001 0.00021702 35 Yes 4 0.00000001 0.00006324 36 Yes 4 0.00000001 0.00022711 37 Yes 4 0.00000001 0.00049654 38 Yes 4 0.00000001 0.00007592 39 Yes 4 0.00000001 0.00002679 40 Yes 4 0.00000001 0.00014010 41 Yes 4 0.00000001 0.00006630 42 Yes 4 0.00000001 0.00014116 43 Yes 4 0.00000001 0.00006681 44 Yes 4 0.00000001 0.00007494 45 Yes 4 0.00000001 0.00002653 46 Yes 4 0.00000001 0.00013841 47 Yes 4 0.00000001 0.00006564 48 Yes 4 0.00000001 0.00013831 49 Yes 4 0.00000001 0.00006560 50 Yes 4 0.00000001 0.00007516 51 Yes 4 0.00000001 0.00002659 52 Yes 4 0.00000001 0.00014230 53 Yes 4 0.00000001 0.00006726 54 Yes 4 0.00000001 0.00014123 55 Yes 4 0.00000001 0.00006675 56 Yes 4 0.00000001 0.00007610 57 Yes 4 0.00000001 0.00002684 58 Yes 4 0.00000001 0.00014406 59 Yes 4 0.00000001 0.00006795 60 Yes 4 0.00000001 0.00014416 61 Yes 4 0.00000001 0.00006799 Maximum Tower Deflections - Service Wind Section No. Elevation jt Hom. Deflection in Gov. Load Comb. Tilt 7lvist ° Ll 150-130 16.773 37 0.9826 0.0034 L2 130-110 12.757 37 0.9159 0.0033 L3 110-90 9.087 37 0.8151 0.0029 L4 90-70 5.949 37 0.6661 0.0023 L5 70-50 3.476 37 0.5023 0.0016 L6 50-30 1.695 37 0.3381 0.0009 L7 30-0 0.595 37 0.1794 0.0004 Critical Deflections and Radius of Curvature - Service Wind tnxTower FDH Infrastructure Services, Job 879543 Springfield Page 39 of 43 Project Date LLC 19BMZS1400 16:56:47 06/26/19 6521 Meridien Drive, Suite 107 13.740 0.9346 Raleigh, North Carolina 27616 Client Designed by Phone: 919.755.1012 Crown Castle 0.9159 FAX: 919.755.1012 150.00 Eric Sjoerdsma Elevation Appurtenance Gov. Deflection Tilt Twist 135.00 CCISeismic Tower Section 1- 2 Load 13.740 0.9346 0.0034 130.00 Platform Mount [LP 1301-11 Comb. in 0.9159 ° 150.00 (2) Side Lighting _ 37 16.773 0.9826 0.0034 145.00 CCISeismic Tower Section 1 - 1 37 15.754 0.9673 0.0034 141.50 CCISeismic heliax-hj 5/16" From 0 37 15.044 0.9563 0.0034 Radius of Curvature 49252 49252 28971 16417 12700 11556 11362 10653 10028 9742 9538 8447 8046 7394 6935 6886 6875 6877 6888 6937 7093 7129 7143 7122 7067 6861 6837 6947 7323 8115 13525 22542 40575 to 143 (14011 to143ft) 135.00 CCISeismic Tower Section 1- 2 37 13.740 0.9346 0.0034 130.00 Platform Mount [LP 1301-11 37 12.757 0.9159 0.0033 126.00 CCISeismic andrew 37 11.988 0.8995 0.0033 ATCB-BO1-050( 5/16") From 122 to 130 (122ft tol30ft) 125.00 CCISeismic Tower Section 2 -1 37 11.798 0.8951 0.0033 121.00 CCISeismic (2) andrew 37 11.049 0.8765 0.0032 ATCB-BO1-050( 5/16") From 0 to 122 (120ft to122ft) 117.00 (2) TMBXX-6517-A2M w/ Mount 37 10.319 0.8561 0.0031 Pipe 115.00 CCISeismic Tower Section 2 - 2 37 9.961 0.8451 0.0031 113.50 CCISeismic nokia HCS 2.0 Part 37 9.695 0.8365 0.0030 3 (1-1/2) From 0 to 117(11Oft to117ft) 105.00 CCISeismic Tower Section 3 - 1 37 8.247 0.7815 0.0028 101.50 CCISeismic (2) andrew 37 7.680 0.7562 0.0027 ATCB-BO1-050( 5/16") From 0 to 103 (100ft tol03ft) 95.00 CCISeismic Tower Section 3 - 2 37 6.676 0.7062 0.0024 85.00 CCISeismic Tower Section 4 - 1 37 5.266 0.6255 0.0021 75.00 CCISeismic Tower Section 4 - 2 37 4.029 0.5434 0.0017 71.90 CCISeismic 6" x 4" Flat Plate (G) 37 3.681 0.5180 0.0016 From 70.5 to 73.3 (70.5ft to73.311) 70.25 CCISeismic flat plate 6" x 1" Flat 37 3.502 0.5044 0.0016 Plate (G) From 67.25 to 70.5 (70ft to70.5ft) 68.63 CCISeismic flat plate 6" x 1" Flat 37 3.331 0.4911 0.0015 Plate (G) From 67.25 to 70.5 (67.25ft to70ft) 65.00 CCISeismic Tower Section 5 - 1 37 2.966 0.4613 0.0014 55.00 CCISeismic Tower Section 5 - 2 37 2.076 0.3793 0.0011 52.50 CCISeismic 8.5" x 3.0" Flat Plate 37 1.880 0.3587 0.0010 (G) From 50.5 to 54.5 (50.5ft to54.5ft) 50.25 CCISeismic flat plate 8.5" x 1.25" 37 1.713 0.3402 0.0009 Flat Plate (G) From 45.75 to 50.5 (50ft to50.5ft) 47.88 CCISeismic flat plate 8.5" x 1.25" 37 1.546 0.3205 0.0009 Flat Plate (G) From 45.75 to 50.5 (45.75ft to50ft) 45.00 CCISeismic Tower Section 6 - 1 37 1.356 0.2968 0.0008 35.00 CCISeismic Tower Section 6 - 2 37 0.805 0.2166 0.0005 32.50 CCISeismic 8.5" x 3.0" Flat Plate 37 0.695 0.1977 0.0005 (G) From 30.5 to 34.5 (30.5ft to34.5ft) 30.25 CCISeismic flat plate 8.5" x 1.25" 37 0.605 0.1812 0.0004 Flat Plate (G) From 25.75 to 30.5 (3 Oft to30.5ft) 27.88 CCISeismic flat plate 8.5" x 1.25" 37 0.519 0.1644 0.0004 Flat Plate (G) From 25.75 to 30.5 (25.75ft to30R) 25.00 CCISeismic Tower Section 7 - 1 37 0.428 0.1449 0.0003 15.00 CCISeismic Tower Section 7 - 2 37 0.198 0.0830 0.0002 9.00 CCISeismic mist] Safety Line 3/8 37 0.106 0.0489 0.0001 From 8 to 150 (8ft to l Oft) 5.00 CCISeismic Tower Section 7 - 3 37 0.056 0.0270 0.0001 Radius of Curvature 49252 49252 28971 16417 12700 11556 11362 10653 10028 9742 9538 8447 8046 7394 6935 6886 6875 6877 6888 6937 7093 7129 7143 7122 7067 6861 6837 6947 7323 8115 13525 22542 40575 Job WxTowe FDH Infrastructure Services, Project LLC 6521 Meridien Drive, Suite 107 Raleigh, North Carolina 27616 Client Phone: 919.755.1011 FAX.- 919.755.1012 879543 Springfield 19BMZS1400 Crown Castle Maximum Tower Deflections - n Wind Page 40 of 43 Date 16:56:47 06/26/19 Designed by Eric Sjoerdsma Section Elevation Holz. Gov. Tilt Twist No. Deflection Load ft in Comb. Ll _ 150-130 71.301 24 4.1811 0.0146 L2 130-110 54.237 24 3.8967 0.0142 L3 110-90 38.644 24 3.4679 0.0124 L4 90-70 25.304 24 2.8343 0.0096 L5 70-50 14.784 24 2.1374 0.0066 L6 50-30 7.209 24 1.4385 0.0039 L7 30-0 2.531 24 0.7631 0.0018 Critical Deflections and Radius of Curvature -Desi n Wind Appurtenance Gov. Deflection Tilt Twist Radius of Elevation Load Curvature R Comb. in° 150.00 (2) Side Lighting 24 71.301 4.181 I 0.0146 11670 145.00 CCISeismic Tower Section 1- 1 24 66.971 4.1159 0.014 6 70 141.50 CCISeismic hetiax-hj 5/16" From 0 24 63.953 4.0690 0.01455 6 68644 to 143 (140ft to143ft) 135.00 CCISeismic Tower Section 1 - 2 24 58.413 3.9761 0.0144 3889 130.00 Platform Mount [LP 1301-1] 24 54.237 3.8967 0.0142 3007 126.00 CCISeismic andrew 24 50.968 3.8266 0.0140 2738 ATCB-BO 1 -050( 5116") From 122 to 130 (122ft to130ft) 125.00 CCISeismic Tower Section 2 -1 24 50.161 3.8080 0.0139 2693 121.00 CCISeismic (2) andrew 24 46.981 3.7291 0.0136 2527 ATCB-BO 1 -050( 5/16") From 0 to 122 (120ft to122ft) 117.00 (2) TMBXX-6517-A2M w/ Mount 24 43.877 3.6421 0.0132 2380 115.00 Pipe CCISeismic Tower Section 2 - 2 24 42.356 3.5953 0.0130 2312 113.50 CCISeismic nokia HCS 2.0 Part 24 41.228 3.5587 0.0128 2264 3(1-1/2) From 0 to 117 (110ft to117ft) 105.00 CCISeismic Tower Section 3 - 1 24 35.072 3.3250 0.0117 2003 101.50 CCIScismic (2) andrew 24 32.661 3.2172 0.0113 1907 ATCB-BOl-050( 5/16") From 0 to 103 (100ft to103ft) 95.00 CCISeismic Tower Section 3 - 2 24 28.391 3.0046 0.0103 1750 85.00 CCISeismic Tower Section 4 - 1 24 22.397 2.6614 0.0088 1638 75.00 CCISeismic Tower Section 4 - 2 24 17.137 2.3124 0.0074 1624 71.90 CCISeismic 6'x 4" Flat Plate (G) 24 15.656 2.2039 0.0069 1621 From 70.5 to 73.3 (70.5ft to73.3ft) 70.25 CCISeismic flat plate 6" x 1" Flat 24 14.897 2.1462 0.0067 1621 Plate (G) From 67.25 to 70.5 (70ft to70.5ft) 68.63 CCIScismic flat plate 6" x P Flat 24 14.169 2.0894 0.0064 1624 Plate (G) From 67.25 to 70.5 (67.25ft to70ft) 65.00 CCISeismic Tower Section 5 - 1 24 12.616 1.9629 0.0059 1634 55.00 CCISeismic Tower Section 5 - 2 24 8.831 1.6139 0.0046 1670 52.50 CCISeismic 8.5" x 3.0" Flat Plate 24 7.998 1.5263 0.0042 1678 MxTower FDHlnfrastructure Services, Job 879543 Springfield Page 41 of 43 Project Date LLC 19BMZS1400 16:56:47 06/26/19 6521 Meridien Drive, Suite 107 Load No. Client Designed by Raleigh, North Carolina 27616 Phone: 919.755.1012 Crown Castle Eric S oerdsma FAX.- 919.755.1012 P. Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load No. Curvature Comb. in P. A ft (G) From 50.5 to 54.5 (50.5ft ft ft int K K to54.5ft) L1 150-130(l) P24x1/4 20.00 0.00 0.0 50.25 CCISeismic flat plate 8.5" x 1.25" 24 7.286 1.4473 0.0040 1681 P30x3/8 Flat Plate (G) From 45.75 to 50.5 0.00 0.0 34.9011 -14.87 1478.58 0.010 (50ft to50.5ft) 110-90(3) P36x3/8 20.00 0.00 0.0 41.9697 47.88 CCISeismic flat plate 8.5" x 1.25" 24 6.574 1.3637 0.0037 1676 20.00 Flat Plate (G) From 45.75 to 50.5 49.0383 -24.08 1904.26 0.013 L5 (45.75ft to50ft) P48x3/8 20.00 0.00 0.0 56.1069 -30.82 45.00 CCISeismic Tower Section 6 - 1 24 5.766 1.2627 0.0033 1662 35.00 CCISeismic Tower Section 6 - 2 24 3.424 0.9215 0.0022 1613 32.50 CCISeismic 8.5" x 3.0" Flat Plate 24 2.954 0.8410 0.0020 1608 (G) From 30.5 to 34.5 (30.5ft to34.5ft) Pole Bending Design Data 30.25 CCIScismic flat plate 8.5" x 1.25" 24 2.571 0.7708 0.0018 1633 Flat Plate (G) From 25.75 to 30.5 Section Elevation Size M OM- (30ft to30.5ft) OM, Ratio Ratio My 27.88 CCISeismic flat plate 8.5" x 1.25" 24 2.208 0.6994 0.0016 1722 Flat Plate (G) From 25.75 to 30.5 ft kip -ft kip -ft (25.75ft to30ft) kip -ft kip -ft ISM.. Ll 25.00 CCISeismic Tower Section 7 - 1 24 1.821 0.6165 0.0014 1908 15.00 CCISeismic Tower Section 7 - 2 24 0.841 0.3529 0.0007 3179 9.00 CCISeismic miscl Safety Line 3/8 24 0.450 02081 0.0004 5299 P36x3/8 From 8 to 150 (8ft tolOft) 1560.78 0.644 0.00 1560.78 0.000 5.00 CCISeismic Tower Section 7 - 3 24 0.238 0.1148 0.0002 9538 Compression Checks Pole Desian Data Section Elevation Size L L„ Kl/r A P Ratio No. P. ft ft ft int K K OP L1 150-130(l) P24x1/4 20.00 0.00 0.0 18.6532 -4.06 751.80 0.005 L2 130-110(2) P30x3/8 20.00 0.00 0.0 34.9011 -14.87 1478.58 0.010 L3 110-90(3) P36x3/8 20.00 0.00 0.0 41.9697 -18.70 1691.55 0.011 L4 90-70(4) P42x3/8 20.00 0.00 0.0 49.0383 -24.08 1904.26 0.013 L5 70-50(5) P48x3/8 20.00 0.00 0.0 56.1069 -30.82 2116.80 0.015 L6 50-30(6) P54x3/8 20.00 0.00 0.0 63.1755 -38.62 2329.24 0.017 L7 30-0(7) P60xl/2 30.00 0.00 0.0 93.4624 -51.70 3574.31 0.014 Pole Bending Design Data Section Elevation Size M OM- OM, Ratio Ratio My No. M M. ft kip -ft kip -ft 0M kip -ft kip -ft ISM.. Ll 150-130(l) P24x1/4 124.51 462.45 0.269 0.00 462.45 0.000 L2 130-110(2) P30x3/8 491.94 1101.03 0.447 0.00 1101.03 0.000 L3 110-90(3) P36x3/8 1005.89 1560.78 0.644 0.00 1560.78 0.000 L4 90-70(4) P42x3/8 1611.38 2100.03 0.767 0.00 2100.03 0.000 L5 70-50(5) P48x3/8 2312.82 2718.82 0.851 0.00 2718.82 0.000 tnxTewer FDH Infrastructure Services, .lob 879543 Springfield Page Pa g 42 of 43 Project 19BMZS1400 Date 16:56:47 06/26/19 LLC M. ft 6521 Meridien Drive, Suite 107 L6 50-30(6) Client Designed by Raleigh, North Carolina 27616 Phone: 919.755.1012 Crown Castle Eric SjoerdsmFAX.- FAX.