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Permit D17-0158 - SPRINT - PANEL ANTENNAS
SPRINT 12400 51ST PL S D17-0158 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 0003800003 Permit Number: D17-0158 12400 51ST PL S Project Name: SPRINT Issue Date: 7/31/2017 Permit Expires On: 1/27/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: BNSF RWY PROP TAX DEPT PO BOX 961089 , FORT WORTH, WA, 76161 ANDI SPENCER - CROWN CASTLE 1505 WESTLAKE AVE N STE 800 , SEATTLE, WA, 98109 NORTH SKY COMMUNICATIONS Address: 88TH AVE S , KENT, WA, 98031 License No: NORTHSC857Q4 Lender: Name: SPRINT Address: 1000 124TH AVE NE, STE 201, BELLEVUE, WA, 98005 Phone: (206) 336-2867 Phone: (206) 960-2456 Expiration Date: 11/25/2017 DESCRIPTION OF WORK: REPLACE (3) PANEL ANTENNAS, INSTALL (6) RRH UNITS ON THE TOWER, INSTALL (3) 800 MHZ FILTERS, INSTALL (1) HYBRID LINE, INSTALL (1) POWER JUNCTION CYLINDER, INSTALL L800 EQUIPMENT IN EXISTING CABINET Project Valuation: $25,000.00 Type of Fire Protection: Sprinklers: NO Fire Alarm: NO Type of Construction: Electrical Service Provided by: TUKWILA Fees Collected: $1,010.66 Occupancy per IBC: Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: (Ioittait Date: -1e$1-11 I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: / (4e./ I / Cfa‘,./ w (.31/„. Date: 7 -7I -l7 This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 5: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 6: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 7: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 1 • PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** O CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.TulcwilaWA.gov !. J Building Permit No. SII, 0 Project No. Date Application Accepted: 11 Date Application Expires: I'l (For offic use o ly) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION King Co Assessor's Tax No.: 000380-0003 Site Address: 12200 51st Pl. S.; Tukwila, WA 98178 Tenant Name: Sprint, submitted by Andi Spencer, Crown Castle Suite Number: PROPERTY OWNER Name: Andi Spencer, Crown Castle, on behalf of Sprii Name: BNSF Railway Company City: Seattle State: WA Zip: 98109 Address: 2400 Western Center Blvd Email: andi.spencer@crowncastle.com City: Fort Worth State: TX Zip: 76131 CONTACT PERSON — person receiving all project communication Name: Andi Spencer, Crown Castle, on behalf of Sprii Address: 1505 Westlake Ave N, ste 800 City: Seattle State: WA Zip: 98109 Phone: (206) 336-2867 Fax: Email: andi.spencer@crowncastle.com GENERAL CONTRACTOR INFORMATION Company Name: TBD Company Name: Sprint City: Bellevue State: WA Zip: 98005 Architect Name: Robert Jerry Lara Address: Address: 1000 124th Ave NE, ste 201 City: Bellevue State: WA City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: H:\Applications\Forms-Applications On Line \2011 Applications\Permil Application Revised - 8-9-11.docx Revised: August 2011 bh New Tenant: Floor: ❑ Yes ..No ARCHITECT OF RECORD Name: Sprint, submitted by Andi Spencer, Crown Cas Company Name: Sprint City: Bellevue State: WA Zip: 98005 Architect Name: Robert Jerry Lara Address: 1000 124th Ave NE, ste 201 City: Bellevue State: WA Zip: 98005 Phone: Fax: Email: ENGINEER OF RECORD Name: Sprint, submitted by Andi Spencer, Crown Cas Company Name: Sprint City: Bellevue State: WA Zip: 98005 Engineer Name: Robert Jerry Lara Address: 1000 124th Ave NE, ste 201 City: Bellevue State: WA Zip: 98005 Phone: Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Sprint, submitted by Andi Spencer, Crown Cas Address: 1000 124th Ave NE, ste 201 City: Bellevue State: WA Zip: 98005 Page 1 of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 25,000 Describe the scope of work (please provide detailed information): Replace (3) panel antennas, install (6) RRH units on the tower, install (3) 800 MHZ filters, install (1) hybrid line, install (1) power junction cylinder, install L800 equipment in existing cabinet. Existing Building Valuation: $ Will there be new rack storage? ❑ Yes V.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Existing 600 sq ft lease area Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes Z No if "yes', explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:1ApplicationsWonns-Applications On Line\2011 Applications\Permit Application Revised - 8-9.11.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1s" Floor II -B Utility rd Floor 3`d Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Existing 600 sq ft lease area Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes Z No if "yes', explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:1ApplicationsWonns-Applications On Line\2011 Applications\Permit Application Revised - 8-9.11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): Replace (3) panel antennas, install (6) RRH units on the tower, install (3) 800 MHZ filters, install (1) hybrid line, install (1) power junction cylinder, install L800 equipment in existing cabinet. Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑ ... Water District #125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate O .. Highline ❑ ... Valley View ❑ .. Renton ❑ ...Sewer Availability Provided 0 .. Renton ❑ .. Seattle Septic System: 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): 0 ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) O ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): 0 ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way 0 ❑ ...Total Cut cubic yards ❑ ...Total Fill cubic yards ❑ ...Sanitary Side Sewer 0 ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑. ❑. ❑. ❑. ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ... Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage . Abandon Septic Tank . Curb Cut . Pavement Cut . Looped Fire Line 0 ...Permanent Water Meter Size... ❑ ...Temporary Water Meter Size .. ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public 0 ❑ ...Water Main Extension Public ❑ ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation 0 .. Utility Undergrounding WO # WO it WO # ❑ ...Deduct Water Meter Size Private 0 Private 0 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:Wpplications\Forms-Applications On Line \2011 Applications\Perrnit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). 1 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: ,e4g.c4. � 2,. 02.9upri, G Signature: Date: 06/12/2017 Print Name: Andi Spencer, Crown Castle obo Sprint Day Telephone: (206) 336-2867 Mailing Address: 1505 Westlake Ave N, ste 800 Seattle WA 98109 City State Zip H:Applications\Forms-Applications On Line \2011 ApplicationsWermit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 4 of 4 a 0 Cash Register Receipt City of Tukwila Receipt Number R12019 DESCRIPTIONS I ACCOUNT QUANTITY PAID $398.25 $398.25 $398.25 $398.25 $398.25 PermitTRAK D17-0158 Address: 12400 51ST PL S Apn: 0003800003 DEVELOPMENT PERMIT FEE TOTAL FEES PAID BY RECEIPT: R12019 R000.322.100.00.00 0.00 Date Paid: Monday, July 31, 2017 Paid By: CROWN CASTLE - WTA PROPERTY Pay Method: CHECK 14609 Printed: Monday, July 31, 2017 10:21 AM 1 of 1 CRWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PermitTRAK PAID $612.41 D17-0158 Address: Apn: 0003800003 $612.41 DEVELOPMENT $582.82 PERMIT FEE R000.322.100.00.00 0.00 $193.61 PLAN CHECK FEE R000.345.830.00.00 0.00 $384.71 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $29.59 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R11691 R000.322.900.04.00 0.00 $29.59 $612.41 Date Paid: Monday, June 12, 2017 Paid By: CROWN CASTLE Pay Method: CHECK 14509 Printed: Monday, June 12, 2017 2:25 PM 1 of 1 CSYSTEMS INSPECTION NO. INSPECTION RECORD Retain a copy with permit D17 -015E3 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-36 Permit Inspection Request Line (206) 438-9350 Project: cPig►liT" Type of inspection: Address: t'z ICO sisT /L 0 Date Called: Special Instructions: ecm� iJ%�` t ( 3 PitNia /fri' iiN) /,yv- N AO Pwi+ &J � Date Wanted: l% /3(1 % a. p.m. Requester: rink Phone No: „g CPZS -- q0 0' /793 Approved per applicable codes. Corrections required prior to approval. COMMENTS* F1..eK< 4441iv 3 Inspector: Date: /� 43-/ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: May 18, 2017 Trenton Ferguson Crown Castle 2055 S. Stearman Drive Chandler, AZ 85286 (480) 735-1782 Subject: Carrier Designation: Crown Castle Designation: REVIEWED FOR CODE COMPLIANCE APPROVED !JUL 2 4 2017 City of Tukwila BUILDING DIVISION Structural Analysis Report Sprint PCS Co -Locate Carrier Site Number: �-.FILE GPD GROUP Professional Corporation 520 South Main Street Suite 2531 Akron, Ohio 44311 (216) 927-8663 dpalkovic@gpdgroup.com Crown Castle BU Number: Crown Castle Site Name: Crown Castle JDE Job Number: Crown Castle Work Order Number: Crown Castle Application Number: Engineering Firm Designation: GPD Project Number: Site Data: Dear Trenton Ferguson, SE03XC408 880338 TUKWILA 424961 1385661 378999 Rev. 1 2017777.880338.05 12400 51st PI. S, Tukwila, King County, WA 98178 Latitude 47°29'37.52" Longitude -122° 16' 14.19" 82.5 Foot — Valmont Monopole Tower We are pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural `Statement of Work' and the terms of Crown Castle Purchase Order Number 1037687, in accordance with application 378999, revision 1. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC7: Existing + Reserved + Proposed Equipment Sufficient Capacity Note: See Table I and Table II for the proposed and existing/reserved loading, respectively. This analysis has been performed in accordance with the 2015 International Building Code based upon an ultimate 3 -second gust wind speed of 110 mph converted to a nominal 3 -second gust wind speed of 85 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1. Exposure Category C and Risk Category II were used in this analysis. Additionally, seismic forces have been evaluated based on Site Class D with spectral response factors of Ss of 1.499 and Si of 0.562. We appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on this or any other projects please give us a call. EXP 01/16/19 Structural analysis prepared by: Caleb Dobay Respectfully submitted by: John N. Kabak, S.E. Washington #: 50892 5/18/2017 520 South Main Street . Suite 2531 . Akron, Ohio 44311 . 330-572-2100. Fax 330-572-2101 . www.GPDGroup.com GPD Group, Professional Corporation RECEIVED CITY OF TUKWILA JUN 1 2 2017 PERMIT CENTER 82.5 ft Monopole Tower Structural Analysis Project Number 2017777.880338.05, Application 378999, Revision 1 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing and Reserved Antenna and Cable Information Table 3 - Design Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 4 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Table 6 - Tower Components vs. Capacity 4.1) Recommendations 5) DISCLAIMER OF WARRANTIES 6) APPENDIX A tnxTower Output 7) APPENDIX B Base Level Drawing 8) APPENDIX C Additional Calculations tnxTower Report - version 7.0.7.0 May 18, 2017 CCI BU No 880338 Page 2 82.5 ft Monopole Tower Structural Analysis Project Number 2017777.880338.05, Application 378999, Revision 1 1) INTRODUCTION May 18, 2017 CCI BU No 880338 Page 3 The existing tapered monopole tower has three major sections connected by slip joints. The tower has 12 sides and is evenly tapered from a 34.5" outer diameter at the base to a 19.5" outer diameter at the top. The structure is galvanized and has no tower lighting. The monopole was originally designed by Valmont Industries, Inc. of Valley, Nebraska in March of 1996. The tower was originally designed for an 85 mph basic wind speed with 1/2" radial ice in accordance with TIA/EIA- 222-E. A recent mapping completed by TEP (Project #: 46226.68750, dated 3/29/2017) confirmed that the tower is shorter than the original design. Due to this discrepancy, all tower geometry information has been taken from the mapping. 