- 919.755.1012 L4 90-70(4) Section Elevation Size Mr No. Ratio Ratio M. ft kiP-ft L6 50-30(6) P54x3/8 3086.28 L7 30-0(7) P60x1/2 4324.18 Section Elevation Size No. Ratio Ratio M. ft V L1 150-130(1) P24xl/4 L2 130-110(2) MOM L3 110-90(3) P36x3/8 L4 90-70(4) P42x3/8 L5 70-50(5) P48x3/8 L6 50-30(6) P54x3/8 L7 30-0(7) P60x1/2 W_ Ratio My W,ry Ratio Ratio M. V My kip -ft W kip -ft kip -fl OM", 3417.13 0.903 0.00 3417.13 0.000 5687.67 0.760 0.00 5687.67 0.000 Pole Shear Design Data Actual 41)V Ratio Actual t T. Ratio V. V T. T Ratio T. K K fiy Comb IUP-ft T 6.30 201.86 0.031 0.07 324.23 0.000 23.46 471.17 0.050 1.67 994.73 0.002 27.87 454.19 0.061 3.40 1094.28 0.003 32.61 429.27 0.076 5.11 1207.68 0.004 37.47 444.34 0.084 6.63 1430.28 0.005 39.81 458.02 0.087 6.63 1660.04 0.004 42.59 897.08 0.047 6.63 3607.55 0.002 Section Capacity Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb Allow. Criteria No. P. Mx My V T Stress Stress P24x1/4 1 -4.06 f? �� c M L2 130-110 T Ratio Ratio 1552.51 Ll 150-130(l) 0.005 0.269 0.000 0.031 0.000 0.276 1.050 4.82 L2 130-110(2) 0.010 0.447 0.000 0.050 0.002 0.460 1.050 4.8.2 L3 110-90(3) 0.011 0.644 0.000 0.061 0.003 0.660 1.050 4.8.2 L4 90-70(4) 0.013 0.767 0.000 0.076 0.004 0.786 1.050 4.8.2 L5 70-50(5) 0.015 0.851 0.000 0.084 0.005 0.873 1.050 4.8.2 L6 50-30(6) 0.017 0.903 0.000 0.087 0.004 0.928 1.050 4.8.2 L7 30-0(7) 0.014 0.760 0.000 0.047 0.002 0.777 1.050 4.8.2 Section Capacity Table Section Elevation Component Size Critical P aPd,- % Pass No. fl Type Element K K Capacity Fail Ll 150-130 Pole P24x1/4 1 -4.06 789.39 26.3 Pass L2 130-110 Pole MOM 2 -14.87 1552.51 43.8 Pass L3 110-90 Pole P36x3/8 3 -18.70 1776.13 62.8 Pass 14 90-70 Pole P42x3/8 4 -24.08 1999.47 74.9 Pass LS 70-50 Pole P48x3/8 5 -30.82 2222.64 83.2 Pass L6 50-30 Pole P54x3/8 6 -38.62 2445.70 88.4 Pass L7 30-0 Pole P60x1/2 7 -51.70 3753.03 74.0 Pass Summary Pole (1,6) 88.4 Pass RATING = 88.4 Pass thxTower FDH Infrastructure Services, Job Jo879543 Springfield Page43 of 43 Project Date LLC 19BMZS1400 16:56:47 06/26/19 6521 Meridien Drive, Suite 107 Client Designed by Raleigh, North Carolina 27616 Phone: 919.755.1012 Crown Castle Eric SJoerdsrna FAX. 919.755.1012 Program Version 8.0.5.0 - 11/28/2018 File://fdh-server/Projects/2019 Effective - Client Jobs/CROWNC_Crown Castle USA Inc/OR/879543_Springfield/19BMZS1400-STAMOO_TMO/R.0/Analysis/ReportedTower/CCISeismic/879543_Springfield_1759643_SA 6.26.2019 CCISeismic.eri 150 Ft Monopole Tower Structural Analysis Project Number 19BMZS1400, Order 479352, Revision 0 APPENDIX B BASE LEVEL DRAWING tnxTower Report - version 8.0.5.0 June 26, 2019 CCI BU No 879543 Page 7 zwecu amo „wr. yea o� ex/eo/u �.a�oa� nmo wio. as a3iwan e�/uVaa aI miz+s� x�o �+al anon eVMr� ud ac¢tt� mmn wn eaa mown Q U o exema wmn � m moon o�n./m ® m o W �o f w aI W J ud j G E aha W �nOJ 2 O � ri W W O Wo OD i� W� WO WOri riOh YamN, p0 pp� 00 0`��nn� U� O\ Oa0 U� Ub000� €wm wr wm wmnnr 150 Ft Monopole Tower Structural Analysis Project Number 19BMZS1400, Order 479352, Revision 0 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report - version 8.0.5.0 June 26, 2019 CC! BU No 879543 Page 8 Monopole Flange Plate Connection BU # 879543 Site Name Springfield Order# 479352 Be.00 TIA-222 Revision H f Top Plate - External Elevation = 130ft. CROWN CCCASTLE LoadsApplied Moment (kip -ft) 1 124.51 Axial Force (kips) 4.06 Shear Force (kips) 6.30 •TIA-221-H Section 15.5 Applied Bottom Plate - Internal c0C'°o .J V � n Bolt Data (32) 3/4" D bolts (A325 N; Fy=92 ksi, Fu=120 ksi) on 26.625" BC Top Plate Data 29.125" OD x 1.375" Plate (A36; Fy=36 ksi, Fu=58 ksi) Top Stiffener Data N/A Top Pole Data 24" x 0.25" round pole (A572-50; Fy=50 ksi, Fu=65 ksi) Top Plate Capacity Max Stress (ksi): 5.16 (Flexural) Allowable Stress (ksi): 32.40 Stress Rating: 15.2% Pass Tension Side Stress Rating: 6.4% Pass Bottom Plate Data 24.125" ID x 1.375" Plate (A36; Fy=36 ksi, Fu=58 ksi) Bottom Stiffener Data N/A Bottom Pole Data 30" x 0.375" round pole (A572-50; Fy=50 ksi, Fu=65 ksi) Bolt Capacity Max Load (kips) 6.89 Allowable (kips) 30.06 Stress Rating: 21.8% Pass Bottom Plate Capacity Max Stress (ksi): 6.90 (Flexural) Allowable Stress (ksi): 32.40 Stress Rating: 20.3% Vass Tension Side Stress Rating; N/A CClplate -version 3.6.0 Analysis Date: 6/26/2019 Monopole Flange Plate Connection BU # 879543 Site Name Springfield Order H 479352 Rev.0 TIA-222 Revision H Top Plate - External Top Plate Data Elevation = 110ft. CROWN CC CASTLE Applied toads Moment (kip -ft) 1 491.94 Axial Force (kips) 14.87 Shear Force (kips) 23.46 *TIA-222-H Section 15.5 Applied Bottom Plate - Internal Connection Properties Bolt Data (40) 3/4" 0 bolts (A325 N; Fy=92 ksi, Fu=120 ksi) on 32.625" BC 35.125' OD x 1.375" Plate (A36; Fy=36 ksi, Fu=58 ksi) Top Stiffener Data N/A Top Pole Data 30" x 0.375" round pole (A572-50; Fy=50 ksi, Fu=65 ksi) Analysis Res�Bolt capaci Max Load (kips) 17.72 Allowable (kips) 30.05 Stress Rating: 56.2% Top Plate Capacity Max Stress (ksi): 13.67 (Flexural) Allowable Stress (ksi): 32.40 Stress Rating: 40.2% Tension Side Stress Rating: 16.4% Bottom Plate Data 30.125" ID x 1.375" Plate (A36; Fy=36 ksi, Fu=58 ksi) Bottom Stiffener Data N/A Bottom Pole Data 36" x 0.375" round pole (AS72-50; Fy=50 ksi, Fu=65 ksi) Bottom Plate Capacity Max Stress (ksi): 18.52 (Flexural) Allowable Stress (ksi): 32.40 Stress Rating: 54.4% Tension Side Stress Rating: N/A CClplate -version 3.6.0 Analysis Date: 6/26/2019 Monopole Flange Plate Connection BU#1 879543 Site Name Springfield Order# 479352 Rev.0 TIA-222 Revision H Top Plate - External Elevation =90 ft, CROWN CC CASTLE Applied Loads Moment (kip -ft) 1005.89 Axial Force (kips) 18.70 Shear Force (kips) 27.87 •TIA-222-H Section 15.5 Applied Bottom Plate - Internal Bolt Data (48) 3/4" 0 bolts (A490 N; Fy=130 ksi, Fu=150 ksi) on 38.625" BC Top Plate Data 41.125" OD x 1.375' Plate (A36; Fy=36 ksi, Fu=58 ksi) Top Stiffener Data N/A Top Pole Data 36" x 0.375' round pole (A572-50; Fy=50 ksi, Fu=65 ksi) Bolt Capacity Max Load (kips) 25.65 Allowable (kips) 37.56 Stress Rating: 65.0% Top Plate Capacity Max Stress (ksi): 19.69 (Flexural) Allowable Stress (ksi): 32.40 Stress Rating: 57.9% Pass Tension Side Stress Rating: 23.8% Pass Bottom Plate Data 36.12S" ID x 1.375' Plate (A36; Fy=36 ksi, Fu=58 ksi) Bottom Stiffener Data N/A Bottom Pole Data 42" x 0.375' round pole (A572-50; Fy=50 ksi, Fu=65 ksi) Bottom Plate Capacity Max Stress (ksi): 27.18 (Flexural) Allowable Stress (ksi): 32.40 Stress Rating: 79.9% Tension Side Stress Rating: N/A CClplate -version 3.6.0 Analysis Date: 6/26/2019 Monopole Flange Plate Connection BU # 879543 Site Name Springfield Order # 479352 Rev.0 !.. TIA-222 Revisloni H Top Plate - External Elevation = 70ft. CROWN CC CASTLE Applied Loads Moment [kip. -ft) 856.30 Axial Force (kips) 24.08 Shear Force (kips) 32.61 `TIA-222-H Section 15.5 Applied Bottom Plate - Internal Connection Properties Bolt Data (56) 3/4" p bolts (A490 N; Fy=130 ksi, Fu=150 ksi) on 44.625" BC Top Plate Data 47.125' OD x 1.375' Plate (A36; Fy=36 ksi, Fu=58 ksi) Top Stiffener Data N/A Top Pole Data 42" x 0.375" round pole (A572-50; Fy=50 ksi, Fu=65 ksi) Analysis Results Bolt Capacity Max Load (kips) 16.02 Allowable (kips) 37.56 Stress Rating: 40.6% Top Plate Capacity Max Stress (ksi): 12.70 (Flexural) Allowable Stress (ksi): 32.40 Stress Rating: 37.3% Tension Side Stress Rating: 14.8% Bottom Plate Data 42.125' ID x 1.375' Plate (A36; Fy=36 ksi, Fu=58 ksi) Bottom Stiffener Data N/A Bottom Pole Data 48" x 0.375' round pole (A572-50; Fy=50 ksi, Fu=65 ksi) Bottom Plate Capacity Max Stress (ksi): 17.68 (Flexural) Allowable Stress (ksi): 32.40 Stress Rating: 52.0% Tension Side Stress Rating: N/A CCI plate -version 3.6.0 Analysis Date: 6/26/2019 Monopole Flange Plate Connection BU # 879543 Site Name Springfield Order# 479352Rev.0 TIA-222 Revisionj H Top Plate - External Elevation = 50 ft. CROWN CC CASTLE Applied Loads -in Moment (kip -ft) 1171.60 Axial Force (kips) 30.82 Shear Force (kips) 37.47 'TIA-122-H Section 15.5 Applied Bottom Plate - Internal Bolt Data ®o cv (64) 3/4" a bolts (A325 N; Fy=92 ksi, Fu=120 ksi) on 50.625" BC Top Plate Data 53.125' OD x 1.375" Plate (A36; Fy=36 ksi, Fu=58 ksi) Top Stiffener Data N/A Top Pole Data 48" x 0.375" round pole (A572-50; Fy=50 ksi, Fu=65 ksi) Top Plate Capacity Max Stress (ksi): 13.44 (Flexural) Allowable Stress (ksi): 32.40 Stress Rating: 39.5% Pass Tension Side Stress Rating: 15.6% Pass Bottom Plate Data 46.125" ID x 1.375" Plate (A36; Fy=36 ksi, Fu=58 ksi) Bottom Stiffener Data N/A Bottom Pole Data 54" x 0.375' round pole (A572-50; Fy=50 ksi, Fu=65 ksi) Analysis Results Bolt Capacity — — Max Load (kips) 16.87 Allowable (kips) 30.05 Stress Rating: 53.5% Bottom Plate Capacity Max Stress (ksi): 18.95 (Flexural) Allowable Stress (ksi): 32.40 Stress Rating: 55.7% Tension Side Stress Rating: N/A CCI plate -version 3.6.0 Analysis Date: 6/26/2019 Monopole Flange Plate Connection BU # 879543 Site Name Springfield Order # 479352 Rev.0 TIA-222 Revision H Top Plate - External Elevation = 30 ft. CROWN _&�P —M Applied Loads CC CASTLE Moment (kip -ft) 1 1662.00 Axial Force (kips) 38.62 Shear Force (kips) 39.81 'TIA-222-H Section 15.5 Applied Bottom Plate • Internal Connection Properties Bolt Data (72) 3/4" 0 bolts (A325 N; Fy=92 ksi, Fu=120 ksi) on 56.625' BC Top Plate Data 59.125' OD x 1.375" Plate (A36; Fy=36 ksi, Fu=58 ksi) Top Stiffener Data N/A Top Pole Data 54" x 0.375' round pole (A572-50; Fy=50 ksi, Fu=65 ksi) Bolt Capacity Max Load (kips) 19.03 Allowable (kips) 30.05 Stress Rating: 60.3% Top Plate Capacity Max Stress (ksi): 15.28 (Flexural) Allowable Stress (ksi): 32.40 Stress Rating: Tension Side Stress Rating: 17.6% Bottom Plate Data 54.125" ID x 1.375" Plate (A36; Fy=36 ksi, Fu=58 ksi) Bottom Stiffener Data N/A Bottom Pole Data 60" x 0.5" round pole (A572-50; Fy=50 ksi, Fu=65 ksi) Bottom Plate Capacity Max Stress (ksi): 19.62 (Flexural) Allowable Stress (ksi): 32.40 Stress Rating: 57.7% Tension Side Stress Rating: N/A CCI plate -version 3.6.0 Analysis Date: 6/26/2019 81111111111111111 } E ƒk§k§�k7 « . . ! $!_.m..,. ¥)I§@m§§q� E r*: k$ .a R§§2§ 2;; � )\ §kkd)k\ ) @2■�aao �/--.---- 81111111111111111 ! ! .- 3I� $!_.m..,. E r*: .a �;§D 2;; |lIQQkR§� �/--.---- a_mnm;mq ;2;2;q £2#�em■■■e ¥ i )! x0)000 9\ nRn�aR2 £2@§m22ReS !! f .....ate k 81111111111111111 2 N N Y O Y i s V m m m m m m m m m rr3ag F F S M1 aW C C O m O W Y g� a>rrr>aa r g SS`4 o e m IT m m m m m e p m m m m m m m m m o N m 8 I8 A 9 N � N I d d d d d M1 N t0 M1 N maQ� m N B O O M N d O O d .-i A d l d� m Q.u..�mdm.6 d d o Y N N N N h h N N N n n M1 M1 n n M1 n n Y N N N N N N N N N ri .s 2 NI NI NI NI NI NI NI OI ml ml O mlml mlml ml ml MIDI �Imlo m m �l�Iml�l�I�ISI�EsEKI�° m 1 y d p N 0 N N rNy NN 1�r1 � r~i ai f4 N01 II rEry�yO dd6rdrv�aidm mm m m m v• v M1 rfv vvi vid oa d y�1 Irl NII N �p M1 M1 n n M1, M1 M1 M1 M1 M1 M1 M1 M1 dd¢dadad'-a�!ai a'a rl N � ri � NI N Ni N �I N•�iN ry LLaa�o!~gv+�� aaLLd, �ol�a�iarh %iiiii�+����� O r Summary of ANSIITIA-222-G Bridge Stiffener Analysis Assembly Information Group 1 2 3 Elevation 30 50 70 Assembly No. BS -1 BS -1 BS -2 Maximum Forces and Stresses Maximum Axial Force (kip) 450.9 399.6 245.3 Maximum Shear per Bolt (Upper Connection) (kips) 32.2 28.5 30.7 Maximum Tension per Bolt (Upper Connection) (kips) 6.9 6.1 17.4 Maximum Bearing Stress (Upper Connection) (ksi) 3.5 3.1 9.0 Maximum Shear per Bolt (Lower Connection) (kips) 32.2 1 28.5 30.7 Maximum Tension per Bolt (Lower Connection) (kips) 0.0 0.0 0.0 Maximum Bearing Stress (Lower Connection) (kips) 41602.0 36874.4 17060.2 Maximum Stress Ratios Compression 80.6% 71.4% 82.4% Tension Yielding 72.5% 64.3% 69.9% Tension Rupture 82.8% 73.4% 85.9% Upper Plate Bearing 10.7% 9.5% 20.1% Upper Bolt Shear 86.8% 76.9% 82.6% Upper Bolt Shear and Tension 79.7% 62.6% 96.1% Upper Bolt Bearing 65.4% 57.9% 62.2% Lower Plate Bearing Not Chec'.: 4 Not Checkee' Not Checkee Lower Bolt Shear 1 86.8% 76.9% 82.6% Lower Bolt Shear and Tension 75.3% 59.1% 68.2% Lower Bolt Bearing 49.0% 57.9% 62.2% Controlling 86.8% 1 76.9% 1 96.2% Output Legend r Gieckea Check requires additional user input Not Needed Check is not required Passing Check passes Failing Check fails Moments of Inertia Elevation Moment of Inertia (in4)(°) Max. Min. Axis Angle Max. Min. 130 1253.2 1253.2 117 13 110 2351.8 2351.8 113 118 90 3955.3 3955.3 4 84 70 11589.3 11589.3 2 68 56 21763.1 18652.5 129 39 30 28488.1 24628.3 129 39 •• ._. C 0 m a� W O LO �O m W 0 M Monopole Base Plate Connection BU # 879543 Site Name 7 Springfield Order # 479352 Rev.0 Analysis Considerations TIA-222 Revision I H Grout Considered: No lar (in) 1 1.26 Applied Loads Moment (kip -ft) 4324.17 Axial Force (kips) 51.70 Shear Force (kips) 42.59 'TIA-222-H Section 15.5 Applied CCCROWN CASTLE Connection PropertiesAnalysis Anchor Rod Data Anchor Rod Summary (units of kips, kip -in) (20) 2-1/4" 0 bolts (A615-75 N; Fy=75 ksi, Fu=100 ksi) on 66" BC Pu—c =159.75 (�Pn_c = 243.75 Stress Rating Vu = 2.13 Q>Vn = 73.13 62.5'1. Base Plate Data Mu = n/a 4)Mn = n/a 72" OD x 2" Plate (A36; Fy=36 ksi, Fu=58 ksi) Base Plate Summary Stiffener Data Max Stress (ksi): 28.21 (Roark's Flexural) (20) 12"H x 5"W x 0.57, Notch: 0.75" Allowable Stress (ksi): 32.4 plate: Fy= 50 ksi ; weld: Fy= 70 ksi Stress Rating: 82.9% Pass horiz. weld: 0.25" groove, 45" dbl bevel, 0.25" fillet vert. weld: 0.25" fillet Stiffener Summary Horizontal Weld: 65.6% Pass Pole Data Vertical Weld: 52.4% Pass 60" x 0.5" round pole (A572-50; Fy=50 ksi, Fu=65 ksi) Plate Flexure+Shear: 25.4% Pass Plate Tension+Shear: 66.7% Pass Plate Compression: 71.6% Pass Pole Summary Punching Shear: 10.9% Pass CClplate - version 3.6.0 Analysis Date: 6/26/2019 Monopole Base Plate Connection *Seismic Reactions CL BU # 879543 Site Name S rin eld Order p 479352 Rev.0 Analysis Considerations TIA-222 Revision H Grout Considered: No la, (in)l 1.25 Applied Moment [kip -ft) 1 804.00 Axial Force (kips) 85.50 Shear Force kis 6.00 'TIA-222-H Section 15.5 Applied CCCROWN CASTLE Anchor Rod Data Anchor Rod Summary (units of kips, kip -in) (20) 2-1/4" 0 bolts (A615-75 N; Fy=75 ksi, Fu=100 ksi) on 66" BC Pu_c = 33.5 4)Pn_c = 243.75 Stress Rating Vu = 0.3 4Vn = 73.13 13.1% Base Plate Data Mu = n/a dtMn = n/a 72" OD x 2" Plate (A36; Fy=36 ksi, Fu=58 ksi) Base Plate Summary Stiffener Data Max Stress (ksi): 5.92 (Roark's Flexural) (20)12"H x 5"W x 0.5"r, Notch: 0.75" Allowable Stress (ksi): 32.4 plate: Fy= 50 ksi; weld: Fy= 70 ksi Stress Rating: 17.4% Pass horiz. weld: 0.25" groove, 45° dbl bevel, 0.25" fillet vert. weld: 0.25" fillet Stiffener Summary Horizontal Weld: 12.1% Pass Pole Data Vertical Weld: 10.8% Pass 60" x 0.5" round pole (A572-50; Fy=50 ksi, Fu=65 ksi) Plate Flexure+Shear: 3.5% Pass Plate Tension+Shear: 12.2% Pass Plate Compression: 14.8% Pass Pole Summary Punching Shear: 2.2% Pass CClplate - version 3.6.0 Analysis Date: 6/26/2019 I O m�> rg ID p vLFC W� W ci C CLN m to co E ~ m Z l 3 N p y N ~ O Q N N N N m 2 - T F C G O O C G O O N N N N N M t L O O ona� U U U U G N 11 LO .+ c � t0 2 t 8 � N v _ U d H m - N • 0W C9 d W 12 Dov a (Yi+ o w m Q mea 'a � wa I Li O c o• N N N N m NN N N N N N N T F C G O O C G O O N N N N (A t L O O L L O O U U U U G N 11 LO .+ t0 2 t 8 N C •yq � � M U c r .a (Yi+ w m c m c a Li O c o• h O y V C .L' OO ~ 00 OD N �[ 'Q . VI O O N f0 7 W G 0 6 0 0 d- VYI p. O T N (O u Non r c Y u .... U i' •�-� � LL O Go M co M G C d N O ` I C d a "; O N r c O O O O d V 000 co CL r W Y 1n In In w J N N N N r (O T � N tnrN m a) 0 u Ln Di d � M o m O 0 0 O m � V r Ne) T T ASCE M ANSOC19YOFCFVLEWNE S Address: No Address at This Location ASCE 7 Hazards Report Standard: ASCE/SEI 7-10 Elevation: 466.79 ft (NAVD 88) Risk Category: 11 Latitude: 44.05893 Soil Class: D - Stiff Soil Longitude: -122.98769 Ai� — iraaira aac' 4Z I eetlrt�': i�_•� r- 69 SvR,NGftELOY i ,r s6a r t l���p� . - 1 = l Sc•�1 ` Wind Jw.4.i.i�• LWc�1. i rtfi` V� `_✓�� YARNY4 Eugene �ScnnpS.ekJ ` 1,N1. Mflet NA Cek ~'MU. Phi lnrtll 1 .witl X6..4. Results: Wind Speed: 110 Vmph *120 mph per JDX 10 -year MRI 72 Vmph 25 -year MRI 79 Vmph 50 -year MRI 85 Vmph 100 -year MRI 91 Vmph Data Source: ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1—CC-4, incorporating errata of March 12, 2014 Date Accessed: Mon Jun 24 2019 Value provided is 3 -second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane -prone region as defined in ASCE/SEI 7-10 Section 26.2. Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. NOS 7//asee7hazardtool.online / Page 1 of 3 Mon Jun 24 2019 o: T s, Wind Jw.4.i.i�• LWc�1. i rtfi` V� `_✓�� YARNY4 Eugene �ScnnpS.ekJ ` 1,N1. Mflet NA Cek ~'MU. Phi lnrtll 1 .witl X6..4. Results: Wind Speed: 110 Vmph *120 mph per JDX 10 -year MRI 72 Vmph 25 -year MRI 79 Vmph 50 -year MRI 85 Vmph 100 -year MRI 91 Vmph Data Source: ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1—CC-4, incorporating errata of March 12, 2014 Date Accessed: Mon Jun 24 2019 Value provided is 3 -second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane -prone region as defined in ASCE/SEI 7-10 Section 26.2. Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. NOS 7//asee7hazardtool.online / Page 1 of 3 Mon Jun 24 2019 ASCIE M+BII M SOCIETY OF= OGNEW Seismic Site Soil Class: D - Stiff Soil Results: SS : 0.732 SDS 0.593 S, 0.385 Soi 0.418 Fa 1.214 TL 16 F„ : 1.63 PGA : 0.35 SMS : 0.889 PGA m: 0.402 SMi 0.627 F PGA 1.15 le . 1 Seismic Design Category D 09_ _ MCER_Response Spectrum__ _ D.7 0_s s 0.5 0.4 0.3 0.2 0.1._', 0 2 4 Sa(9) vs T(s) 10 12 14 16 18 Ori Design Response Spectrum 0.5 r 0.4 } 0.3 1 f 0.2 0.1 2 4 Sa(9) vs T8 10 12 14 16 18 Data Accessed: Mon Jun 24 2019 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. httpS7//a$ce7hazardtool.online/ Page 2 of 3 Mon Jun 24 2019 .Asa* AMERKAN=EIYOFCKMINERS Ice Results: Ice Thickness: Concurrent Temperature: Gust Speed: Data Source: Date Accessed: 0.25 in. 25 F 30 mph Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8 Mon Jun 24 2019 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3 -second gust speeds, for a 50 -year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third -party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. httAs:/lasce7hazardtool.online/ Page 3 of 3 Mon Jun 24 2019 Asa* AWMN SOMW OF ENNE s Seismic Site Soil Class: D - Stiff Soil Results: SS : 0.732 SDs 0.593 S, 0.385 SD1 0.418 Fa 1.214 TL 16 F„ 1.63 PGA 0.35 Seas : 0.889 PGA m 0.402 SM1 0.627 FPGA 1.15 le 1 Seismic Design Category D g MCER.,Response Spectrum__. 0.7 t _- 0.6 0.5 0.4 r 0.3 0.2 01 �1 2 4 Sa (g) VST a 10 12 14 16 18 06 Design Response Spectrum 0.5 0.4 . 0.3... _. 0.2 0.1 n 2 4 Sa(9) VS T8 10 12 14 16 18 Data Accessed: Mon Jun 24 2019 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. htlps://asce7hazardtool.online/ Page 2 of 3 Mon Jun 24 2019 ASCE aM ENOINEM Ice Results: Ice Thickness: Concurrent Temperature: Gust Speed: Data Source: Date Accessed: 0.25 in. 25 F 30 mph Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8 Mon Jun 24 2019 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3 -second gust speeds, for a 50 -year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third -party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https:Hasce7hazardtool.online/ Page 3 of 3 Mon Jun 24 2019 T -MOBILE SITE NUMBER: T -MOBILE SITE NAME: SITE TYPE: TOWER HEIGHT: SITE INFORMATION CROWN CASTLE USA INC. PROJECT TEAM SITE NAME: SPRINGFIELD SITE ADDRESS: 2656 OLYMPIC AVE T-2 SPRINGFIELD, OR 97478 COUNTY: LANE MAP/PARCEL #: 1703254100102 AREA OF CONSTRUCTION: EXISTING LATITUDE: 44.06007400 LONGITUDE: -122.98774500 LAT/LONG TYPE: NAD83 GROUND ELEVATION: EQUIPMENT SPECIFICATIONS CURRENT ZONING: COMMERCIAL JURISDICTION: CITY OF SPRINGFIELD OCCUPANCY CLASSIFICATION: U TYPE OF CONSTRUCTION: IIB A.D.A. COMPLIANCE: FACILITY IS UNMANNED AND NOT FOR 14UNLAN HABITATION PROPERTY OWNER: WARREN HOWARD PARTNERSHIP 14855 SE 82ND DR CLACKAMAS, OR 97015 TOWER OPERATOR: CROWN CASTLE USA INC 1505 WESTLAKE AVE NORTH, SUITE 800 SEATTLE, WA 98109 CARRIER/APPLICANT: T -MOBILE 8960 ALDERWOOD ROAD PORTLAND, OR 97220 CROWN CASTLE USA INC. UNLESS THEY ARE ACTING UNDER THE DIRECTION APPLICATION ID: 479352 ELECTRIC PROVIDER SPRINGFIELD UTILITY BOARD (541) 746-8451 NATASHA MONTALVO - A&E SPECIALIST (206) 336-2886 NATASHA.MONTALVO. CONTRACTOR®CROWNCASTLE.COM ENGINEER OF RECORD: VECTOR STRUCTURAL ENGINEERING 651 W. GALENA PARK BLVD., SUITE 101 DRAPER, UT84020 WELLS L. HOLMES, SE PH: 801.990.1775 T v •Mobile P004047E MOHAWK MONOPOLE 150.0' BUSINESS UNIT ##: SITE ADDRESS: COUNTY: JURISDICTION T -MOBILE L600 PROJECT TEAM A&E FIRM: CAPITAL DESIGN SERVICES, LLC T-1 2101 4TH AVENUE EAST, SURE 202 T-2 OLYMPIA, WA 98506 T-3 C LAIRD@CAPITALDESIGNSSERVIC ES.COM CROWN CASTLE USA 1505 WESTLAKE AVENUE NORTH, SUITE 800 INC. DISTRICT SEATTLE, WA 98109 CONTACTS: ZACH PI-IILLIPS - PERMITTING C-3 (503)708-9200 C-4.1 ZACH.PHILLIPS@CROWNCASTLE.COM NATASHA MONTALVO - A&E SPECIALIST (206) 336-2886 NATASHA.MONTALVO. CONTRACTOR®CROWNCASTLE.COM ENGINEER OF RECORD: VECTOR STRUCTURAL ENGINEERING 651 W. GALENA PARK BLVD., SUITE 101 DRAPER, UT84020 WELLS L. HOLMES, SE PH: 801.990.1775 T v •Mobile P004047E MOHAWK MONOPOLE 150.0' BUSINESS UNIT ##: SITE ADDRESS: COUNTY: JURISDICTION T -MOBILE L600 SITE OWNER T -MOBILE DEVELOPMENT MGR _ T -MOBILE CONSTRUCTION MGR _ T -MOBILE OPS MGR _ T -MOBILE REGULATORY REVIEW_ T -MOBILE PROJECT MGR _ T -MOBILE PERMITTING THE PARTIES ABOVE HEREBY APPROVE AND ACCEPT THESE DOCUMENTS AND AUTHORIZE THE CONTRACTOR TO PROCEED WITH THE CONSTRUCTION DESCRIBED HEREIN. ALL CONSTRUCTION DOCUMENTS ARE SUBJECT TO REVIEW BY THE LOCAL BUILDING DEPARTMENT AND ANY CHANGES AND MODIFICATIONS THEY MAY IMPOSE. 879543 2656 OLYMPIC AVE SPRINGFIELD, OR 97478 LANE CITY OF SPRINGFIELD P004047E MOHAWK L600 FCD SMARTLINK 08-19-2019 LOCATION MAP I n" I Marcnla Rd Mvetla 9tl �• Mureoln RE n4 = W z �r PROJECT � 3 R°� AREA ,...raw Y y � m—Rd VartRla Rd S H � , Ramsar ,�° • s DRIVING DIRECTIONS FROM LOCAL T -MOBILE OFFICE (8960 ALDERWOOD ROAD, PORTLAND, OR 97220): 1. GET ON I-205 S FROM NE 92ND DR, NE COLUMBIA BLVD AND ESTIMATED DISTANCE: 123 MILES NE KILLINGSWORTH ST ESTIMATED TIME: 2HRS 0 MINI -TES 2. FOLLOW I-205 S AND I-5 S TO MOHAWK BLVD IN SPRINGFIELD. TAKE THE MOHAWK BLVD EXIT FROM OR -126 E 3. DRIVE TO OLYMPIC ST 'APPLICABLE CODES/REFEREN( DOCUMENTS ALL WORK SHALL BE PERFORMED AND MATERIALS INSTALLED IN ACCORDANCE WITH THE CURRENT EDITIONS OF THE FOLLOWING CODES AS ADOPTED BY THE LOCAL GOVERNING AUTHORITIES. NOTHING IN THESE PLANS IS TO BE CONSTRUED TO PERMIT WORK NOT CONFORMING TO THESE CODES: CODE 2014 OREGON STRUCTURAL SPECIALITY CODE 2017 OREGON ELECTRICAL SPECIALTY CODE 2014 OREGON ENERGY EFFICIENCY SPECIALTY CODE 2014 MECHANICAL SPECIALTY CODE 2017 NAPA 70 NATIONAL ELECTRICAL CODE 2014 OREGON FIRE CODE 2012 INTERNATIONAL BUILDING CODE ADA COMPLIANCE INSTALLATION IS UNMANNED / NOT FOR HUMAN HABITATION. HANDICAP ACCESS IS NOT REQUIRED PER A.D.A. CALL OREGON ONE CALLdr� m0 0 (800)332-2344 p C ALL 3 WORKING DAYS BEFORE YOU DIGS # € NOSCALE PROJECT DESCRIPTION THE PURPOSE OF THIS PROJECT IS TO ENHANCE BROADBAND CONNECTIVITY AND CAPACITY TO THE EXISTING ELIGIBLE WIRELESS FACILITY. TOWER SCOPE OF WORK * REMOVE (3) T -ARM MOUNTS(3) ANTENNAS, (6) TMAs, (1) COVP, (12)1-5/8" COAX * RELOCATE (6) ANTENNAS, (3) FRIG TO (NMOUNT * INSTALL (1) LOW -PROFILE PLATFORM, (3) ANTENNAS, (3) AHLOA, (1) HCS 2.0 FIBER W/ PENDANT GROUND SCOPE OF WORK * REMOVE (2) CABINETS, (1) FSMB, (1) FSME, (1) FSMF, (3) FRIA, (1) COV? * RELOCATE (1) ESM., (1) FSME TO (N) CABINET * INSTALL (2) CABINETS (2) AMIA, (1) ASIA, (2) ABTA, (1) ASIK, (1) ABIL, (1) 7705 SAR-A, (1) J -BOX W/ OVP DESIGN PACKAGE BASED ON THE RFDS REVISION: 2.1 DATE: 5-20-19 DESIGN PACKAGE BASED ON THE APPLICATION ID: 479352 REVISION: 0 :.. -Mobile.; DRAWING INDEX SHEET # SHEET DESCRIPTION T-1 TITLE SHEET T-2 GENERAL NOTES T-3 GENERAL NOTES C-1.1 OVERALL SITE PLAN & SITE PLAN C-112 EXISTING & FINAL EQUIPMENT LAYOUTS C-2 ELEVATIONS C-3 ANTENNA PLAN LAYOUTS C-4.1 EQUIPMENT SPECIFICATIONS C-4.2 EQUIPMENT SPECIFICATIONS C-5 DETAILS C-6 RFDS G-1 GROUNDING DETAILS ^.3...PE' �ALLDPLAWNAINEDHEREL�ARE [ ONTRA OR SHALLEXISTING DLM1�NSIONS AND CO\DITIONS ON THE IDB SITE AND SNrALLTIFY THE ENGINEER IN WRITING OF A.NY DISCREPANCIES BEFORE DING WITFI THE WORK OR BF R:. Sim `SIBS.; FOR SAME. OREGON APPROVALS APPROVAL SIGNATURE DATE PROJECT MGR T -MOBILE RF ENGINEER SITE ACQUISITION CONSTRUCTION MGR SITE OWNER T -MOBILE DEVELOPMENT MGR _ T -MOBILE CONSTRUCTION MGR _ T -MOBILE OPS MGR _ T -MOBILE REGULATORY REVIEW_ T -MOBILE PROJECT MGR _ T -MOBILE PERMITTING THE PARTIES ABOVE HEREBY APPROVE AND ACCEPT THESE DOCUMENTS AND AUTHORIZE THE CONTRACTOR TO PROCEED WITH THE CONSTRUCTION DESCRIBED HEREIN. ALL CONSTRUCTION DOCUMENTS ARE SUBJECT TO REVIEW BY THE LOCAL BUILDING DEPARTMENT AND ANY CHANGES AND MODIFICATIONS THEY MAY IMPOSE. 