2) ANALYSIS CRITERIA This analysis has been performed in accordance with the 2015 International Building Code based upon an ultimate 3 -second gust wind speed of 110 mph converted to a nominal 3 -second gust wind speed of 85 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1. Exposure Category C and Risk Category II were used in this analysis. Seismic loading was taken directly from TIA-222-G in accordance with the 2015 International Building Code, Exception #4 to Section 1613.1 and Section 3108.1. In accordance with the code provisions, wind loading and seismic loading were not applied concurrently and seismic forces have been evaluated based on Site Class D with spectral response factors of Ss of 1.499 and Si of 0.562. The wind loading case will control. Refer to Appendix C for seismic calculations. Table 1 - Proposed Antenna and Cable Information Mounting Level (ft) Center Lineof Elevation (ft) Number Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) Note 79.0 81.0 3 KMW Comm ETCR-654L12H6 1 1-7/16 1 6 Samsung Telecom 800MHz RRU 1 Samsung Telecom POWER JUNCTION CYLINDER Notes: 1) See Appendix B for the proposed coax layout. tnxTower Report - version 7.0.7.0 82.5 ft Monopole Tower Structural Analysis Project Number 2017777.880338.05, Application 378999, Revision 1 Table 2 - Existing and Reserved Antenna and Cable Information May 18, 2017 CCI BU No 880338 Page 4 Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) Note 79.0 81.0 2 Andrew HBXX-9014DS-A2M 12 1 2 Samsung Telecom OPTIC FIBER JUNCTION CYLINDER 1 RFS Celwave APXVRR13-C-A20 2 Kath rein 860 10025 3 1-1/4 3 Kmw Comm ET-X-WM-18-65-8P 4 Samsung Telecom OPTIC FIBER JUNCTION CYLINDER 80.0 3 Samsung Telecom 2.5GHz RRH-V3 3 Samsung Telecom RRH-P4 79.0 3 Samsung Telecom POWER JUNCTION CYLINDER 1 T -Arm Mount [TA 602-3] 78.0 1 Samsung Telecom 2.5G 8T8R RADAR FILTER 64.0 66.0 6 Andrew TMZXX-6516-A2M 12 1 7/8 1-1/4 64.0 1 T -Arm Mount [TA 602-3] 59.0 6 Andrew ECC1920-VPUB 6 Andrew ETT19V2S12UB 3 Nokia FRIG 1 Raycap RNSDC-7771-PF-48 6 Commscope ECC1920-VPUB 2 3 Nokia FHFB 20.0 20.0 1 GPS GPS_A 1 1/2 Notes: 1) Equipment to be removed and was not considered in the analysis. 2) Reserved equipment. Table 3 - Design Antenna and Cable Information Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) 97 97 1 Platform Mount 12 Swedcom ALP 9212-N 80 80 1 Platform Mount 12 Swedcom ALP 9212-N tnxTower Report - version 7.0.7.0 82.5 ft Monopole Tower Structural Analysis Project Number 2017777.880338.05, Application 378999, Revision 1 3) ANALYSIS PROCEDURE Table 4 - Documents Provided May 18, 2017 CCI BU No 880338 Page 5 Document Remarks Reference Source Original Tower Drawings/Specifications Valmont Industries, Inc. Order #: 13475-96, Dated 07/23/1996 Doc ID #: 1954920 Crown DMZ Foundation Drawings/Specifications Valmont Industries, Inc. Order #: 13505-96, Dated 08/14/1996 Doc ID #: 1954919 Crown DMZ Geotechnical Report Pacific Testing Laboratories Project #: 9704-4120, Dated 05/28/1997 Doc ID #: 1581821 Crown DMZ Tower Mapping Report TEP Project #: 46226.68750, Dated 3/29/2017 Doc ID #: 1954920 Crown DMZ 3.1) Analysis Method tnxTower (version 7.0.7.0), 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 in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. This analysis may be affected if any assumptions are not valid or have been made in error. GPD should be notified to determine the effect on the structural integrity of the tower. tnxTower Report - version 7.0.7.0 82.5 ft Monopole Tower Structural Analysis Project Number 2017777.880338.05, Application 378999, Revision 1 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) May 18, 2017 CCI BU No 880338 Page 6 Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow (K) % Capacity pass /Fail L1 82.5 - 57.9167 Pole TP24.3x19.5x0.1875 1 -5.7223 903.4270 19.9 Pass L2 57.9167 - 28.7084 Pole TP29.58x23.3392x0.25 2 -8.5636 1530.0800 34.4 Pass L3 28.7084 - 0 Pole TP34.5x28.3049x0.2813 3 -13.0979 2002.0600 45.5 Pass Summary ELC: Load Case 7 Pole (L3) 45.5 Pass Rating = 45.5 Pass Table 6 - Tower Component Stresses vs. Capacity — LC5 Notes Component Elevation (ft) % Capacity Pass / Fail 1 Anchor Rods 0 30.4 Pass 1 Base Plate 0 17.3 Pass 1 Base Foundation 0 37.7 I Pass Structure Rating (max from all components) = 45.5% Notes: 1) See additional documentation in "Appendix C - Additional Calculations" for calculations supporting the % capacity consumed. 4.1) Recommendations The existing tower and its foundation are sufficient for the proposed loading configuration and do not require modifications. tnxTower Report - version 7.0.7.0 82.5 ft Monopole Tower Structural Analysis Project Number 2017777.880338.05, Application 378999, Revision 1 5) DISCLAIMER OF WARRANTIES May 18, 2017 CCI BU No 880338 Page 7 GPD has not performed a site visit to the tower to verify the member sizes or antenna/coax loading. If the existing conditions are not as represented on the tower elevation contained in this report, we should be contacted immediately to evaluate the significance of the discrepancy. This is not a condition assessment of the tower or foundation. This report does not replace a full tower inspection. The tower and foundations are assumed to have been properly fabricated, erected, maintained, in good condition, twist free, and plumb. The engineering