879543 2656 OLYMPIC AVE SPRINGFIELD, OR 97478 LANE CITY OF SPRINGFIELD P004047E MOHAWK L600 FCD SMARTLINK 08-19-2019 LOCATION MAP I n" I Marcnla Rd Mvetla 9tl �• Mureoln RE n4 = W z �r PROJECT � 3 R°� AREA ,...raw Y y � m—Rd VartRla Rd S H � , Ramsar ,�° • s DRIVING DIRECTIONS FROM LOCAL T -MOBILE OFFICE (8960 ALDERWOOD ROAD, PORTLAND, OR 97220): 1. GET ON I-205 S FROM NE 92ND DR, NE COLUMBIA BLVD AND ESTIMATED DISTANCE: 123 MILES NE KILLINGSWORTH ST ESTIMATED TIME: 2HRS 0 MINI -TES 2. FOLLOW I-205 S AND I-5 S TO MOHAWK BLVD IN SPRINGFIELD. TAKE THE MOHAWK BLVD EXIT FROM OR -126 E 3. DRIVE TO OLYMPIC ST 'APPLICABLE CODES/REFEREN( DOCUMENTS ALL WORK SHALL BE PERFORMED AND MATERIALS INSTALLED IN ACCORDANCE WITH THE CURRENT EDITIONS OF THE FOLLOWING CODES AS ADOPTED BY THE LOCAL GOVERNING AUTHORITIES. NOTHING IN THESE PLANS IS TO BE CONSTRUED TO PERMIT WORK NOT CONFORMING TO THESE CODES: CODE 2014 OREGON STRUCTURAL SPECIALITY CODE 2017 OREGON ELECTRICAL SPECIALTY CODE 2014 OREGON ENERGY EFFICIENCY SPECIALTY CODE 2014 MECHANICAL SPECIALTY CODE 2017 NAPA 70 NATIONAL ELECTRICAL CODE 2014 OREGON FIRE CODE 2012 INTERNATIONAL BUILDING CODE ADA COMPLIANCE INSTALLATION IS UNMANNED / NOT FOR HUMAN HABITATION. HANDICAP ACCESS IS NOT REQUIRED PER A.D.A. CALL OREGON ONE CALLdr� m0 0 (800)332-2344 p C ALL 3 WORKING DAYS BEFORE YOU DIGS # € NOSCALE PROJECT DESCRIPTION THE PURPOSE OF THIS PROJECT IS TO ENHANCE BROADBAND CONNECTIVITY AND CAPACITY TO THE EXISTING ELIGIBLE WIRELESS FACILITY. TOWER SCOPE OF WORK * REMOVE (3) T -ARM MOUNTS(3) ANTENNAS, (6) TMAs, (1) COVP, (12)1-5/8" COAX * RELOCATE (6) ANTENNAS, (3) FRIG TO (NMOUNT * INSTALL (1) LOW -PROFILE PLATFORM, (3) ANTENNAS, (3) AHLOA, (1) HCS 2.0 FIBER W/ PENDANT GROUND SCOPE OF WORK * REMOVE (2) CABINETS, (1) FSMB, (1) FSME, (1) FSMF, (3) FRIA, (1) COV? * RELOCATE (1) ESM., (1) FSME TO (N) CABINET * INSTALL (2) CABINETS (2) AMIA, (1) ASIA, (2) ABTA, (1) ASIK, (1) ABIL, (1) 7705 SAR-A, (1) J -BOX W/ OVP DESIGN PACKAGE BASED ON THE RFDS REVISION: 2.1 DATE: 5-20-19 DESIGN PACKAGE BASED ON THE APPLICATION ID: 479352 REVISION: 0 :.. -Mobile.; -) r- CROWN .:. CASTLE • CAPITAL DESIGN 5ERV11 21 O1 — AVE E, BUITE 202 _ OLYMPIA. WA 9.506 360.91 5.675❑ W W W.CAPI TALDEB I G NEER V I CEB.—M T -MOBILE SITE NUMBER: P004047E BU #: 879543 SPRINGFIELD 2656 OLYMPIC AVE SPRINGFIELD, OR 97478 EXISTING 150.0' MONOPOLE • • 1 -ISSUED FOR: REV • DATE DRWN DESCRIPTION w7we A 0641-71119 ZS • MARY CL • 0 .19.2031 ZS ANAL CX DRAWINGS CL Y t ••••• e • I� a Fep • • VSE# U2619.3 .191 • • • ^.3...PE' Digitally Signed OREGON CIN❑ H E7�. 8 30 2021 08121/2019 D1,11,11y signed 6y Wells Holmes Wells Holmes Dale: 2018.08.2110:94:09 -06,Da TT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OFA LICENSED PROFESSIONAL ENGINEER, TO ALTERTHI DOCUMENT. SHEET NUMBER 1:VISI0V. T-1 0 GENERAL CONSTRUCTION NOTES I. ALL WORK SHALL ADHERE TO THE REQUIREMENTS OF THE LOCAL BUILDING CODE (LATEST EDITION), AND ALL OTHER APPLICABLE CODES AND ORDINANCES AS REQUIRED BY THE JURISDICTION. 2. CONTRACTOR SHALL CONSTRUCT SITE IN ACCORDANCE WRH THESE DRAWINGS AND THE CARRIER INTEGRATED CONSTRUCTION STANDARDS FOR WIRELESS SITES (LATEST REVISION)• SPECIFICATIONS ARE THE RULING DOCUMENTS, AND ANY DISCREPANCIES BETWEEN THE SPECIFICATIONS AND THESE DRAWINGS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER OF RECORD (EOR) PRIOR TO PROCEEDING WITH CONSTRUCTION. 3. THE DRAWINGS ARE NOT TO BE SCALED. THESE PLANS ARE INTENDED TO BE A DIAGRAMMATIC OUTLINE ONLY, UNLESS OTHERWISENOTED. THE WORK SHALL INCLUDE FURNISHING MATERIALS. EQUIPMENT AND APPURTENANCES, AND LABOR NECESSARY TO EFFECT ALL INSTALLATIONS AS INDICATED ON THE DRAWINGS. 4. CONTRACTOR SHALL VISIT THE JOB SITE AND SHALL FAMILIARIZE HIMSELF WITH ALL CONDITIONS AFFECTING THE PROPOSED WORK AND SHALL MAKE PROVISIONS AS TO THE COST THEREOF. FIELD CONDITIONS INCLUDING DIMENSIONS, AND CONFIRMING THAT THE WORK MAYBE ACCOMPLISHED AS SHOWN IN THE DRAWINGS PRIOR TO PROCEEDING WITH CONSTRUCTION, IS REQUIRED. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE EOR PRIOR TO THE COMMENCEMENT OF WORK. NO COMPENSATION WILL BE AWARDED BASED ON CLAIM OF LACK OF KNOWLEDGE OF FIELD CONDITIONS. 5. DIMENSIONS SHOWN ARE TO FINISH SURFACES UNLESS OTHERWISE NOTED. SPACING BETWEEN EQUIPMENT IS REQUIRED CLEARANCE. THEREFORE, IT IS CRITICAL TO FIELD VERIFY DIMENSIONS, AND SHOULD THERE BE ANY QUESTIONS REGARDING THE CONTRACT DOCUMENTS, EXISTING CONDITIONS AND/OR DESIGN INTENT, THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING THE WORK 6, DETAILS ARE INTENDED TO SHOW DESIGN INTENT. MODIFICATIONS MAY BE REQUIRED TO SUIT JOB DIMENSIONS OR CONDITIONS, AND SUCH MODIFICATIONS SHALL BE INCLUDED AS PART OF THE WORK. 7, CONTRACTOR SHALL RECEIVE CLARIFICATION IN WRITING, AND SHALL RECEIVE IN WRITING AUTHORIZATION TO PROCEED BEFORE STARTING WORK ON ANY ITEMS NOT CLEARLY DEFINED OR IDENTIFIED BY THE CONTRACT DOCUMENTS. 8. CONTRACTOR SHALLSUPERVISE AND DIRECT THE WORK USING THE BEST CONSTRUCTION SKILLS AND ATTENTION. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS. METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES AND FOR COORDINATING ALL PORTIONS OF THE WORK UNDER CONTRACT, UNLESS OTHERWISE NOTED. 9. CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY OF THE WORK AREA, ADJACENT AREAS AND BUILDING OCCUPANTS THAT ARE LIKELYTO BE AFFECTED BY THE WORK UNDER THIS CONTRACT. WORK SHALL CONFORM TO ALL OSHA REQUIREMENTS. 4. CONTRACTOR SHALL COORDINATE HIS WORK WITH THE SUPERINTENDENT OF BUILDINGS B GROUNDS AND SCHEDULE HIS ACTIVITIES AND WORKING HOURS IN ACCORDANCE WITH THE REQUIREMENTS. 11, CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING HIS WORK WITH THE WORK OF OTHERS AS R MAY RELATE TO RADIO EQUIPMENT, ANTENNAS AND ANY OTHER PORTIONS OF THE WORK. 12. INSTALL ALL EQUIPMENT AND MATERIALS IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS UNLESS SPECIFICALLY OTHERWISE INDICATED OR WHERE LOCAL CODES OR REGULATIONS TAKE PRECEDENCE. 13. MAKE NECESSARY PROVISIONS TO PROTECT EXISTING SURFACES, EQUIPMENT, IMPROVEMENTS. PIPING ETC. AND IMMEDIATELY REPAIR ANY DAMAGE THAT OCCURS DURING CONSTRUCTION. 14. IN DRILLING HOLES INTO CONCRETE WHETHER FOR FASTENING OR ANCHORING PURPOSES. OR PENETRATIONS THROUGH THE FLOOR FOR CONDUIT RUNS, PIPE RUNS, ETC., MUST BE CLEARLY UNDERSTOOD THAT REINFORCING STEEL SHALL NOT BE DRILLED INTO, CUT OR DAMAGED UNDER ANY CIRCUMSTANCES (UNLESS NOTED OTHERWISE). LOCATIONS OF REINFORCING STEEL ARE NOT DEFINITELY KNOWN AND THEREFORE MUST BE SEARCHED FOR BY APPROPRIATE METHODS AND EQUIPMENT. 15. REPAIR ALL EXISTING WALL SURFACES DAMAGED DURING CONSTRUCTION SUCH THATTHEY MATCH AND BLEND IN WITH ADJACENT SURFACES. 16. SEAL PENETRATIONS THROUGH FIRE RATED AREAS WITH U.L. LISTED AND FIRE CODE APPROVED MATERIALS. 17. KEEP CONTRACT AREA CLEAN, HAZARD FREE, AND DISPOSE OF ALL DIRT, DEBRIS, AND RUBBISH. EQUIPMENT NOT SPECIFIED AS REMAINING ON THE PROPERTY OF THE OWNER SHALL BE REMOVED. LEAVE PREMISES IN CLEAN CONDITION AND FREE FROM PAINT SPOTS, DUST, OR SMUDGES OF ANY NATURE. CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING ALL ITEMS UNTIL COMPLETION OF CONSTRUCTION. 18. MINIMUM BEND RADIUS OF ANTENNA CABLES SHALL BE IN ACCORDANCE WRH CABLE MANUFACTURERS RECOMMENDATIONS. 19, ALL EXISTING INACTIVE SEWER. WATER, GAS, ELECTRIC AND OTHER UTILITIES, WHICH INTERFERE WITH THE EXECUTION OF THE WORK. SHALL BE REMOVED AND/OR CAPPED, PLUGGED OR OTHERWISE DISCONTINUED AT POINTS WHICH WILL NOT INTERFERE WITH THE EXECUTION OF THE WORK, SUBJECT TO THE APPROVAL OF THE ENGINEER. 20. CONTRACTOR SHALL MINIMIZE DISTURBANCE TO EXISTING SEE DURING CONSTRUCTION. EROSION CONTROL MEASURES, IF REQUIRED DURING CONSTRUCTION SHALL BE IN CONFORMANCE WITH JURISDICTIONAL OR STATE AND LOCAL GUIDELINES FOR EROSION AND SEDIMENT CONTROL AND COORDINATED WITH LOCAL REGULATORY AUTHORITIES, 21. LIGHT SHADED LINES AND NOTES REPRESENT WORK PREVIOUSLY DONE. DARK SHADED LINES AND NOTES REPRESENT THE SCOPE OF WORK FOR THIS PROJECT. CONTRACTOR SHALL VERIFY IF EXISTING CONSTRUCTION IS COMPLETE. CONTRACTOR SHALL NOTIFY ENGINEER OF ANY EXISTING CONDITIONS THAT DEVIATE FROM THE DRAWINGS PRIOR TO BEGINNING CONSTRUCTION. 22. CONTRACTOR SHALL SECURE ALL NECESSARY PERMITS AND/OR WIRING CERTIFICATES REQUIRED FOR THE ELECTRICAL SERVICE UPGRADE. IN ADDITION, CONTRACTOR SHALL PROVIDE ALL NECESSARY COORDINATION AND SCHEDULING WITH THE SERVING ELECTRICAL UTILITY AND LOCAL INSPECTION AUTHORITIES. 23. CONTRACTOR TO VERIFY ALL ASPECTS OF THE EXISTING STRUCTURE FOR CONFORMITY WITH THE VALUES SHOWN IN THESE DRAWINGS AND NOTIFY THE E.O.R. IF ANY DISCREPANCIES ARE FOUND. ALL ELEMENTS OF EXISTING STRUCTURE TO REMAIN UNDISTURBED. U.N.O. SITE WORK NOTES 1. DO NOT EXCAVATE OR DISTURB BEYOND THE PROPERTY LINES OR LEASE LINES, UNLESS OTHERWISE NOTED, 2. DO NOT SCALE BUILDING DIMENSIONS FROM DRAWING. 3. SIZE, LOCATION AND TYPE Of ANY UNDERGROUND UTILITIES OR IMPROVEMENTS SHALL BE ACCURATELY NOTED AND PLACED ON A"UILT DRAWINGS BY GENERAL CONTRACTOR AND ISSUED TO ARCHITECT/ENGINEER AT COMPLETION OF PROJECT. 4, ALL EXISTING UTILITIES, FACILITIES, CONDITIONS AND THEIR DIMENSIONS SHOWN ON PLANS HAVE BEEN PLOTTED FROM AVAILABLE RECORDS. THE ENGINEER AND OWNER ASSUME NOT RESPONSIBILITY WHATSOEVER AS TO THE SUFFICIENCY OR ACCURACY OF THE INFORMATION SHOWN ON THE PLANS OR THE MANNER OF THEIR REMOVAL OR ADJUSTMENT. CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING EXACT LOCATION OF ALL EXISTING UTILITIES AND FACILITIES PRIOR TO START OF CONSTRUCTION. CONTRACTOR SHALL ALSO OBTAIN FROM EACH UTILITY COMPANY DETAILED INFORMATION RELATIVE TO WORKING SCHEDULES AND METHODS OF REMOVING OR ADJUSTING EXISTING UTILITIES. S. CONTRACTOR SHALL VERIFY ALL EXISTING UTILITIES BOTH HORIZONTALLY AND VERTICALLY PRIOR TO START OF CONSTRUCTION. ANY DISCREPANCIES OR DOUBTS AS TO THE INTERPRETATION OF PLANS SHALL BE IMMEDIATELY REPORTED TO THE ARCHITECT ENGINEER FOR RESOLUTION AND INSTRUCTION AND NO FU K SHALL BE PERFORMED UNTIL THE DISCREPANCY IS CHECKED AND CORRECTED BYTHE ARCHITECT/ENGINEER. FURTHER ETTO SECURE SUCH INSTRUCTION MEANS CONTRACTOR WILL HAVE WORKED AT HIS/HER OWN RISK AND EXPENSE, 6. CONTRACTOR SHALL CALL LOCAL DIGGER HOT LINE FOR UTILITY LOCATIONS 48 HOURS PRIOR TO START OF CONSTRUCTION. 