services rendered by GPD in connection with this Structural Analysis are limited to a computer analysis of the tower structure and theoretical capacity of its main structural members. No allowance was made for any damaged, bent, missing, loose, or rusted members (above and below ground). No allowance was made for loose bolts or cracked welds. This analysis is limited to the designated maximum wind and seismic conditions per the governing tower standards and code. Wind forces resulting in tower vibrations near the structure's resonant frequencies were not considered in this analysis and are outside the scope of this analysis. Lateral loading from any dynamic response was not evaluated under a time -domain based fatigue analysis. GPD does not analyze the fabrication of the structure (including welding). It is not possible to have all the very detailed information needed to perform a thorough analysis of every structural sub -component and connection of an existing tower. GPD provides a limited scope of service in that we cannot verify the adequacy of every weld, plate connection detail, etc. The purpose of this report is to assess the capability of adding appurtenances usually accompanied by transmission lines to the structure. It is the owner's responsibility to determine the amount of ice accumulation in excess of the code specified amount, if any, that should be considered in the structural analysis. The attached sketches are a schematic representation of the analyzed tower. If any material is fabricated from these sketches, the contractor shall be responsible for field verifying the existing conditions, proper fit, and clearance in the field. Any mentions of structural modifications are reasonable estimates and should not be used as a precise construction document. Precise modification drawings are obtainable from GPD, but are beyond the scope of this report. Miscellaneous items such as antenna mounts, etc., have not been designed or detailed as a part of our work. We recommend that material of adequate size and strength be purchased from a reputable tower manufacturer. Towers are designed to carry gravity, wind, and ice loads. All members, legs, diagonals, struts, and redundant members provide structural stability to the tower with little redundancy. Absence or removal of a member can trigger catastrophic failure unless a substitute is provided before any removal. Legs carry axial loads and derive their strength from shorter unbraced lengths by the presence of redundant members and their connection to the diagonals with bolts or welds. If the bolts or welds are removed without providing any substitute to the frame, the leg is subjected to a higher unbraced length that immediately reduces its load carrying capacity. If a diagonal is also removed in addition to the connection, the unbraced length of the leg is greatly increased, jeopardizing its load carrying capacity. Failure of one leg can result in a tower collapse because there is no redundancy. Redundant members and diagonals are critical to the stability of the tower. GPD makes no warranties, expressed and/or implied, in connection with this report and disclaims any liability arising from material, fabrication, and erection of this tower. GPD will not be responsible whatsoever for, or on account of, consequential or incidental damages sustained by any person, firm, or organization as a result of any data or conclusions contained in this report. The maximum liability of GPD pursuant to this report will be limited to the total fee received for preparation of this report. tnxTower Report - version 7.0.7.0 82.5 ft Monopole Tower Structural Analysis Project Number 2017777.880338.05, Application 378999, Revision 1 APPENDIX A TNXTOWER OUTPUT tnxTower Report - version 7.0.7.0 May 18, 2017 CCI BU No 880338 Page 8 7 N N 7, I R. « N W O ,i 19.5000 24.3000 A572-65 « N r7 « 2 4.00 23.3392 29.5800 « rm o ET -X -W M -18-65-8P w/ Mount Pipe 28.3049 (2) 800MHz RRU <n 3 Number of Sides Thickness (in) Socket Length (ft) 5 d , O « m 9 p C7 Weight (K( 6.5 57.9 ft 28.7 ft 0.0 ft DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION T -Arm Mount [TA 602-3] 79 ETCR-654L12H6 w/ Mount Pipe 79 ET -X -W M -18-65-8P w/ Mount Pipe 79 (2) 800MHz RRU 79 ET -X -W M -18-65-8P w/ Mount Pipe 79 (2) 800MHz RRU 79 ET -X -W M -18-65-8P w/ Mount Pipe 79 (2) 800MHz RRU 79 860 10025 79 T -Arm Mount [TA 602-3] 64 860 10025 79 Pipe Mount 5'x2.375" 64 RRH-P4 79 Pipe Mount 5)(2.375" 64 RRH-P4 79 Pipe Mount 5'x2.375" 64 RRH-P4 79 (2) TMZXX-6516-A2M w/ Mount Pipe 64 2.5GHz RRH-V3 79 (2) TMZXX-6516-A2M w/ Mount Pipe 64 2.5GHz RRH-V3 79 (2) TMZXX-6516-A2M w/ Mount Pipe 64 2.5GHz RRH-V3 79 (2) ETT19V2S12UB 64 2.5G 8T8R RADAR FILTER 79 (2) ETT19V2S12UB 64 (2) OPTIC FIBER JUNCTION CYLINDER 79 (2) ETT19V2S12UB 64 FRIG 64 OPTIC FIBER JUNCTION CYLINDER 79 FRIG 64 OPTIC FIBER JUNCTION CYLINDER 79 FRIG 64 POWER JUNCTION CYLINDER 79 RNSDC-7771-PF-48 64 POWER JUNCTION CYLINDER 79 Pipe Mount 4'x2.375" 64 POWER JUNCTION CYLINDER 79 (4) ECC1920-VPUB 64 POWER JUNCTION CYLINDER — _ -i — 79 (4) ECC1920-VPUB 64 P (4) pe Mount 4'x2.375" 79 (4) ECC1920-VPU8 64 (4) Pipe Mount 4'x2.375" 79 FHFB 64 (4) Pipe Mount 4'x2.375" 79 FHFB 64 ETCR-654L12H6 w/ Mount Pipe 79 FHFB 64 ETCR-654L12H6 w/ Mount Pipe 79 GPS A 20 MATERIAL STRENGTH GRADE Fy GRADE I Fy Fu A572-65 65 ksi 80 ksi TOWER DESIGN NOTES 1. Tower is located in King County, Washington. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 85 mph basic wind in accordance with the TIA-222-G Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Structure Class II. 6. Topographic Category 1 with Crest Height of 0.00 ft 7. TOWER RATING: 45.5% ALL REACTIONS ARE FACTORED AXIAL 13K MOMENT 625 kip -ft TORQUE 0 kip -ft REACTIONS - 85 mph WIND GPD GPD 520 South Main Street Suite 2531 Akron, Ohio 44311 Phone: (330) 572-2100 FAX: (330) 572-2101 Job: TUKWILA - BU #: 880338 Project: 2017777.880338.05 Client: Crown Castle USA, Inc. Drawn by: cdobay APP'd: code: TIA-222-G Date: 05/18/17 Scale: NTS Dwg No. E-1 Path: \NK RN05.gpdca.com\TELECOM\Crown rae033e\OS\tna1880339.e Elevation (ft) Round Face A Flat Feed Line Distribution Chart 0' - 82'6" 79.00 64.00 20.00 8.00 App In Face App Out Face Face B 79.00 64.00 20.00 8.00 Truss Leg Face C 82.50 GPD 520 South Main Street Suite 2531 Akron, Ohio 44311 GPD Phone: (330) 572-2100 FAX: (330) 572-2101 TUKWILA - BU #: 880338 Project: 2017777.880338.05 Client: Crown Castle USA, Inc. Drawn by: cdobay App'd: code: TIA-222-G Date: 05/18/17 Scale: NTS Path: \WCRN05.gpd o.cornTELECOM\Crown1880338\05\InA88n338.eP Dwg No. E-7 tnxTower GPD 520 South Main Street Suite 2531 Akron, Ohio 44311 Phone: (330) 572-2100 FAX: (330) 572-2101 Job TUKWILA - BU #: 880338 Page 1 of 7 Project 2017777.880338.05 Date 13:03:16 05/18/17 Client Crown Castle USA, Inc. Designed by cdobay Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in King County, Washington. Basic wind speed of 85 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Deflections calculated using a wind speed of 60 mph. A non-linear (P -delta) analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification 1.1 Use Code Stress Ratios Al 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 Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For Kik Retension Guys To Initial Tension J Bypass Mast Stability Checks Use Azimuth Dish Coefficients '1 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 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 Ai Consider Feed Line Torque Include Angle Block Shear Check Use TIA-222-G Bracing Resist. Exemption Use TIA-222-G Tension Splice Exemption Poles / Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Tapered Pole Section Geometry Section Elevation ft Section Length ft Splice Length ft Number Top Bottom of Diameter Diameter Sides in in Wall Thickness in Bend Radius in Pole Grade Ll 82.50-57.92 24.58 L2 57.92-28.71 32.21 L3 28.71-0.00 32.71 3.00 12 19.5000 24.3000 4.00 12 23.3392 29.5800 12 28.3049 34.5000 0.1875 0.7500 A572-65 (65 ksi) 0.2500 1.0000 A572-65 (65 ksi) 0.2813 1.1250 A572-65 (65 ksi) Tapered Pole Properties Section Tip Dia. Area in in2 I r in C in I/C in3 J It/Q inZ w in w/t Ll 20.1879 25.1572 L2 24.7643 11.6599 555.0838 14.5579 1080.3633 18.5868 1264.7671 6.9139 8.6323 8.2659 10.1010 12.5874 12.0897 54.9534 1124.7504 85.8289 2189.1089 104.6150 2562.7610 5.7387 7.1650 9.1479 4.7235 6.0099 5.5849 25.192 32.053 22.34 CnxTower GPD 520 South Main Street Suite 2531 Akron, Ohio44311 Phone:: (330) 572-2100 FAX: (330) 572-2101 Job TUKWILA - BU #: 880338 Page 2 of 7 Project 2017777.880338.05 Date 13:03:16 05/18/17 Client Crown Castle USA, Inc. Designed by cdobay Section Tip Dia. Area in int I in4 r C UC J It/Q w in in in3 in4 inz in w/t 30.6235 23.6107 2592.4955 10.5001 15.3224 169.1960 5253.0988 11.6204 7.2574 29.03 L3 30.0878 25.3790 2543.9628 10.0325 14.6620 173.5076 5154.7584 12.4908 6.8320 24.291 35.7170 30.9894 4631.5545 12.2503 17.8710 259.1659 9384.7850 15.2520 8.4923 30.195 Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Ai Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft2 in in in in Ll 82.50-57.92 L2 57.92-28.71 L3 28.71-0.00 1 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement or Shield Type Leg ft Total Number CAAA ft2/ft Weight Pif LDF5-50A(7/8") A No Inside Pole 64.00 - 8.00 ASU9323TYP01( 1-1/4) A No Inside Pole 64.00 - 8.00 TYPE 2 (1-7/16') C No Inside Pole 79.00 - 8.00 TYPE 1(1-1/4") C No Inside Pole 79.00 - 8.00 1/2" Power Cable C No Inside Pole 20.00 - 8.00 12 No Ice 1 No Ice 1 No Ice 3 No Ice 1 No Ice 0.00 0.00 0.00 0.00 0.00 0.33 1.05 0.60 0.50 0.50 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement or Type Horz Adjustment Leg Lateral Vert ft ft ft ft CAAA Front CAAA Side f t2 ft2 Weight K T -Arm Mount [TA 602-3] C None 0.0000 79.00 No Ice 11.59 11.59 0.7743 ET-X-WM-18-65-8P w/ A From Leg 4.00 0.0000 79.00 No Ice 6.92 4.43 0.0586 Mount Pipe 0.00 2.00 ET-X-WM-18-65-8P w/ B From Leg 4.00 0.0000 79.00 No Ice 6.92 4.43 0.0586 Mount Pipe 0.00 2.00 ET-X-WM-18-65-8P w/ C From Leg 4.00 0.0000 79.00 No Ice 6.92 4.43 0.0586 Mount Pipe 0.00 2.00 860 10025 B From Leg 4.00 0.0000 79.00 No Ice 0.14 0.12 0.0012 0.00 2.00 860 10025 C From Leg 4.00 0.0000 79.00 No Ice 0.14 0.12 0.0012 0.00 2.00 RRH-P4 A From Leg 4.00 0.0000 79.00 No Ice 2.74 1.79 0.0595 0.00 1.00 RRH-P4 B From Leg 4.00 0.0000 79.00 No Ice 2.74 1.79 0.0595 0.00 1.00 RRH-P4 C From Leg 4.00 0.0000 79.00 No Ice 2.74 1.79 0.0595 0.00 1.00 Inx ower GPD 520 South Main Street Suite 2531 Akron, Ohio 44311 Phone: (330) 572-2100 FAX: (330) 572-2101 Job TUKWILA - BU #: 880338 Page 3 of 7 Project 2017777.880338.05 Date 13:03:16 05/18/17 Client Crown Castle USA, Inc. Designed by cdobay Description Face Offset Offsets: Azimuth Placement or Type Horz Adjustment Leg Lateral Vert ft ft ft ft CAAA Front CAAA Side Weight K 2.5G1 -1z RRH-V3 A From Leg 4.00 0.0000 79.00 No Ice 2.40 1.22 0.0595 0.00 1.00 2.5GHz RRH-V3 B From Leg 4.00 0.0000 79.00 No Ice 2.40 1.22 0.0595 0.00 1.00 2.5GHz RRH-V3 C From Leg 4.00 0.0000 79.00 No Ice 2.40 1.22 0.0595 0.00 1.00 2.5G 8T8R RADAR FILTER C From Leg 4.00 0.0000 79.00 No Ice 0.81 0.32 0.0220 0.00 -1.00 (2) OPTIC FIBER A From Leg 4.00 0.0000 79.00 No Ice 0.18 0.18 0.0037 JUNCTION CYLINDER 0.00 2.00 OPTIC FIBER JUNCTION B From Leg 4.00 0.0000 79.00 No Ice 0.18 0.18 0.0037 CYLINDER 0.00 2.00 OPTIC FIBER JUNCTION C From Leg 4.00 0.0000 79.00 No Ice 0.18 0.18 0.0037 