7. ALL NEW AND EXISTING UTILITY STRUCTURES ON SITE AND IN AREAS TO BE DISTURBED BY CONSTRUCTION SHALL BE ADJUSTED TO FINISH ELEVATIONS PRIOR TO FINAL INSPECTION OF WORK 8, GRADING OF THE SITE WORK AREA 6 TO BE SMOOTH AND CONTINUOUS IN SLOPE AND S TO FEATHER INTO EXISTING GRADES AT THE GRADING LIMITS. 9. ALL TEMPORARY EXCAVATIONS FOR THE INSTALLATION OF FOUNDATIONS, UTILITIES, ETC., SHALL BE PROPERLY LAID BACK OR BRACED IN ACCORDANCE WITH CORRECT OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA) REQUIREMENTS. 10. STRUCTURAL FILLS SUPPORTING PAVEMENTS SHALL BE COMPACTED TO 95% OF MAXIMUM STANDARD PROCTOR DRY DENSITY. 11. NEW GRADES NOT IN BUILDING AND DRIVEWAY IMPROVEMENT AREA TO BE ACHIEVED BY FILLING WITH APPROVED CLEAN FILL AND COMPACTED TO 95% OF STANDARD PROCTOR DENSITY. 12. ALL FILL SHALL BE PLACED IN UNIFORM LIFTS. THE LIFTS THICKNESS SHOULD NOT EXCEED THAT WHICH CAN BE PROPERLY COMPACTED THROUGHOUT ITS ENTIRE DEPTH WITH THE EQUIPMENT AVAILABLE. 13. ANY FILLS PLACED ON EXISTING SLOPES THAT ARE STEEPER THAN 10 HORIZONTAL TO I VERTICAL SHALL BE PROPERLY BENCHED INTO THE EXISTING SLOPE AS DIRECTED BY A GEOTECHNICAL ENGINEER. 14. CONTRACTOR SHALL CLEAN ENTIRE SITE DAILY AFTER CONSTRUCTION SUCH THAT NO PAPERS, THRASH, WEEDS, BRUSH OR ANY OTHER DEPOSES WILL REMAIN, ALL MATERIALS COLLECTED DURING CLEANING OPERATIONS SHALL BE DISPOSED OF OFF-SITE BY THE GENERAL CONTRACTOR. 13. ALL TREES AND SHRUBS WHICH ARE NOT IN DIRECT CONFLICT WITH THE IMPROVEMENTS SHALL BE PROTECTED BY THE GENERAL CONTRACTOR. 16. ALL SITE WORK SHALL BE CAREFULLY COORDINATED BY GENERAL CONTRACTOR WITH LOCAL UTILITY COMPANY. TELEPHONE COMPANY, AND ANY OTHER UTILITY COMPANIES HAVING JURISDICTION OVER THIS LOCATION. FOUNDATION, EXCAVATION AND BACKFILL NOTES 1, ALL FINAL GRADED SLOPES SHALL BE A MAXIMUM 013 HORIZONTAL TO I VERTICAL. 2. ALL EXCAVATIONS PREPARED FOR PLACEMENT OF CONCRETE SHALL BE OF UNDISTURBED SOILS, SUBSTANTIALLY HORIZONTAL AND FREE FROM ANY LOOSE, UNSUITABLE MATERIAL OR FROZEN SOILS, AND WITHOUT THE PRESENCE OF POUNDING WATER. DEWATERING FOR EXCESS GROUND WATER SHALL BE PROVIDED WHEN REQUIRED. COMPACTION OF SOILS UNDER CONCRETE PAD FOUNDATIONS SHALL NOT BE LESS THAN 95% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR THE SOIL IN ACCORDANCE WITH ASTM D1557. 3. CONCRETE FOUNDATIONS SHALL NOT BE PLACED ON ORGANIC OR UNSUITABLE MATERIAL, IF INADEQUATE BEARING CAPACITY IS REACHED AT THE DESIGNED EXCAVATION DEPTH, THE UNSATISFACTORY SOIL SHALL BE EXCAVATED TO ITS FULL DEPTH AND EITHER BE REPLACED WITH MECHANICALLY COMPACTED GRANULAR MATERIAL OR THE EXCAVATION SHALL BE FILLED WITH CONCRETE OF THE SAME TYPE SPECIFIED FOR THE FOUNDATION. CRUSHED STONE MAY BE USED TO STABILRETHE BOTTOM OF THE EXCAVATION. ANY STONE SUB BASE MATERIAL, IF USED, SHALL NOT SUBSTITUTE FOR REQUIRED THICKNESS OF CONCRETE. 4. ALL EXCAVATIONS SHALL BE CLEAN OF UNSUITABLE MATERIAL SUCH AS VEGETATION, TRASH, DEBRIS, AND 50 FORTH PRIOR TO BACK FILLING. BACK FILL SHALL CONSIST OF APPROVED MATERIALS SUCH AS EARTH, LOAM SANDY CLAY, SAND AND GRAVEL OR SOFT SHALE, FREE FROM CLODS OR LARGE STONES OVER 2 1/2" MAX DIMENSIONS. ALL BACK FILL SHALL BE PLACED IN COMPACTED LAYERS. 5. ALL FILL MATERIALS AND FOUNDATION BACK FILL SHALL BE PLACED MAXIMUM 6" THICK LIFTS BEFORE COMPACTION. EACH LIFT SHALL BE WETTED IF REQUIRED AND COMPACTEDTO NOT LESS THAN 95% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR SOIL IN ACCORDANCE WITH ASTM DI667. 6. NEWLY PLACED CONCRETE FOUNDATIONS SHALL CURE A MINIMUM OF 72 HRS PRIOR TO BACK FILLING. 7. FINISHED GRADING SHALL BE SLOPED TO PROVIDE POSITIVE DRAINAGE AND PREVENT STANDING WATER. THE FINAL (FINISH) ELEVATION OF SLAB FOUNDATIONS SHALL SLOPE AWAY IN ALL DIRECTIONS FROM THE CENTER. FINISH GRADE OF CONCRETE PADS SHALL BE A MAXIMUM Of 41NCHES ABOVE FINAL FINISH GRADE ELEVATIONS. PROVIDE SURFACE FILL GRAVEL TO ESTABLISH SPECIFIED ELEVATIONS WHERE REQUIRED. 8, NEWLY GRADED SURFACE AREASTO RECEIVE GRAVEL SHALL BE COVERED WITH GEOTEXBLE FABRIC TYPE: TYPAR-3401 AS MANUFACTURED BY"CONSTRUCTION MATERIAL 1-800-239-3841" OR AN APPROVED EQUIVALENT. SHOWN ON PLANS, THE GEOTEXTILE FABRIC SHALL BE BLACK IN COLOR TO CONTROL THE RECURRENCE OF VEGETATIVE GROWTH AND EMEND TO WITHIN 1 FOOT OUTSIDE THE SITE FENCING OR ELECTRICAL GROUNDING SYSTEM PERIMETER WHICH EVER IS GREATER. ALL FABRIC SHALL BE COVERED WITH A MINIMUM OF 4" DEEP COMPACTED STONE OR GRAVEL AS SPECIFIED. I.E. FDOT TYPE No. 57 FOR FENCED COMPOUND: FDOT TYPE No. 67 FOR ACCESS DRIVE AREA. 9. IN ALL AREAS TO RECEIVE FILL. REMOVE ALL VEGETATION, TOPSOIL, DEBRIS, WET AND UNSATISFACTORY SOIL MATERIALS, OBSTRUCTIONS, AND DELETERIOUS MATERIALS FROM GROUND SURFACE. PLOW STRIP OR BREAK UP SLOPED SURFACES STEEPER THAN 1 VERTICAL TO 4 HORIZONTAL SUCH THAT FILL MATERIAL WILL BIND WISH EXISTING/PREPARED SOIL SURFACE. 10. WHEN SUB GRADE OR PREPARED GROUND SURFACE HAS A DENSITY LESS THAN THAT REQUIRED FOR THE FILL MATERIAL SCARIFY THE GROUND SURFACE TO DEPTH REQUIRED. PULVERIZE, MOISTURE -CONDITION AND/OR AERATE THE SOILS AND RE -COMPACT TO THE REQUIRED DENSITY PRIOR TO PLACEMENT OF FILLS. 11. IN AREAS WHICH EXISTING GRAVEL SURFACING IS REMOVED OR DISTURBED DURING CONSTRUCTION OPERATIONS, REPLACE GRAVEL SURFACING TO MATCH ADJACENT GRAVEL SURFACING AND RESTORED TO THE SAME THICKNESS AND COMPACTION AS SPECIFIED. ALL RESTORED GRAVEL SURFACING SHALL BE FREE FROM CORRUGATIONS AND WAVES. 12. EXISTING GRAVEL SURFACING MAY BE EXCAVATED SEPARATELY AND REUSED WITH THE CONDITION THAT ANY UNFAVORABLE AMOUNTS OF ORGANIC MATTER, OR OTHER DELETERIOUS MATERIALS ARE REMOVED PRIOR TO REUSE. FURNISH ANY ADDITIONAL GRAVEL RESURFACING MATERIAL AS NEEDED TO PROVIDE A FULL DEPTH COMPACTED SURFACE THROUGHOUTSITE. 13. GRAVELSUB SURFACE SHALL BE PREPARED TO REQUIRED COMPACTION AND SUB GRADE ELEVATIONS BEFORE GRAVEL SURFACING IS PLACED AND/OR RESTORED. ANY LOOSE OR DISTURBED MATERIALS SHALL BE THOROUGHLY COMPACTED AND ANY DEPRESSIONS IN THE SUB GRADE SHALL BE FILLED AND COMPACTED WITH APPROVED SELECTED MATERIAL. GRAVELSURFACING MATERIAL SHALL NOT BE USED FOR FILLING DEPRESSIONS IN THE SUB GRADE. 14. PROTECT EXISTING GRAVEL SURFACING AND SUB GRADE IN AREAS WHERE EQUIPMENT LOADS WILL OPERATE. 15. DAMAGE TO EXISTING STRUCTURES AND/OR UTILITIES RESULTING FROM CONTRACTORS NEGLIGENCE SHALL BE REPAIRED AND/OR REPLACED TO THE OWNERS SATISFACTION AT NO ADDITIONAL COST TO THE CONTRACT. 16, ALL SUITABLE BORROW MATERIAL FOR BACK FILL OF THE SITE SHALL BE INCLUDED IN THE BID. EXCESS TOPSOIL AND UNSUITABLE MATERIAL SHALL BE DISPOSED OF OFF SITE AT LOCATIONS APPROVED BY GOVERNING AGENCIES AT NO ADDITIONAL COST TO THE CONTRACT. 17. FOUNDATION DESIGN IS BASED UPON 1,500 PST ALLOWABLE BEARING PRESSURE. INDEPENDENT SOILS TESTING BY A LICENSED GEOTECHNICAL ENGINEER IS STRONGLY RECOMMENDED TO VERIFY SOIL BEARING CAPACITY, SLOPE STABILITY, AND ALL OTHER APPLICABLE SOILS PARAMETERS. STRUCTURAL STEEL NOTES 1. ALL STEEL WORK SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE AISC MANUAL OF STEEL CONSTRUCTION. STEEL SECTIONS SHALL BE IN ACCORDANCE WITH ASTM AS INDICATED BELOW: W -SHAPES: ASTM A992.50 KSI ANGLES, BARS CHANNELS: ASTM A36, 36 K51 HSS SECTIONS: ASTM 500,46 KSI PIPE SECTIONS: ASTM A53 -E, 35 KSI 2. ALL EXTERIOR EXPOSED STEEL AND HARDWARE SHALL BE HOT DIPPED GALVANIZED. 3. ALL WELDING SHALL BE PERFORMED USING E70XX ELECTRODES AND WELDING SHALL CONFORM TO AISC. WHERE FILLET WELD SIZES ARE NOT SHOWN, PROVIDE THE MINIMUM SIZE PER TABLE J2.4 ON THE AISC "MANUAL OF STEEL CONSTRUCTION". PAINTED SURFACES SHALL BE TOUCHED UP. ALL WELDING SHALL BE PERFORMED IN AN APPROVED SHOP. 4. ALL BOLTS FOR STEEL TO STEEL CONNECTIONS TO BE PER ASTM A325. HOLES TO BE 1 /16" DLA. LARGER THAN BOLT, U.N.O. 5. NON-STRUCTURAL CONNECTIONS FOR STEEL GRATING MAY USE 518"0 ASTM A 307 BOLTS UNLESS NOTED OTHERWISE. 6. FIELD MODIFICATIONS ARE TO BE COATED WRH ZINC ENRICHED PAINT. 7. HOLES TO RECEIVE EXPANSION/WEDGE ANCHORS SHALL CONFORM TO MANUFACTURER'S RECOMMENDATION FOR EMBEDMENT DEPTH AND DIAMETER. LOCATE AND AVOID CUTTING EXISTING REBAR OR TENDONS WHEN DRILLING HOLES IN ELEVATED CONCRETE SLABS OR CONCRETE WALLS, 8. USE AND INSTALLATION OF CONCRETE EXPANSION/WEDGE ANCHOR, SHALL BE PER ICC 8: MANUFACTURER'S WRITTEN RECOMMENDED PROCEDURES. THIRD PARTY SPECIAL INSPECTION 6 REQUIRED FOR CONCRETE EXPANSION ANCHORS (I.E. SIMPSON STRONG -BOLT 2 WEDGE ANCHORS PER ESR -3037), INSTALLATION OF WEDGE ANCHORS IN MASONRY IS NOT PERMITTED. INSTALLER NOTE: TOWER MODIFICATIONS ARE TO BE INSTALLED WITHIN ONE YEAR OF CONSTRUCTION START PER SECTION 6.0 OF SEVASCE 37, DESIGN LOADS ON STRUCTURES DURING CONSTRUCTION, WITH A DURATION FACTOR OF 0.80 ON WIND SPEED. Mobile CROWN CASTLE CAPITAL DESIGN SERVICES 21 O1 4TH AVE E, SUITE a02 OLYMPIA, WA 99506 360.91 5.6750 WWW. CAPITALDE51GN9ERV IC -COM T -MOBILE SITE NUMBER: P004047E BU #: 879543 SPRINGFIELD 2656 OLYMPIC AVE SPRINGFIELD, OR 97478 EXISTING 150.0' MONOPOLE •••••• •••• • �Oe•� TCQT TCT V^10. IF • REVDATE DRWK • D - PTION ••• " DES. 06-21-7019 ZS • PRELIDIIN:ARY CL•0 -19-�1 ZS JINAL V RAIVINGS Cy •• • • • •• • • • • • • • "T®■® C AIM • C me • • D VSE#U2619 ZAA qR „1 UR 1ERf,0 ?.Rpp�s! .S �NGtrvEF�So 93606PE Digitally Signed r OREGON aF ` 1 'L0$' �Ay 7SL %D �O E7�IRESi: B 7U1 2021 08/21/2019 Digitally signed by Wells Holmes Wells Holmes Date: 019.08.2110:34:33 UNLESS THEY ARE ACTLNG UNDER THE OF A LICENSED PROFESSIONAL EN( SHEET NUMBE R: EVISIO T-0 2 SPECIAL INSPECTION NOTES 1. CONTRACTOR SHALL PROVIDE REQUIRED SPECIAL INSPECTIONS PERFORMED BYAN INDEPENDENT INSPECTOR, APPROVED BY CARRIER AND THE LOCAL JURISDICTION, AS REQUIRED BY IBC SECTION 1704 AND 1705 FOR THE FOLLOWING: A. STRUCTURAL STEEL: I. ALL HIGH STRENGTH BOLT INSTALLATIONS: BOLTING INSPECTION TASKS SHALL BE IN ACCORDANCE WITH TABLES N5.6 -I, 1,15.6-2, AND N5.63 PER AISC 360-10. fl. FIELD WELDING IIF UTILITEDI. B. BOLTS AND ANCHORS IN CONCRETE: 1. RETROFIT ANCHORS IN CONCRETE (ASHESIVE/EPDXY, EXPANSION, WEDGE, OR SCREW TYPE ANCHORS): INSPECT SIZE, LENGTH, CLEANLINESS, AND INSTALLATION PER MANUFACTURER'S RECOMMENDATIONS. C. CONCRETE CONSTRUCTION: I. VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION SHALL BE IN ACCORDANCE WITH IBC SECTION 1705, TABLE 1705.3. 2. PROVIDE SPECIAL INSPECTIONS FOR OTHER ITEMS NOTED ON DRAWINGS TO CONFIRM COMPLIANCE WITH CONTRACT DOCUMENTS. 