CYLINDER 0.00 2.00 POWER JUNCTION A From Leg 4.00 0.0000 79.00 No Ice 0.25 0.25 0.0042 CYLINDER 0.00 0.00 POWER JUNCTION A From Leg 4.00 0.0000 79.00 No Ice 0.25 0.25 0.0042 CYLINDER 0.00 2.00 POWER JUNCTION B From Leg 4.00 0.0000 79.00 No Ice 0.25 0.25 0.0042 CYLINDER 0.00 0.00 POWER JUNCTION C From Leg 4.00 0.0000 79.00 No Ice 0.25 0.25 0.0042 CYLINDER 0.00 0.00 (4) Pipe Mount 4'x2.375" A From Leg 4.00 0.0000 79.00 No Ice 0.87 0.87 0.0185 0.00 0.00 (4) Pipe Mount 4'x2.375" B From Leg 4.00 0.0000 79.00 No Ice 0.87 0.87 0.0185 0.00 0.00 (4) Pipe Mount 4'x2.375" C From Leg 4.00 0.0000 79.00 No Ice 0.87 0.87 0.0185 0.00 0.00 ETCR-654L12H6 w/ Mount A From Leg 4.00 0.0000 79.00 No Ice 13.27 6.54 0.1050 Pipe 0.00 2.00 ETCR-654L12H6 w/ Mount B From Leg 4.00 0.0000 79.00 No Ice 13.27 6.54 0.1050 Pipe 0.00 2.00 ETCR-654L12H6 w/ Mount C From Leg 4.00 0.0000 79.00 No Ice 13.27 6.54 0.1050 Pipe 0.00 2.00 (2) 800MHz RRU A From Leg 4.00 0.0000 79.00 No Ice 1.65 2.31 0.0595 0.00 2.00 (2) 800MHz RRU B From Leg 4.00 0.0000 79.00 No Ice 1.65 2.31 0.0595 0.00 2.00 tnxTower GPD 520 South Main Street Suite 2531 Akron, Ohio 44311 Phone: (330) 572-2100 FAX: (330) 572-2101 Job TUKWILA - BU #: 880338 Page 4 of 7 Project 2017777.880338.05 Date 13:03:16 05/18/17 Client Crown Castle USA, Inc. Designed by cdobay Description Face Offset Offsets: Azimuth Placement or Type Horz Adjustment Leg Lateral Vert ft ft ft ft CAAA CAAA Front Side ft2 ft2 Weight K (2) 800MHz RRU C From Leg 4.00 0.0000 79.00 No Ice 1.65 2.31 0.0595 0.00 2.00 T -Arm Mount [TA 602-3] C None 0.0000 64.00 No Ice 11.59 11.59 0.7743 Pipe Mount 5'x2.375" A From Leg 4.00 0.0000 64.00 No Ice 1.19 1.19 0.0223 0.00 0.00 Pipe Mount 5'x2.375" B From Leg 4.00 0.0000 64.00 No Ice 1.19 1.19 0.0223 0.00 0.00 Pipe Mount 5'x2.375" C From Leg 4.00 0.0000 64.00 No Ice 1.19 1.19 0.0223 0.00 0.00 (2) TMZXX-6516-A2M w/ A From Leg 4.00 0.0000 64.00 No Ice 5.42 4.15 0.0508 Mount Pipe 0.00 2.00 (2) TMZXY-6516-A2M w/ B From Leg 4.00 0.0000 64.00 No Ice 5.42 4.15 0.0508 Mount Pipe 0.00 2.00 (2) TMZXX-6516-A2M w/ C From Leg 4.00 0.0000 64.00 No Ice 5.42 4.15 0.0508 Mount Pipe 0.00 2.00 (2) ETT19V2S12UB A From Leg 4.00 0.0000 64.00 No Ice 0.57 0.28 0.0139 0.00 -5.00 (2) ETT19V2S12UB B From Leg 4.00 0.0000 64.00 No Ice 0.57 0.28 0.0139 0.00 -5.00 (2) ETT19V2S12UB C From Leg 4.00 0.0000 64.00 No Ice 0.57 0.28 0.0139 0.00 -5.00 FRIG A From Leg 4.00 0.0000 64.00 No Ice 2.39 0.97 0.0573 0.00 -5.00 FRIG B From Leg 4.00 0.0000 64.00 No Ice 2.39 0.97 0.0573 0.00 - 5.00 FRIG C From Leg 4.00 0.0000 64.00 No Ice 2.39 0.97 0.0573 0.00 -5.00 RNSDC-7771-PF-48 A From Leg 1.00 0.0000 64.00 No Ice 3.18 1.20 0.0200 0.00 - 5.00 Pipe Mount 4'x2.375" A From Leg 0.50 0.0000 64.00 No Ice 0.87 0.87 0.0185 0.00 0.00 (4) ECC1920-VPUB A From Leg 4.00 0.0000 64.00 No Ice 0.46 0.17 0.0079 0.00 -5.00 (4) ECC1920-VPUB B From Leg 4.00 0.0000 64.00 No Ice 0.46 0.17 0.0079 0.00 -5.00 (4) ECC1920-VPUB C From Leg 4.00 0.0000 64.00 No Ice 0.46 0.17 0.0079 0.00 - 5.00 FHFB A From Leg 4.00 0.0000 64.00 No Ice 2.42 1.52 0.0485 0.00 tnxTower GPD 520 South Main Street Suite 2531 Akron, Ohio 44311 Phone: (330)572-2100 FAX: (330) 572-2101 Job TUKWILA - BU #: 880338 Page 5 of 7 Project 2017777.880338.05 Date 13:03:16 05/18/17 Client Crown Castle USA, Inc. Designed by cdobay Description Face Offset Offsets: Azimuth Placement or Type Horz Adjustment Leg Lateral Vert ft 0 ft ft2 ft fi CAAA Front CAAA Side ft2 Weight x FHFB FHFB GPS_A -5.00 B From Leg 4.00 0.0000 64.00 No Ice 2.42 1.52 0.0485 0.00 -5.00 C From Leg 4.00 0.0000 64.00 No Ice 2.42 1.52 0.0485 0.00 -5.00 B From Leg 1.00 0.0000 20.00 No Ice 0.26 0.26 0.0009 0.00 0.00 Maximum Tower Deflections - Service Wind Section No. Elevation ft Horz. Gov. Deflection Load in Comb. Tilt Twist Ll 82.5 - 57.9167 L2 60.9167 - 28.7084 L3 32.7084 - 0 6.373 3.752 1.159 26 26 26 0.6011 0.5340 0.3152 0.0004 0.0003 0.0001 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt Twist Radius of Curvature ft 79.00 64.00 20.00 T -Arm Mount [TA 602-3] T -Arm Mount [TA 602-3] GPS_A 26 26 26 5.935 4.108 0.536 0.5935 0.5483 0.1948 0.0004 0.0003 0.0001 48395 13078 7742 Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt Twist Ll 82.5 - 57.9167 L2 60.9167 - 28.7084 L3 32.7084 - 0 22.950 13.510 4.174 2 2 2 2.1648 1.9232 1.1351 0.0015 0.0011 0.0004 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt Twist Radius of Curvature ft 79.00 T -Arm Mount [TA 602-3] 2 21.372 2.1375 0.0015 13511 64.00 T -Arm Mount [TA 602-3] 2 14.791 1.9749 0.0012 3650 20.00 GPS_A 2 1.929 0.7013 0.0002 2150 tnxTower GPD 520 South Main Street Suite 2531 Akron, Ohio 44311 Phone: (330) 572-2100 FAX: (330) 572-2101 Job TUKWILA - BU #: 880338 Page 6 of 7 Project 2017777.880338.05 Date 13:03:16 05/18/17 Client Crown Castle USA, Inc. Designed by cdobay Compression Checks Pole Design Data Section Elevation No. ft Size L L Kl/r A ft ft P. in2 K Ratio P OP. Ll 82.5 - 57.9167 TP24.3x19.5x0.1875 24.58 0.00 0.0 14.2043 -5.7223 903.4270 0.006 (1) L2 57.9167 - TP29.58x23.3392x0.25 32.21 0.00 0.0 22.9867 -8.5636 1530.0800 0.006 28.7084 (2) L3 28.7084 - 0 (3) TP34.5x28.3049x0.2813 32.71 0.00 0.0 30.9894 -13.0979 2002.0600 0.007 Pole Bending Design Data Section Elevation No. ft Size M. kip ft kip ft Ratio M� OM. Ll 82.5 - 57.9167 TP24.3x19.5x0.1875 83.23 432.99 0.192 (1) L2 57.9167 - TP29.58x23.3392x0.25 300.92 889.38 0.338 0.00 889.38 0.000 28.7084 (2) L3 28.7084 - 0 (3) TP34.5x28.3049x0.2813 625.12 1395.28 0.448 M, kip ft 0.00 OMny kip ft Ratio M, OM„y 432.99 0.000 0.00 1395.28 0.000 Pole Shear Design Data Section Elevation No. ft Size Actual V„ 01 K Ratio Actual V T K •V 'P fl OT kip ft Ratio T T. Ll 82.5 - 57.9167 TP24.3x19.5x0.1875 6.6528 451.7140 0.015 0.12 877.98 