3. THE SPECIAL INSPECTOR SHALL PROVIDE A COPY OF THE REPORT TO THE OWNER, ARCHITECT, STRUCTURAL ENGINEER, CONTRACTOR, AND BUILDING OFFICIAL, 4. CONTINUOUS THIRD PARTY SPECIAL INSPECTION REQUIRED FOR ALL BELZONA I I I 1 MOUNTED PLATES AND HARDWARE. INSPECTION OF HIGH-STRENGTH BOLTING [PER AISC 360-10, SECTION N[L. OBSERVATION OF BOLTING OPERATIONS SHALL BE THE PRIMARY METHOD USED TO CONFIRM THAT THE MATERIALS, PROCEDURES AND WORKMANSHIP INCORPORATED IN CONSTRUCTION ARE IN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS AND THE PROVISIONS OF THE RCSC SPECIFICATION. (1) FOR SNUG -TIGHT JOINTS. PRE -INSTALLATION VERIFICATION TESTING AS SPECIFIED IN TABLE N5.6.1 AND MONITORING OF THE INSTALLATION PROCEDURES AS SPECIFIED IN TABLE N5.6.2 ARE NOT APPLICABLE. THE QCI AND OAI NEED NOT BE PRESENT DURING THE INSTALLATION OF FASTENERS IN SNUG -TIGHT JOINTS. (2; FOR PRETENSIONED JOINTS AND SUPCRFICAL JOINTS, WHEN THE INSTALLER 15 USING THE TURN -OF -NUT METHOD WITH MATCHMARKING TECHNIQUES, THE DIRECT -TENSION -INDICATOR METHOD, OR THE TWST-OFF-TYPE TENSION CONTROL BOLT METHOD, MONITORING OF BOLT PRETENSIONING PROCEDURES SHALL BE AS SPECIFIED IN TABLE N5.6.2. THE QCI AND GAI NEED NOT BE PRESENT DURINGTHE INSTALLATION OF FASTENERS WHEN THESE METHODS ARE USED BY THE INSTALLER. 131 FOR PRETENSIONED JOINTS AND SUP -CRITICAL JOINTS, WHEN THE INSTALLER IS USING THE CALIBRATED WRENCH METHOD OR THE TURN.OF-NUT MEFHCD WITHOUT MATCHMARKING, MONITORING OF BOLT PRETENSIONING PROCEDURES SHALL BE AS SPECIFIED IN TABLE N5.6.2. THE QCI AND GAISHALL BE ENGAGED IN THEIR ASSIGNED INSPECTION DUTIES DURING INSTALLATION OF FASTENERS WHEN THESE METHODS ARE USED BY THE INSTALLER. AS A MINIMUM, BOLTING INSPECTION TASKS SHALL BE IN ACCORDANCE WITH TABLES N5.6-1, NSA -2 AND N5.63. IN THESE TABLES, THE INSPECTION TASKS ARE AS FOLLOWS: 0- OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE INSPECTIONS. P -PERFORM THESE TASKS FOR EACH BOLTED CONNECTION. QC - QUALITY CONTROL TASKS TO BE PERFORMED BY STEEL FABRICATOR OR ERECTOR QA- QUALITY ASSURANCE TASKS TO BE PERFORMED BY A SPECIAL INSPECTION AGENCY OR INDIVIDUALS DEFINED BY AWS B5.1, OR INDIVIDUALS QUALIFIED UNDER THE PROVISIONS OF AWS DI. I/D1.IM SUBCLAUSE 6.1.4 TABLE N5.6-1; INSPECTION TASKS PRIOR TO BOLTING INSPECTION TASKS PRIOR TO BOLTING QC QA MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS O P FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS O O PROPER FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE, BOLT LENGTH IF O O THREADS ARE TO BE EXCLUDED FROM SHEAR PLANE) • • • •• PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL O O CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACE CONDITION & HOLE O O PREPARATION, IF SPECIFIED, MEET APPLICABLE REQUIREMENTS PRE -INSTALLATION VERIFICAITON TESTING BY INSTALLATION PERSONNEL OBSERVED AND P O DOCUMENTED FOR FASTENER ASSEMBLIES AND METHODS USED PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS, O O AND OTHER FASTENER COMPONENTS TABLE N5.6-2; INSPECTION TASKS DURING BOLTING INSPECTION TASKS DURING BOLTING QC QA FASTENER ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN ALL HOLES AND WASHERS O O (IF REQUIRED) ARE POSITIONED AS REQUIRED JOINT BROUGHT TO THE SNUG -TIGHT CONDITION PRIOR TO O O THE PRETENSIONING OPERATION FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM ROTATING O O FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC SPECIFICATION, PROGRESSING O O SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD THE FREE EDGES TABLE N5.6-3; INSPECTION TASKS AFTER BOLTING INSPECTION TASKS DURING BOLTING QC QA DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS P P REQUIRED STRUCTURAL OBSERVATION STRUCTURAL OBSERVATION FOR SEISMIC RESISTANCE; STRUCTURE HEIGHT > 75' PER IBC 1704.5.1 r - T. .. Mobile _m:c CROWN CASTLE CAPITAL OESIGN SERVICES 2101 T. AVE E, el11TE 2O2 OLYMPIA, WA 9aED6 36D.91 6.6750 WWW.CA 1I DE510N8ERVICE8. CDM T -MOBILE SITE NUMBER: P004047E BU #: 879543 SPRINGFIELD 2656 OLYMPIC AVE SPRINGFIELD, OR 97478 EXISTING 150.0' MONOPOLE �• ISSUED FOR: • • REV DATE DR.WN • DESCMPIYON a.• -s IDES/Q A 06-21-2019 ZS • PRELLAIINARY CL 0 4 19 - ZS F.'ALUX RAWINGS • • •• • • • •• VSE; U2B19.133.99T ,aucTua /'�0.Ep aRp�FS W � 'r 93fi0fiPE r Digitally Signed OREGON �F7 `�tY ,p, 'LD�a�"y S IIND HO F]�ES:] S 0 071 08/21/2019 DWally signed by wells Halmos Wells Holmes Date:2019.08.2110:34:46 -06`06' IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLFSS THEY ARE ACTING NVDERTHE DIRECTION L OF A LICENSED PROFESSIONAL ENGINEER, SHEET NUMBER F•`VISIOt. T-3 0 1 — III GRASS FIELD 1 � I � I I tEl GRASS FIELD I LI II (E) ASPHALT STORAGE YARD I •1 (E)ASPHALT DRIVEWAY/—,� - PARKING LOT li I I; PARCRT #:1733264100102 — — — — ZONED: COMMERCIAL AREA: 21 AC7iES _I 6 III GRAM FIELD I it (E) BUILDING (IYP) T -MOBILE PROJECT — - -- LOCATION: SEE 2/C-1 A I I I • - -� - 12'3: I INGRESS/EGRESS= OLYMPIC µ 11R6PLINI + OLYMPIC STREET (EI TREE(TYP) LS ISCLAIMER: INES AND STRUCTURES HAVE BEEN DIGITIZED FROM PREVIOUS PLAN SETS OR SORS MAPS. CROWN CASTLE USA INC. HAS NOT COMPLETED A SITE D THEREFORE MAKES NO CLAIMS AS TO THE ACCURACY OF INFORMATK7N N THIS SHEET. OVERALL SITE PLAN SCALE: 11X17 SCALE: 1"=69-T 22X34 SCALE: 1" = 30'-0" NOTES: 1. THE PROJECT CM / PM TO VERIFY ANY REQUIRED PAINTING REQUIREMENTS FOR PROPOSED TOWER, ANTENNAS, ANCILLARY EQUIPMENT, CABLES, AND HARDWARE PRIOR TO ORDERING / INSTALLING EQUIPMENT. N SITE PLAN 2 SCALE: 11 X17 SCALE: 1/16"=1'-0" 0' 8' 16' 32' 22X34 SCALE: 1/8" = 1'-0" T Mobile CROWN CASTLE CAPITAL DESIGN SERVICES 3!DI 4TH AVE E. B=ITE 3D1 OLYMPIA, WA 9e3.. 36=.91 6.6'l6p W W W.CAPITALDE910N9ERVICE9.COM rT-'M7qOBILE SITE NUMBER: PC 04047E BU #: 879543 SPRINGFIELD 2656 OLYMPIC AVE SPRINGFIELD, OR 97478 EXISTING 150.0' MONOPOLE • e ____--- —__ • REV DATE DRWN • DESGRIPTION DESdQ�' T -MOBILE PROJECT ZS , f -ARY CL 3 &19-20?9 LOCATION. LOCATED - WITHIN (E) STORAGE UNIT: I SEE SHEET C-1.2 I (E) DOOR N SITE PLAN 2 SCALE: 11 X17 SCALE: 1/16"=1'-0" 0' 8' 16' 32' 22X34 SCALE: 1/8" = 1'-0" T Mobile CROWN CASTLE CAPITAL DESIGN SERVICES 3!DI 4TH AVE E. B=ITE 3D1 OLYMPIA, WA 9e3.. 36=.91 6.6'l6p W W W.CAPITALDE910N9ERVICE9.COM rT-'M7qOBILE SITE NUMBER: PC 04047E BU #: 879543 SPRINGFIELD 2656 OLYMPIC AVE SPRINGFIELD, OR 97478 EXISTING 150.0' MONOPOLE • e ____--- —__ • ej� 00600. -% ••EOTIOR ••••: en•I•ngaT,• ••• VSE# U261WA2Id&1 ��ucTUR ro�gfD 'R0:f9 .�G �NEF95'o � 93806PE Digitally Signed 19 E)�FES 8 2021 08/21/2019 Digitally aignad 6y Welle Holmes Wells Holmes Data. 2019.08.2110:34:65 -06'00' IT IS A VIOLATION OF LAW FOR ANY PERSON, I1NLESS THEY ARE ACTING UNDER TJ -IE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. SHEET NUMBER:EVISIOR- REV DATE DRWN • DESGRIPTION DESdQ�' A 3621-2019 ZS , f -ARY CL 3 &19-20?9 ZS FINAL CX DRAWINGS r 'l.E • ej� 00600. -% ••EOTIOR ••••: en•I•ngaT,• ••• VSE# U261WA2Id&1 ��ucTUR ro�gfD 'R0:f9 .�G �NEF95'o � 93806PE Digitally Signed 19 E)�FES 8 2021 08/21/2019 Digitally aignad 6y Welle Holmes Wells Holmes Data. 2019.08.2110:34:65 -06'00' IT IS A VIOLATION OF LAW FOR ANY PERSON, I1NLESS THEY ARE ACTING UNDER TJ -IE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. SHEET NUMBER:EVISIOR- C-1.1 0 e f�(E) T -MOBILE COVP TO BE REMOVED / (E) T -MOBILE 1.5/8" COAX CABLE (230 - / - LI), TYP OF (12), TO BE REMOVED I O (E) T -MOBILE NSN HIGH -CAP HCS _.. CABLE (250 LF), TO REMAIN 00 � r I (E) T -MOBILE PURCD.L BATTERY CABINET TO BE REMOVED (E) T -MOBILE FCOA CABINET TO --- BE REMOVED / (E) T -MOBILE EQUIPMENT TO BE REMOVED IN CABINET • (1) F5MB • (1) FSME MF (1) fS • (3) FRIA 11,•- (E) T -MOBILE EQUIPMENT TO BE RELOCATED TO (N) CABINET (EI T -MOBILE 14'-C x 20'-0"EQUIPMENT • (I) ESMB J� AREA, WITHIN (E) STORAGE UNIT(I) FSME r(E) ACCESS DOOR N EXISTING EQUIPMENT LAYOUT PLAN SCALE: 11 X 17 SCALE: 1/4" = 1'-p 0' 2' 4' 8' 22X34 SCALE: 1/2 ADU IN) T -MOBILE EQUIPMENT SCHEDULE (AT GROUND) NOKIA AMIA REMOVE (E) / (E) TO REMAIN / ADD (N) QTY TECHNOLOGY MFR MODEL DIMENSIONS (LxW OR WEIGHT ( REMOVE(E) (1) BASEBAND" NOKIA FSMB TD (TBD) REMOVE (E) (1) BASEBAND" NOKIA FSME TBD ( TBD) REMOVE (E) (1) BASEBAND" NOKIA FSMF TBD (TBD) REMOVE (E) (3) RRU NOKIA FRIA 19.3" x 22.0" x 5.2" ( 55.0) REMOVE (E) (1) COVP RAYCAP RNSNDC-7771-PF-48 20.4" x 18.9" x 5.8" (19.01 ADU IN) v) SUBRACK" NOKIA AMIA 5.2"x 17.6"x 15.7" ( ±50.0 ADD (NJ (1) BASEBAND"' NOKIA ASIA 1.7"x8.6"x14.2" I 6.6 ADD (N) (2) BASEBAND" NOKIA ABIA 1.1"x8.6"x14.2" 4.4 A0D N) 1 BASEBAND' NOKIA ASIK TBD TBD ADD (N) (1) BASEBAND" NOKIA ABIL TBD TBD ADD (N) (1) ROUTER NOKIA 7705-SAR-A 1.73"x17.4"x9.5" TBD ADD (N) (1) J- FOXW/OVP NOKIA I FE-16148.OVP-B1 16.0"X140X8.0" 15.2 *ALL EXISTING AND/OR NEW BASEBAND SUBRACKS 8: MODULES TO BE LOCATED INSIDE (E) OR (N) CABINET OR RACK SYSTEM THE DESIGN OF CABINET ANCHORAGE TO BE PERFORMED BY OTHERS. (N) T -MOBILE HCS - 2.0 J-BOXTO BE 1 ADDED C (N) T -MOBILE DELTA L02 BATTERY CABINET TO BE ADDE�I: CABINET ANCHORAGE DESIGN TO BE PERFORMED BY OTHERS (N) T -MOBILE EQUIPMENT TO BE ADDED pI CABINET • (I) CSR 7705 SAR-A - T -MOBILE HCS 2.0 FIBER CABLE 50 LFI, TO BE ADDED: CABLE ROUTE ) FOLLOW (E) CABLE ROUTE FINAL EQUIPMENT LAYOUT PLAN SCALE: 11 X17 SCALE: I X= V-0" 22X34 SCALE: 1 /2" = 1, 0" T -MOBLE NSN HIGH -CAP HCS \BLE (250 LF), TO REMAIN I T -MOBILE DELTA HPL3 1BINET TO BE ADDED; 1BINET ANCHORAGE DESIGN BE PERFORMED BY OTHERS T -MOBILE EQUIPMENT TO BE )DED IN CABINET 2) AMIA 1) ASIA 2) ABTA 1) ASIK 1) ABIL T -MOBILE EQUIPMENT TO BE RELOCATED TO (N) CABINET • (1) ESMB (E) T -MOBILE ST 2x-0"EQUIPMENT • (i) FSME AREA. WITHIN(E) HIN (E) STORAGE UNIT (E) ACCESS DOOR MM `I0 � w:1 I • • -Mobile CROWN (c. CASTLE (9-W APITAL DESIGN SERVICES 9101 4TH AVE E, SUITE 000 OLYMPIA, WA 99506 360.915.6'150 .CAPITALOESia NSERVICES.00M T -MOBILE SITE NUMBER: P004047E BU #: 879543 SPRINGFIELD 2656 OLYMPIC AVE SPRINGFIELD, OR 97478 EXISTING 150.0' MONOPOLE :..... .... • • •••••• •• • • ISSUED FOR: • REY DATE DRWN • OPSC• F'r1ON DES.AQ- A 06-21-2019 ZS P 1-1 - :ARY CL 0 0119-201 ZS FINAL Cx DRAWINGS •�• • • • • • • • OF jj�rp&m n • 1•n S e %Is • • VSE# 1.126198WA91 P111!1!r1'p11%rw1 Digitally Signed OREGON h OND DB'W6: 8 3D 1 08/21/2019 Digitally slgned by Wells Holmes Wells Holmes Date: 2019,08.2110:35:04 ae'Da IT IS A VIOLAT70N OF LAW FOR ANI' PERSON, k.UNLESS T'HEY.ARE.ACIING UNDERTHIE DIRECTION OFA LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. SHEET NUMBERL1 I SIO C -1.2C -o) I E T -MOBILE ANTENNA TIP HEIGHT 121.5' AGL (E) T -MOBILE ANTENNA MOUNTED TO T -ARM MOUNT, TYP OF (2) PER SECTOR, (6) TOTAL TO BE RELOCATED TO (N) PLATFORM MOUNT: SEE SHEET C-3 (E) T -MOBILE ANTENNA MOUNTEDTO T -ARM MOUNT, TYP OF (1) PER SECTOR, (3) TOTAL, TO BE REMOVED; SEE SHEET C3 I (E) T -MOBILE ANTENNAS MOUNTED TO LOW -PROFILE PLATFORM. TYP OF (6) TO BE REMOVED; SEE SHEET C3 (E) T -MOBILE 1-5/8"COAX CABLE 1230 LF), TYP OF (12). TO BE REMOVED (E) T -MOBILE NSN HIGH -CAP HCS CABLE (250 LF), TO REMAIN NOTES: I. THE PROJECT CM / PM TO VERIFY ANY REQUIRED PAINTING REQUIREMENTS FOR PROPOSED TOWER, ANTENNAS, ANCILLARY EQUIPMENT, CABLES, AND HARDWARE PRIOR TO ORDERING / INSTALLING EQUIPMENT, IEI OTHER CARRIER ANTENNA MOUNT CENTER ' 150.0' AGL M TOP OF MONOPOLE A, 150.0' AGL Y IEI OTHER CARRIER ANTENNA MOUNT CENTER I A L� _ E Taj MOBILE ANTENNA TIP NEIGH? L� MT -MOBILE ANTENNA RAD CENTER 119.0' AGL' (EI T -MOBILE T -ARM MOUNT, TYP OF Q) PER SECTOR, (3) TOTAL, TO BE REMOVED; SEE SHEET C3 T -MOBILE EQUIPMENT ANTENNA CL: 119' MOUNT CL' 119' EXISTING ELEVATION SCALE: 11 X77 SCALE: 3/64"=1'-0" 0' 8' 32' 22X34 SCALE: IE,J TOP OF GRADE b ,. 1 NI T -MOBILE ANTENNA TIP HEIGHT 23.0' AGL (E) T -MOBILE ANTENNA MOUNTED TO T -ARM MOUNT, TYP OF (2) PER SECTOR, (6) TOTAL TO BE RELOCATED TO (NI PLATFORM MOUNT; SEE SHEET C-3 (N) T -MOBILE ANTENNA MOUNTED TO LOW -PROFILE PLATFORM, TYP OF (1) PER SECTOR, (3) TOTAL, TO BE ADDED; SEE SHEET C3 (E)T-MOBILE ANTENNAS MOUNTED TO LOW -PROFILE PLATFORM, TYP OF (6) TO BE REMOVED: SEE SHEET C3 (NJ T -MOBILE HCS 2.0 FIBER CABLE (250 LF), TO BE ADDED; CABLE ROUTE TO FOLLOW (E) CABLE ROUTE s y (E) T -MOBILE NSN HIGH -CAP HCS CABLE (250 LF), TO REMAIN E T -MOBILE ANTENNA TIP HEIGHT 123,0' AGL ' IN&E1 T -MOBILE ANTENNA RAD CENTER 119.0'AGL (N) T -MOBILE LOW -PROFILE PLATFORM (SREPROI PART ORMQP-496-HKI, TO BE ADDED: SEE DETAIL ON SHEET C-5 T•MOBILE EQUIPMENT ANTENNA CU 119' MOUNT CL: 119' LET TOP OF GRADE S' 2 NEW ELEVATION SCALE: 11 X17 SCA LE: 3/64"=1'-0" 0' 8' 32' 22X34 SCALE: 3/32" = 1'-0" _ F Mobile ° CROWN CASTLE CAPITAL OESIGN SERVICES 2101, 4TH AVE E, HLIITF 202 OLYMPIA, WA 9HfiCfi 26p.915.6750 W W W.CAPTALOEHI pNHER V ICEH.CCM T -MOBILE SITE NUMBER: P004047E BU #: 879543 SPRINGFIELD 2656 OLYMPIC AVE SPRINGFIELD, OR 97478 EXISTING 150.0' MONOPOLE • • . • • ISSUED FOR: • DRAIN • Dp WpnoN V5 IEI OTHER CARRIER ANTENNA MOUNT CENTER ZS T ARY I50A' AGL. FRENIDATE .IET TOP OF MONOPOLE �. _y 150.0'AGL I - IEI OTHER CARRIER ANTENNA MOUNT CENTER 130.0 AGL s y (E) T -MOBILE NSN HIGH -CAP HCS CABLE (250 LF), TO REMAIN E T -MOBILE ANTENNA TIP HEIGHT 123,0' AGL ' IN&E1 T -MOBILE ANTENNA RAD CENTER 119.0'AGL (N) T -MOBILE LOW -PROFILE PLATFORM (SREPROI PART ORMQP-496-HKI, TO BE ADDED: SEE DETAIL ON SHEET C-5 T•MOBILE EQUIPMENT ANTENNA CU 119' MOUNT CL: 119' LET TOP OF GRADE S' 2 NEW ELEVATION SCALE: 11 X17 SCA LE: 3/64"=1'-0" 0' 8' 32' 22X34 SCALE: 3/32" = 1'-0" _ F Mobile ° CROWN CASTLE CAPITAL OESIGN SERVICES 2101, 4TH AVE E, HLIITF 202 OLYMPIA, WA 9HfiCfi 26p.915.6750 W W W.CAPTALOEHI pNHER V ICEH.CCM T -MOBILE SITE NUMBER: P004047E BU #: 879543 SPRINGFIELD 2656 OLYMPIC AVE SPRINGFIELD, OR 97478 EXISTING 150.0' MONOPOLE • • . • • ISSUED FOR: • �� CT URq .:f�EO PkOrfs( �ti r � 93808PE Digitally Signed r �11EIII X8730 08/21/2019 W@IIS F'Iolm@S signedells Holmes Dale: 2018.08.21 10:88:14 08'00' UNLESS TT -MY ARE,ACTTNG L'NDERTHE DIRECT OF A LICENSED PROFESSIONAL ENGNEFJ; SHEET NUMBER: C:VISIO DRAIN • Dp WpnoN V5 ZS T ARY CL FRENIDATE ZS FINAL CX DRAWINGS a •C••Is • �� CT URq .:f�EO PkOrfs( �ti r � 93808PE Digitally Signed r �11EIII X8730 08/21/2019 W@IIS F'Iolm@S signedells Holmes Dale: 2018.08.21 10:88:14 08'00' UNLESS TT -MY ARE,ACTTNG L'NDERTHE DIRECT OF A LICENSED PROFESSIONAL ENGNEFJ; SHEET NUMBER: C:VISIO C-2 0 • • VSEi11128•'19312 181 • • •� �� CT URq .:f�EO PkOrfs( �ti r � 93808PE Digitally Signed r �11EIII X8730 08/21/2019 W@IIS F'Iolm@S signedells Holmes Dale: 2018.08.21 10:88:14 08'00' UNLESS TT -MY ARE,ACTTNG L'NDERTHE DIRECT OF A LICENSED PROFESSIONAL ENGNEFJ; SHEET NUMBER: C:VISIO C-2 0 T -MOBILE ANTENNA SCHEDULE - FINAL CONFIGURATION SECTOR EXIST / NEW QTY POSITION TIP HT AZIMUTH MFR MODEL PORT DIMENSIONS (L x W x D) ANTENNA ANDREW EXIST 1 Al 122.5' 15° ANDREW TMBXX-6517-A2M QUAD 82.9" x 11.9" x 6,3"ALPHA JGHT (13.91 NEW 1 EXIST 1 A2 A3 123.0' 122.5' 15° 15° COMMSCOPE ANDREW FFHH-65C-R3 TMBXX-6517-A2M OCT QUAD 95.9" x 25.2'x 9.3" 82.9" x 11.9" x 6.3" 15/8" COAX CABLE EXIST 1 Bl 122.5' 195° ANDREW TMBXX-6517-A2M QUAD 82.9" x 11.9" x 6.3" 44A BETA NEW 1 EXIST 1 B2 B3 123.0' 122.5' 195° 195° COMMSCOPE ANDREW FFHH-65C-R3 TMBXX-6517-A2M OCT QUAD 95.9" x 25.2" x 9.3" 82.9" x 11.9" x 6.3" 142.2 44,4 (3) EXIST 1 Cl 122.5' 285° ANDREW TMBXX-6517-A2M I QUAD 82.9"x11.9"x6.3" 44.4 GAMMA NEW 1 C2 123.0' 285° COMMSCOPE FFHH-65C-R3 OCT 95.9"x25.2"x9.3" 142.2 (E) TO REMAIN EXIST 1 C3 122.5' 2850 ANDREW TMBXX-6517-A2M QUAD 82.9"x 11.9" It 6.3" 44.4 '�'� w MOUNT ADD (N) (3) ANTENNA COMMSCOPE FFHH-65C-R3 95.9" x 25.2" x 9.3" 142.2 ADD (N) (3) RRU NOKIA AHLOA 22.0" x 12.0" x 7.4" 83.6 ADD (N) (1) HC52.0 FIBER/PENDANT - - - t1.71/LF (E) T-M081LE ANTENNA -2.- MOUNTED TO T -ARM MOUNT, v r TYP OF (1) PER SECTOR. (3) TOTAL TO BE REMOVED T -MOBILE EQUIPMENT SCHEDULE (TOWER/POLE) REMOVE (E) / (E) TO REMAIN / ADD (N) QTY TECHNOLOGY MFR MODEL DIMENSIONS (Lx W x D) WEIGHT (LBS) REMOVE (E) (3) ANTENNA ANDREW TMBX-6516-R2M 51.4" x 6,6" x 3.3" (11.21 REMOVE (E) 1 (6) TMA COMMSCOPE ETT19V2S121JB 9.4" It 7.3" x 3.5" (13.91 REMOVE (E) {1) COVP RAYCAP RNSNDC-7771-PF-48 20.4" x 18.9" x 5.8" (19,0) REMOVE (E) 1 (12) 15/8" COAX CABLE i- - - (t1.00/LF) G'4MMq T-MOBILEUNTEDT ANTENNA MOUNTED TO T -ARM MOUNT, �1 (E) RELOCATED (6) ANTENNA ANDREW TMBXX 6517-A2M 82.9" x 11,9" x 6.3" 44.4 (E) RELOCATED (3) RRU NOKIA FRIG 23.8" It 17.2" x 7.5" 59.9 + 7f r a .-n f (E) TO REMAIN (2) RRU NOKIA FXFB 19.3" x 22.a'x 5.2" 55.0 (E) TO REMAIN (1) HI -CAP HCS CABLE - - - t1.60/LF Q� PER SECTOR. (3) TOTAL. TO BE RELOCATED TO (N) PLATFORM '�'� w MOUNT ADD (N) (3) ANTENNA COMMSCOPE FFHH-65C-R3 95.9" x 25.2" x 9.3" 142.2 ADD (N) (3) RRU NOKIA AHLOA 22.0" x 12.0" x 7.4" 83.6 ADD (N) (1) HC52.0 FIBER/PENDANT - - - t1.71/LF (E) T-M081LE ANTENNA -2.- MOUNTED TO T -ARM MOUNT, v r TYP OF (1) PER SECTOR. (3) TOTAL TO BE REMOVED NOTES: (N) T -MOBILE AMEN NA MOUNTED 1. TOWER / POLE STRUCTURAL ANALYSIS / DESIGN TO BE PERFORMED BY OTHERS. 7. REFERENCE MANUFACTURER MANUALS FOR MOUNTING INFORMATION FOR ALL PROPOSED EQUIPMENT, AS NEEDED. 2. ANTENNA / ANCILLARY EQUIPMENT MOUNT ANALYSIS / DESIGN TO BE PERFORMED BY OTHERS. 8. ALL EXISTING AND PROPOSED CABLE LENGTHS ARE APPROXIMATE. THE GENERAL CONTRACTOR SHALL FIELD VERIFY LENGTHS PER FINAL 3. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR PROVIDING ANY NECESSARY TOWER RIGGING PLANS THAT ARE SUBJECT TO OWNER APPROVAL. MOUNTING CONFIGURATION AND STRUCTURAL ANALYSIS. 4. THE GENERAL CONTRACTOR SHALL REFER TO THE FINAL STRUCTURAL ANALYSIS FOR CABLE PLACEMENT. 9. ALL CABLE INSTALLATIONS SHALL CONFORM TO CURRENT CARRIER STANDARDS. 5. THE GENERAL CONTRACTOR SHALL VERIFY FINAL ANTENNA / ANCILLARY EQUIPMENT PLACEMENT, MODEL, QUANTITY, AZIMUTH, ETC. W/ CLIENT RF 10, ALL CABLE INSTALLATIONS SHALL BE WEATHERPROOFED, GENERAL CONTRACTOR TO PROVIDE DRIP LOOPS IN CABLES AND JUMPERS REPRESENTATIVE PRIOR TO ORDERING AND COMMENCING EQUIPMENT INSTALLATION. WHERE APPLICABLE. 6. THE GENERAL CONTRACTOR SHALL FIELD VERIFY THE SUITABILITY OF ANTENNA MOUNT AT SPECIFIED TOWER / POLE ELEVATION PRIOR TO 11. ALL INSTALLED CABLES TO BE COLOR CODED W/ TAPE TO INDICATE ANTENNA SECTOR BASED ON CURRENT CARRIER STANDARDS, ORDERING MATERIALS. 12. COLORED ELECTRICAL TAPE SHALL DENOTE END OF EA. CABLE AND JUMPER AS CLOSE TO THE END AS POSSIBLE (NOT TO INTERFERE WITH WEATHERPROOFING KTT). (E) T•M081LE COVP TO ANTENNA AND CABLE SCHEDULE W SCALE: NOTTOSCALE (N) T -MOBILE LOW -PROFILE PLATFORM (SITEPRO1 PART #RMOP-496-HK). TO BE ADDED; SEE DETAIL ON SHEET C-5 E/ G MAMA �MUTH; 2�e (E) T -MOBILE AHLOA, TYP OF (1) PER SECTOR, (3) TOTAL TO BE ADDED M/ G"q.,Ji �MUryq; 283c tfJ GqA Mq gZIMU1H: 28& IF NEW ANTENNA LAYOUT (N) T -MOBILE AMEN NA MOUNTED I TO LOW -PROFILE PLATFORM, TYP OF (1) PER SECTOR, (3) TOTAL TO BE ADDED I Aqf (E) T -MOBILE ANTENNA Pn MOUNTED TO T -ARM MOUNT, • zp� TO BE TOTAL, TO BE RELOCATED TO (E) T•M081LE COVP TO (NI PLATFORM MOUNT W (E) T -MOBILE FXFB, TYP BE REMOVED •. ti ^d a�� R of G'4MMq T-MOBILEUNTEDT ANTENNA MOUNTED TO T -ARM MOUNT, �1 = TOTAL, TO BE REL COATED6TO (N) PLATFORM MOUNT (E) T -MOBILE TMA, TYP -() i MOBILE O REMAINFTYP OF (L, TO PER TOTAL, TO BE REMOVED REMOVED ED - � Fr GqM ]H, AZiM w + 7f r a .-n f - ! Ir (E) T -MOBILE FRIG, TYP OF (I ) Q� PER SECTOR. (3) TOTAL. TO BE RELOCATED TO (N) PLATFORM '�'� w MOUNT i tE �M � Y °1 - . ~'c MSH. 285- + 1 (E) T-M081LE ANTENNA -2.- MOUNTED TO T -ARM MOUNT, v r TYP OF (1) PER SECTOR. (3) TOTAL TO BE REMOVED C � A M Q N 2 EXISTING ANTENNA LAYOUT -(;D SCALE: 11X17 SCALE: NTS 22X34 SCALE: NTS (N) T -MOBILE LOW -PROFILE PLATFORM (SITEPRO1 PART #RMOP-496-HK). TO BE ADDED; SEE DETAIL ON SHEET C-5 E/ G MAMA �MUTH; 2�e (E) T -MOBILE AHLOA, TYP OF (1) PER SECTOR, (3) TOTAL TO BE ADDED M/ G"q.,Ji �MUryq; 283c tfJ GqA Mq gZIMU1H: 28& IF NEW ANTENNA LAYOUT N I 1 X17 SCALE: NTS 22X34 SCALE: NTS • I Mobile • L CROWN CASTLE (a-A.FI.TAL DESIGN SERVICES 2101 4TH AVE E, SUITE 202 OLYMPIA, WA 99506 360.915.6')30 W.APITALDE-NSERV ICE6.COM T -MOBILE SITE NUMBER P004047E BU #: 879543 SPRINGFIELD 2656 OLYMPIC AVE SPRINGFIELD, OR 97478 EXISTING 150.0' MONOPOLE 'ISSUED FOR: • REV DATE I DRWN • DES4PTION a(4. A 06.21-2(119 ZS 6p , ARY -CEL 0 OR19-271, ZS FINAL CS DRAW NGS • CI# • • L' • •••�\{/\�•®��•,� •••••• • •••i' ETR �••u e n• I n e VSE# U2819012J9,1 • • • • ;aU TUR ,YF.D PkOpE ,4��G'hEIPS'o � Y 4 9380fiPE � Digitally Signed OREGON CIN ExPB85:8 2021 08/21!2019 DigII.Ity signed by Wells Holmes Wells Holmes Date: 2019.08.211035:23 -08'00' IT IS A VIOLATION OP LAW FOR ANY PERSON, CNLESS THEY ARE ACTING LINDERTHE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER TFUS DOCLM NT. TNU("-MBER. F•.�'ISIOM1. (N) T -MOBILE AMEN NA MOUNTED TO LOW -PROFILE PLATFORM, TYP OF (1) PER SECTOR, (3) TOTAL TO BE ADDED I Aqf (E) T -MOBILE ANTENNA Pn MOUNTED TO T -ARM MOUNT, • TYP OFL, RELOCAT(6) TO BE TOTAL, TO BE RELOCATED TO (NI PLATFORM MOUNT (E) T -MOBILE FXFB, TYP OF (21, TO REMAIN N I 1 X17 SCALE: NTS 22X34 SCALE: NTS • I Mobile • L CROWN CASTLE (a-A.FI.TAL DESIGN SERVICES 2101 4TH AVE E, SUITE 202 OLYMPIA, WA 99506 360.915.6')30 W.APITALDE-NSERV ICE6.COM T -MOBILE SITE NUMBER P004047E BU #: 879543 SPRINGFIELD 2656 OLYMPIC AVE SPRINGFIELD, OR 97478 EXISTING 150.0' MONOPOLE 'ISSUED FOR: • REV DATE I DRWN • DES4PTION a(4. A 06.21-2(119 ZS 6p , ARY -CEL 0 OR19-271, ZS FINAL CS DRAW NGS • CI# • • L' • •••�\{/\�•®��•,� •••••• • •••i' ETR �••u e n• I n e VSE# U2819012J9,1 • • • • ;aU TUR ,YF.D PkOpE ,4��G'hEIPS'o � Y 4 9380fiPE � Digitally Signed OREGON CIN ExPB85:8 2021 08/21!2019 DigII.Ity signed by Wells Holmes Wells Holmes Date: 2019.08.211035:23 -08'00' IT IS A VIOLATION OP LAW FOR ANY PERSON, CNLESS THEY ARE ACTING LINDERTHE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER TFUS DOCLM NT. TNU("-MBER. F•.�'ISIOM1. ~IQ T -MOBILE FRIG, TYP OF (I I PER SECTOR, (3) TOTAL, TO BE RELOCATED TO (N) PLATFORM MOUNT A`4 Aqf N I 1 X17 SCALE: NTS 22X34 SCALE: NTS • I Mobile • L CROWN CASTLE (a-A.FI.TAL DESIGN SERVICES 2101 4TH AVE E, SUITE 202 OLYMPIA, WA 99506 360.915.6')30 W.APITALDE-NSERV ICE6.COM T -MOBILE SITE NUMBER P004047E BU #: 879543 SPRINGFIELD 2656 OLYMPIC AVE SPRINGFIELD, OR 97478 EXISTING 150.0' MONOPOLE 'ISSUED FOR: • REV DATE I DRWN • DES4PTION a(4. A 06.21-2(119 ZS 6p , ARY -CEL 0 OR19-271, ZS FINAL CS DRAW NGS • CI# • • L' • •••�\{/\�•®��•,� •••••• • •••i' ETR �••u e n• I n e VSE# U2819012J9,1 • • • • ;aU TUR ,YF.D PkOpE ,4��G'hEIPS'o � Y 4 9380fiPE � Digitally Signed OREGON CIN ExPB85:8 2021 08/21!2019 DigII.Ity signed by Wells Holmes Wells Holmes Date: 2019.08.211035:23 -08'00' IT IS A VIOLATION OP LAW FOR ANY PERSON, CNLESS THEY ARE ACTING LINDERTHE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER TFUS DOCLM NT. TNU("-MBER. F•.�'ISIOM1. ANTENNA MODEL #: FFHH-65C-R3 DIMENSIONS LENGTH: 95.9" WIDTH: 25.2" DEPTH: 9.3" WEIGHT: 142.2 LBS (WEIGHT INCLUDES MOUNTING BRACKET KR) MANUFACTURER: COMMSCOPE NOTES: MOUNT ANTENNA PER MANUFACTURER RECOMMENDATIONS. (ANTENNA SPECIFICATIONS DISCALE: NOTTOSCALE FIBER/POWER J- BOX W/ OVP MODEL #: FE-16148-OVP-B12 DIMENSIONS: HEIGHT: 16.0" WIDTH: 14.0" DEPTH: 8.0" WEIGHT: 15.2 MANUFACTURER: COMMSCOPE W/ NOKIA NOTES: MOUNT PER MANUFACTURER RECOMMENDATIONS. J -BOX W/ OVP SPECIFICATIONS SCALE: NOT TO SCALE AHLOA DIMENSIONS: HEIGHT: 22.0" WIDTH: 12.0" DEPTH: 7.4" WEIGHT: 83.6 LBS MANUFACTURER: NOKIA NOTES: MOUNT RRU PER MANUFACTURER RECOMMENDATIONS. 7705-SAR-A DIMENSIONS: HEIGHT: 1.73" WIDTH: 17.4" DEPTH: 9.5" WEIGHT: TBD NOKIA NOTES: rn--� AHLOA SPECIFICATIONS SCALE: NOTTOSCALE MOUNT ROUTER PER MANUFACTURER RECOMMENDATIONS. ROUTER SPECIFICATIONS ��SCALE: NOT TO SCALE HCS 2.0 FIBER FEED W/ PENDANT MODEL #: FD21206-48S55-XXX DIMENSIONS: LENGTH: VARIES WEIGHT: 1.71 LB/FT • TWELVE 6 AWG CODUCTORS • 48 SINGLE MODE FIBERS • PENDANT W/ 12 HQLC CONNECTORS NOKIA NOTES: MOUNT PER MANUFACTURER RECOMMENDATIONS. rr� FIBER FEED W/ PENDANT SPECIFICATIONS SCALE: NOTTOSCALE �1 NOT USED SCALE: NOT TO SCALE T Mobile-" CROWN CASTLE FffCAIITAL DESIGN SERVICES 2101 4TH AVER. •LATE 202 OLYMPIA, WA 91150. 360.9111..'160 WW,CAPITAL0E1110NHERVIOE9.COM T -MOBILE SITE NUMBER: P004047E BU #: 879543 SPRINGFIELD 2656 OLYMPIC AVE SPRINGFIELD, OR 97478 EXISTING 150.0' MONOPOLE 1 • 1111•• ' 1111•• • ..• 1111 11..11.• • • ••e FE . RJ. :1111• VSE#U261S.44v7 • • • ^0...PE' Digitally Signed NO�EGON�� ash N0 DWFES16 2021 08/2112019 DIORllly slpned by Wells Holmes Wells Holmes Date. 2010,08.2110:36:32 -06,00, IT 3 A VIOLATION OF LAW FOR ANY PWMN, IIN'L11 THEY.NtE _4CTING [INDERTHE,DIP- TTON OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUb1ENT. SHEET NUMBER: 1:VISION. R13V DATE DRWN • DESWPTION A 06.21-2019 ZS NARY a 0 08.19-2*9 2•S FINAL CX DRAWINGS .(3.• 1111 • • • is • • 11.11• ..• 1111 11..11.• • • ••e FE . RJ. :1111• VSE#U261S.44v7 • • • ^0...PE' Digitally Signed NO�EGON�� ash N0 DWFES16 2021 08/2112019 DIORllly slpned by Wells Holmes Wells Holmes Date. 2010,08.2110:36:32 -06,00, IT 3 A VIOLATION OF LAW FOR ANY PWMN, IIN'L11 THEY.NtE _4CTING [INDERTHE,DIP- TTON OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUb1ENT. SHEET NUMBER: 1:VISION. C-4.1 � 0 J HP -LARGE 3 POWER CABINET DIMENSIONS: HEIGHT: 72" WIDTH: 30" DEPTH: 41" WEIGHT: 551 LBS (EMPTY) ±2655 LBS (FULLY LOADED) ±850 LBS (FULLY LOADED) DELTA NOTES: ATTACH PER MANUFACTURER'S SPECIFICATIONS. ABTA DIMENSIONS HEIGHT: 1.1" WIDTH: 8.6" DEPTH: 14.2" WEIGHT: 4.4 LBS NOKIA NOTES: MOUNT MODULE PER MANUFACTURER RECOMMENDATIONS. T POWER CABINET SPECIFICATIONS _ SCALE: NOTTOSCALE a OOODO 00 00 00 ._ 00 l –00 00 00 .00 000060 0o 00 00 00 00a. 0 LABIA SPECIFICATIONS SCALE: NOT TO SCALE ESOF015-ECV02 LB2 CABINET DIMENSIONS: HEIGHT: 72" WIDTH: 30" DEPTH: 41" WEIGHT: 509 LBS (EMPTY) ±2655 LBS (FULLY LOADED) MANUFACTURER: DELTA NOTES: ATTACH PER MANUFACTURER'S SPECIFICATIONS. ASIA P - ,� BATTERY CABINET SPECIFICATIONS SCALE: NOT TO SCALE DIMENSIONS: HEIGHT: 1.7" WIDTH: 8.6" DEPTH: 14.2" WEIGHT: 6.6 LBS MANUFACTURER: NOKIA NOTES: MOUNT MODULE PER MANUFACTURER RECOMMENDATIONS. 0000 x 0 Q 0000000 0 0 00 /,'\ASIA SPECIFICATIONS �SCALE: NOTTOSCALE NITA 1 DIMENSIONS: HEIGHT: 5.2" WIDTH: 17.6" DEPTH: 15.7" WEIGHT: ±50.0 MANUFACTURER: NOKIA NOTES: MOUNT SUBRACK PER MANUFACTURER RECOMMENDATIONS. r,--�AMIA SPECIFICATIONS _ `� SCALE: NOTTOSCALE ASIK MANUFACTURER: NOKIA NOTES: MOUNT MODULE PER MANUFACTURER RECOMMENDATIONS. ABIL MANUFACTURER: NOKIA NOTES: MOUNT MODULE PER MANUFACTURER RECOMMENDATIONS. s �itwwi..-uu,..e.. ka��so�+vsw-:t�n+twu�e �ir�su.r st spm .=c,>• e••og� , amoana•t9a?ass••. •• n� •�•oafi•tx•�aG•e•ac• ®• � le••••00•e••••ea •e 0 ..... — rr--"`.iai dv•,'_A ..•l��i•.endtiwBrr�p. ..•-_..,1 &RFI 94Rf: 43-RF1 0-2 ` SFP20 OSFP20 ASIK/ ABIL SPECIFICATIONS SCALE: NOT TO SCALE • Mobile CROWN CASTLE 1—:w AL DESIGN SERVICES G1 4TH AVE E, BL11TE 3C3 0 LY-1 W4 99506 360.91 S.fi')5D APITALDE91GNe ERV ICE9.GON T -MOBILE SITE NUMBER: P004047E BU #: 879543 SPRINGFIELD 2656 OLYMPIC AVE SPRINGFIELD, OR 97478 EXISTINI G 150.0' MONOPOLE • RSV DATE DRW:ti • DESC,JIPTION A 06-21-2019 ZS .1 ARY CL • 0 0L19.20N ZS FINAL C: DRAWINGS •CI•• w • e n• 1 n e R e VSE1t U2612..11:j1 • • w • ^IUMPE' Digitally Sign ed OREGON !�S l IOD ND OWRES: 8 1 08/21/2019 Wells Holmes Date: 4 by w3lls Holmes Gate: 2019.08.2110:35.45 -06'00' UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER. SHEET IV UMBER tI•:V18I0 C-4.2 � 0 J LOCATKJN, T U-BOLI LOCATION, T' fPKA/J-BOLI LOCATION, T' 00 00 00 00 J O 1 ANTENNA TO PIPE SCALE: NOT TO SCALE (N) T -MOBILE ANTENNA, TYP (N) ANTENNA MOUNTING HARDWARE PROVIDED BY ANTENNA MFR, INSTALL PER MFR RECOMMENDATIONS (E) 2" STANDARD (2.375" O.D. X 0.I U' THICK) MOUNTING PIPE JUNO), CONTRACTOR TO REPLACE W/ LONGER PIPE AS NEEDED TO ACCOMMODATE NEW ANTENNAS DOWN -TILT BRACKETS jTYP) (N) SREPROI CROSSOVER PLATE KR AS NEEDED: CONTRACTOR TO VERIFY PIPE DIAMETERS (E) MOUNT ASSEMBLY SIDE FRONT r RRU/COVP MOUNTING BRACKET _ �SCALE: NOT TO SCALE (NJ FPKA MOUNTING BRACKET, TYP MBX120MM BOLT, TYP OF (2) (NJ T -MOBILE RRU W/ MOUNTING o BRACKET, TYP, ATTACH TO PIPE PER MFR RECOMMENDATKJNS 0 �)SCALE: ANCILLARY EQUIPMENT TO PIPE NOTTOSCALE (N) OR (E) T -MOBILE ANTENNA, TYP (EJ 2" STANDARD (2.375" O.D. X 0.154" THICK) MOUNTING PIPE JUNO) (E) MOUNT ASSEMBLY, TYP r-,`\ MOUNT DETAIL _ SCALE: NOT TO SCALE (N) T -MOBILE LOW PROFILE PLATFORM, SBEPROI PART #RMOP-496-HKOR APPROVED EO UA L, INSTALL PER MFR RECOMMENDATIONS T • -Mobile CROWN CASTLE LMjfb§jje:L-TAL DESIGN SERVIDES131 4TH AVE E, SUITE2LYMPIA, WA 99506 36.915.6'190APITALDESIGNSER VI0EB.Ca M T -MOBILE SITE NUMBER: P004047E BU #: 879543 SPRINGFIELD 2656 OLYMPIC AVE SPRINGFIELD, OR 97478 EXISTING 150.0' MONOPOLE SV DATE A 1 06.21.2019 0 • • ISSUED FOR: • DRWN >► DESrjpiIPT70N DE�; ZS VAJANARY CL ZS PINAL C1i DRAWINGS ' •.•• ��•�•id 4!•• VSE#U2610,?,34 I � \ .�U^7UR �lyF,O P.ROFFS! S �NG;.V R�so � 938D6PE r Digitally Signed �IRIIII EXPM 630 2027 0812112019 Wells Holmes Da1e:201908.21 w35:64 mes Ohm: aola.oe.a1 1o:3s:sa -06'00' TT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS THEY -IRE ACIYNG UNDER THE DIRECTION OP A LICENSED PROFESSIONAL ENGINEER, T TERTHI OCUNWNT. SHEET N[JMBER EVISIOIv. C-5 0 4 NSN Configuration 6001A R4 No U2100 - decommissioned in most markets (Antenna and cabling far onlynne sector shown) A fmceIs Baseband HW may vary depending upon Bandvdddl and MIMO settings I 7705 +CSR) 4 1 Shag pport jjNN��jjgdqd �pp�IJJ��jiji :ltrvasrate .- ESMB GSM FSME UMTS PCS r1 PLUMBING DIAGRAM_ SCALE: NOT TOSCALE Flber I Alrecale SM e8:e.•+1•sr 5G F; 1. 1ASIK+IABIL (9) V-1 2j, Legend AVJ5 LTE "" rs ner u�r m•+1 cmc 1612 � Peeve rlxl 0 • , -Mobile CROWN CASTLE CAPITAL DESIGN j - 9101 4TH AVE E. SUIT&OL-1. W4 9961359Y .GAPITALDEeI:NSERVI T-MOBILE SITE NUMBER: P004047E BU #: 879543 SPRINGFIELD 2656 OLY [PIC AVE SPRINGFIELD, OR 97478 EXISTING 150.0' MONOPOLE • • • reettz.r� nein_ ,• REV DATE DAWN • DESWJPTION iblfs; : Mid Band 'ARY CL s 0 JB -19-2689 ZS RET chained ernes sedom 4(1• _ • s • • x L2100 c Unused Mid Band rA.'tAa) (Alpha) 12 11 10 9 *4 Se 8 7 6 S ._ ilk 1101_ AHLOA a ] �f (6110 Mnzouelfiend) 4777'077' - a AISG ^ n o ........ ... o c I ¢ • r FXF B itUMTS+ 6SM FRIG acs � rf ocr Fiber S Power =j Scbr 8Cw Se4t/ ---------- „-------------------------------- Hybrid Cable (Power & Flberp A fmceIs Baseband HW may vary depending upon Bandvdddl and MIMO settings I 7705 +CSR) 4 1 Shag pport jjNN��jjgdqd �pp�IJJ��jiji :ltrvasrate .- ESMB GSM FSME UMTS PCS r1 PLUMBING DIAGRAM_ SCALE: NOT TOSCALE Flber I Alrecale SM e8:e.•+1•sr 5G F; 1. 1ASIK+IABIL (9) V-1 2j, Legend AVJ5 LTE "" rs ner u�r m•+1 cmc 1612 � Peeve rlxl 0 • , -Mobile CROWN CASTLE CAPITAL DESIGN j - 9101 4TH AVE E. SUIT&OL-1. W4 9961359Y .GAPITALDEeI:NSERVI T-MOBILE SITE NUMBER: P004047E BU #: 879543 SPRINGFIELD 2656 OLY [PIC AVE SPRINGFIELD, OR 97478 EXISTING 150.0' MONOPOLE • • • reettz.r� nein_ ,• REV DATE DAWN • DESWJPTION iblfs; : A 06-21-2019 ZS 'ARY CL s 0 JB -19-2689 ZS FINALCXDRAWINGS 4(1• •• • • s • • x c hZq=MF& !OJ •+• •• 002••• • VSE# U261%?JW21 ^.IE Digitally Signed OREGON h i`4Fp 2N (S LINO Nie f7NnFS`. 6 1 08/21/2019 Digitally signed by Wells Holmes Wells HolmeSDate:2019.D6.2110:36:04 06'00' IT IS A VIOLATION OF LAW FOR ANY PERSON, I;NLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER TO ALTER THIS DOCUMENT. SHEET NUMBER: FVISIO. . C-6 0 GROUNDING NOTES: 1, GROUNDING SHALL COMPLY WITH LATEST EDITION OF THE NATIONAL ELECTRICAL CODE, AS WELL AS T -MOBILE STANDARDS. 2. MINIMUM BENDING RADIUS FOR GROUNDING CONNECTORS IS 8". 3. NO SPLICES PERMITTED IN GROUND CONDUCTORS. 4. ALL GROUNDING CONNECTORS TO BE CLEAN AND FREE OF PAINT AT THEIR MATING SURFACES AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. USE PENETROX ANTIOXIDANT GREASE (OR APPROVED EQUAL). 5. ALL GROUND BAR CONNECTIONS ARE TO BE 2 -HOLE LUG COMPRESSION TYPE. STACKED CONNECTIONS ARE NOT ACCEPTABLE. BACK TO BACK CONNECTIONS ON OPPOSITE SIDES OF THE GROUND BAR WILL BE PERMITTED. 6. ENSURE ALL MECHANICAL CONNECTORS ARE TORQUED TO THE MANUFACTURER'S SPECIFIED VALUES. 7. MULTIPLE BONDS ON GROUND RODS TO BE SEPARATED BY AT LEAST 6". 8. MAXIMUM RESISTANCE OF THE COMPLETED GROUND SYSTEM SHALL NOT EXCEED A RESISTANCE OF 5 OHMS TO EARTH. 9. GROUND WIRES SHALL NOT BE INSTALLED THROUGH HOLES IN ANY METAL OBJECTS OR SUPPORTS; TO PRECLUDE ESTABLISHING A "CHOKE' POINT, 10. GROUND BARS SHALL NOT BE FIELD MODIFIED. 11. GROUND RING BURIAL DEPTH SHALL BE 30". 12. A CERTIFIED CONTRACTOR WILL MAKE ALL MEASUREMENTS REQUIRED TO TEST THE GROUNDING SYSTEM USING A MEGGER OR EQUIVALENT. THE ACCEPTABLE RESISTANCE MEASURED FOR THE GROUNDING SYSTEM WILL NOT EXCEED 5 OHMS RESISTANCE. THREE DISTANCES SHALL BE USED: I AT 100 FEET, 1 AT 70 FEET AND 1 AT 35 FEET. THESE DISTANCES ARE SUBJECT TO A SITE -BY -SITE BASIS. T -MOBILE SHALL BE GIVEN 24 HOURS NOTICE. ALL COSTS ASSOCIATED WITH GROUND TESTING WILL BE AT THE EXPENSE OF THE CONTRACTOR. GROUNDING LEGEND ® GROUND TEST WELL 82 AWG (GREEN) INSULATED COPPER GROUNDROD A MECHANICAL CONNECTION GROUND ROUND LEAD FROM GROUND BAR G p (DOUBLE HOLE LUG) ■ CAD WELD CONNECTION • CONNECT PER MANUFACTURER 0 906-39.119 ZS FINAL QL bRAWINGS,•� SPECIFICATIONS GB GROUNDBAR EARTH GROUND T ■ Mobile ::, CROWN CASTLE CAPITAL DESIGN SERVICE!-: 9101 4TH AVE E. 9SUITE 202 ❑LYM PIA, WA 96506 360.91 S.fi750 fN) ANTENNA OR OTHER WWW.CAPITALOE6I0N6ERVICE5.COM ANCILLARY EQUIP, TYP T -MOBILE SITE NUMBER: P004047E CADW ELD BU #: 879543 SPRINGFIELD CONNECTION (TYP) _ 2656 OLYMPIC AVE #2 AWG GROUND LEADTO ANTENNAS, RRH'S, URGE SUPPRESSORS, DIPLE ERS, SPRINGFIELD, OR 97478 TMA'S, TYP DOUBLE LUG MECHANICAL EXISTING 150.0' MONOPOLE CONNECTION (TYP) GROUND BAR MOUNTED NEAR _ , • ANTENNAS AT TOP OF STRUCTURE • • 0000 fees • 41 GROUND BAR MOUNTED ON CABLE BRIDGE FOR WG KR AT JUMPER TRANSITION EQUIPMENT/COMPOUND — • "' """ ISSUED FOR: 82 AWG (GREEN) INSULATED COPPER RHV DRWN OH�RiPTION D/f/f _ GROUND ROUND LEAD FROM GROUND BAR G p T TOP OF STRUCTURE, TO GROUND D A 96-21-2819 25 11 . , INAR]' CL' BAR AT BASE OF STRUCTURE GIROUNBIN GROUNDINGG 0 906-39.119 ZS FINAL QL bRAWINGS,•� 60 0 so 6 GROUND BAR MOUNTED AT BOTTOM OF SUPPORTING STRUCTURE FOR COAX GROUND KITS ••• • ®} •�••••• GB GROUND BAR MOUNTED ON CABLE BRIDGE FOR WG KR AT JUMPER TRANSITION EQUIPMENT/COMPOUND — GB GROUND RING PROVIDE MIN Of (I i GROUND BAR —-------- FOREQUIPME4T GIROUNBIN GROUNDINGG I GB I IT ISA VIOLATION OF LAW POR ANY PERSON, UNLESS Y71EY ARE ACTING UNDER THE DIRECTION OP A LICENSED PROFESSIONAL ENGINEER. S)HEETIVUMBER: ["VISI O(ti. G-1 0