0.000 (1) L2 57.9167 - TP29.58x23.3392x0.25 8.7814 765.0400 0.011 0.04 1803.38 0.000 28.7084 (2) L3 28.7084 - 0 (3) TP34.5x28.3049x0.2813 11.0189 1001.0300 0.011 0.03 2829.18 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. No. P. M,. M„y V T Stress Stress �P $M,. (Wm, SV ST Ratio Ratio ft Criteria Ll 82.5 - 57.9167 0.006 0.192 0.000 0.015 0.000 0.199 1.000 (1) L2 57.9167 - 28.7084 (2) L3 28.7084 - 0 (3) 0.006 0.338 0.000 0.011 0.000 0.344 1.000 v 0.007 0.448 0.000 0.011 0.000 0.455 1.000 v 4.8.2 r 4.8.2 4.8.2 V tnxTower GPD 520 South Main Street Suite 2531 Akron, Ohio 44311 Phone.: (330) 572-2100 FAX: (330) 572-2101 Job TUKWILA - BU #: 880338 Page 7 of 7 Project 2017777.880338.05 Date 13:03:16 05/18/17 Client Crown Castle USA, Inc. Designed by cdobay Section Capacity Table Section No. Elevation fi Component Type Size Critical P Element K 4Pmmw % Pass K Capacity Fail LI 82.5 - 57.9167 Pole TP24.3x19.5x0.1875 1 -5.7223 903.4270 19.9 Pass L2 57.9167 - Pole TP29.58x23.3392x0.25 2 -8.5636 1530.0800 34.4 Pass 28.7084 L3 28.7084 - 0 Pole TP34.5x28.3049x0.2813 3 -13.0979 2002.0600 45.5 Pass Summary ELC: Load Case 7 Pole (L3) 45.5 Pass Rating = 45.5 Pass 82.5 ft Monopole Tower Structural Analysis Project Number 2017777.880338.05, Application 378999, Revision 1 APPENDIX B BASE LEVEL DRAWING tnxTower Report - version 7.0.7.0 May 18, 2017 CCI BU No 880338 Page 9 DNIM` IJO 13A31 3SV9 13A31 3SV9 c SS321OOV 3115 1 • 1,1384,1nN iron ss3Nisna 2," rOPU.ERWRIOOK MOO PER MIK ORM NW m tyeen. MOM PER YOM OMR 1 MINI RK eryeen0 M.O . /On POI �K Orme IP 371.00 ELK 01 F N A, NrCO/I2 , ou EWO RWOO w. YORK OMR VP ® u„„„,2 moan roe ..RK OMR 9 MORE o0 ® Rwen. r.....;........for /.0.. PER WOK ORDER KIN ® aRR/u weim Om 9 SUMo. ® .0,„1/06 WOWED PER YOM OM 9 MEM® Min, WOWED PER YORK ORM Ixee011OW RN 82.5 ft Monopole Tower Structural Analysis Project Number 2017777.880338.05, Application 378999, Revision 1 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report - version 7.0.7.0 May 18, 2017 CCI BU No 880338 Page 10 Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter) TIA Rev G Site Data BU#: 880338 Site Name: TUKWILA App #: 378999 Rev#1 Pole Manufacturer:( Other Anchor Rod Data Qty: 8 in Diam: 2.25 in Rod Material: A615 -J ksi Strength (Fu): 100 ksi Yield (Fy): 75 ksi Bolt Circle: 42.5 in Plate Data Diam: 48.5 in Thick: 2.5 in Grade: 60 ksi Single -Rod B-eff: 13.87 in Stiffener Data (Welding at both sides) Config: Weld Type: Groove Depth: Groove Angle: Fillet H. Weld: 0 in ** degrees <-- Disregard in in in in in ksi ksi Thick: 0.28125 in Grade: Fillet V. Weld: ksi Width: Height: Thick: Notch: Grade: Weld str.: 12 "0" IF Round Fu 80 ksi Reinf. Fillet Weld Pole Data Diam: 34.5 in Thick: 0.28125 in Grade: 65 ksi # of Sides: 12 "0" IF Round Fu 80 ksi Reinf. Fillet Weld 0 "0" if None Reactions Mu: 625 ft -kips Axial, Pu: 13 kips Shear, Vu: 11 kips Eta Factor, r) 0.5 TIA G (Fig. 4-4) If No stiffeners, Criteria: AISC LRFD Anchor Rod Results Max Rod (Cu+ Vu/rj): Allowable Axial, D*Fu`Anet: Anchor Rod Stress Ratio: Base Plate Results Base Plate Stress: Allowable Plate Stress: Base Plate Stress Ratio: <-Only Applcable to Unstiffened Cases 92.6 Kips 260.0 Kips 35.6% Pass Flexural Check 10.2 ksi 54.0 ksi 18.9% Pass n/a Stiffener Results Horizontal Weld : n/a Vertical Weld: n/a Plate Flex+Shear, fb/Fb+(fv/Fv)^2: n/a Plate Tension+Shear, ft/Ft+(fv/Fv)^2 n/a Plate Comp. (AISC Bracket): n/a Pole Results Pole Punching Shear Check: n/a • 0 = none, 1 = every bolt, 2 = every 2 bolts, 3 = 2 per bolt Note: for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CCIplate 1.5 - Circular Base G 1.3, Effective March 19, 2012 Rigid AISC LRFD cp"Tn Rigid AISC LRFD cp"Fy Y.L. Length: 24.82 Analysis Date: 5/18/2017 Caisson Foundation LPile Summary TUKWILA / BU #: 880338 �n.. 2017777.880338.05 Reinforcement Check Allowable Stress Ratio =I 1.05 Case 1- Compression Nominal Moment Capacity (Mn) =J 32737.0 k -in = 2728.1 k -ft = 0.9 Factored Moment Capacity (4)Mn) = 2455.28 k -ft Maximum Bending Moment (Mu) = 11100000 in -lbs = 925.0 k -ft Mu/4Mn = 37.7% OK Deflection Check Load Type � Design Allowable Deflection 1.5 in Max Deflection from LPILE j 1.2274 in Deflections are Acceptable 880338.1p90 LPile for windows, version 2016-09.007 Analysis of Individual Piles and Drilled shafts subjected to Lateral Loading using the p -y Method 0 1985-2016 by Ensoft, Inc. All Rights Reserved This copy of LPile is being used by: GPD Indy serial Number of security Device: 154178656 This copy of LPile is licensed for exclusive use by: GPD GROUP, Akron, use of this program by any entity other than GPD GROUP, Akron, is a violation of the software license agreement. Files used for Analysis Path to file locations: \Crown\880338\05\SA\ Name of input data file: 880338.1p9d Name of output report file: 880338.1p90 Name of plot output file: 880338.1p9p Name of runtime message file: 880338.1p9r Date and Time of Analysis Date: May 18, 2017 Time: 13:12:50 Problem Title Project Name: BU #: 880338 / TUKWILA Job Number: 2017777.880338.05 Client: Crown Castle Engineer: CED Description: Program Options and settings Page 1 880338.1p90 Computational Options: - use unfactored loads in computations (conventional analysis) Engineering units used for Data Input and Computations: - US Customary System Units (pounds, feet, inches) Analysis Control Options: - Maximum number of iterations allowed = 500 - Deflection tolerance for convergence = 1.0000E-05 in - Maximum allowable deflection = 100.0000 in - Number of pile increments = 100 Loading Type and Number of Cycles of Loading: - static loading specified - use of p -y modification factors for p -y curves not selected - No distributed lateral loads are entered - Loading by lateral soil movements acting on pile not selected - Input of shear resistance at the pile tip not selected - Computation of pile -head foundation stiffness matrix not selected - Push -over analysis of pile not selected - Buckling analysis of pile not selected Output Options: - output files use decimal points to denote decimal symbols. - values of pile -head deflection, bending moment, shear force, and soil reaction are printed for full length of pile. - Printing Increment (nodal spacing of output points) = 1 - No p -y curves to be computed and reported for user-specified depths - Print using wide report formats Pile Structural Properties and Geometry Number of pile sections defined = 1 Total length of pile = 49.833 ft Depth of ground surface below top of pile = 1.8330 ft Pile diameters used for p -y curve computations are defined using 2 points. p -y curves are computed using pile diameter values interpolated with depth over the length of the pile. A summary of values of pile diameter vs. depth follows. Depth Below Pile Point Pile Head Diameter No. feet inches 1 2 0.000 78.0000 49.833 78.0000 Input Structural Properties for Pile Sections: Pile Section No. 1: section 1 is a round drilled shaft, bored pile, or CIDH pile Length of section = 49.833000 ft shaft Diameter = 78.000000 in shear capacity of section = 0.0000 lbs Ground Slope and Pile Batter Angles Ground Slope Angle = 0.000 degrees = 0.000 radians Pile Batter Angle = 0.000 degrees = 0.000 radians Page 2 880338.1p90 Soil and Rock Layering Information The soil profile is modelled using 3 layers Layer 1 is soft clay, p -y criteria by Matlock, 1970 Distance from top of pile to top of layer = 1.833000 ft Distance from top of pile to bottom of layer = 19.833000 ft Effective unit weight at top of layer = 110.000000 pcf Effective unit weight at bottom of layer = 110.000000 pcf undrained cohesion at top of layer = 0.0001000 psf undrained cohesion at bottom of layer = 0.0001000 psf Epsilon -50 at top of layer = 0.0000 Epsilon -50 at bottom of layer = 0.0000 NOTE: Default values for Epsilon -50 will be computed for this layer. Layer 2 is soft clay, p -y criteria by Matlock, 1970 Distance from top of pile to top of layer = 19.833000 ft Distance from top of pile to bottom of layer = 26.833000 ft Effective unit weight at top of layer = 47.600000 pcf Effective unit weight at bottom of layer = 47.600000 pcf undrained cohesion at top of layer = 0.0001000 psf undrained cohesion at bottom of layer = 0.0001000 psf Epsilon -50 at top of layer = 0.0000 Epsilon -50 at bottom of layer = 0.0000 NOTE: Default values for Epsilon -50 will be computed for this layer. Layer 3 is sand, p -y criteria by Reese et al., 1974 Distance from top of pile to top of layer = 26.833000 ft Distance from top of pile to bottom of layer = 49.833000 ft Effective unit weight at top of layer = 47.600000 pcf Effective unit weight at bottom of layer = 47.600000 pcf Friction angle at top of layer = 20.077000 deg. Friction angle at bottom of layer = 20.077000 de9. Subgrade k at top of layer = 0.0000 pci Subgrade k at bottom of layer = 0.0000 pci NOTE: Default values for subgrade k will be computed for this layer. (Depth of the lowest soil layer extends 0.000 ft below the pile tip) Summary of Input Soil Properties Layer Soil Type Layer Effective undrained Angle of E50 Layer Name Depth Unit wt. Cohesion Friction or kpy Num. (p -y Curve Type) ft pcf psf deg. krm pci 1 Soft 1.8330 110.0000 1.00E-04 default Clay 19.8330 110.0000 1.00E-04 default 2 soft 19.8330 47.6000 1.00E-04 default Clay 26.8330 47.6000 1.00E-04 default 3 sand 26.8330 47.6000 20.0770 default (Reese, et al.) 49.8330 47.6000 20.0770 default Static Loading Type Page 3 880338.1p90 Static loading criteria were used when computing p -y curves for all analyses. Pile -head Loading and Pile -head Fixity Conditions Number of loads specified = 1 Load Load Condition Condition Axial Thrust Compute Top y No. Type 1 2 Force, lbs vs. Pile Length 1 1 v = 11000. lbs M = 7500000. in -lbs 13000. No v = shear force applied normal to pile axis M = bending moment applied to pile head y = lateral deflection normal to pile axis s = pile slope relative to original pile batter angle R = rotational stiffness applied to pile head values of top y vs. pile lengths can be computed only for load types with specified shear loading (Load Types 1, 2, and 3). Thrust force is assumed to be acting axially for all pile batter angles. Computations of Nominal Moment Capacity and Nonlinear Bending Stiffness Axial thrust force values were determined from pile -head loading conditions Number of Pile Sections Analyzed = 1 Pile Section No. 1: Dimensions and Properties of Drilled Shaft (Bored Pile): Length of Section = 49.833000 ft Shaft Diameter = 78.000000 in Concrete Cover Thickness = 3.000000 in Number of Reinforcing Bars = 20 bars Yield Stress of Reinforcing Bars = 60000. psi Modulus of Elasticity of Reinforcing Bars = 29000000. psi Gross Area of shaft = 4778. sq. in. Total Area of Reinforcing Steel = 15.800000 sq. in. Area Ratio of steel Reinforcement = 0.33 percent Edge -to -Edge Bar Spacing = 10.106847 in Maximum Concrete Aggregate Size = 0.750000 in Ratio of Bar Spacing to Aggregate Size = 13.48 Offset of Center of Rebar Cage from Center of Pile = 0.0000 in Axial Structural Capacities: Nom. Axial Structural Capacity = 0.85 Fc Ac + Fy As = 13092.534 kips Tensile Load for Cracking of Concrete = -1777.285 kips Nominal Axial Tensile Capacity = -948.000 kips Reinforcing Bar Dimensions and Positions used in Computations: Bar Bar Diam. Bar Area X Y Number inches sq. in. inches inches 1 1.000000 0.790000 35.500000 0.00000 2 1.000000 0.790000 33.762506 10.970103 3 1.000000 0.790000 28.720103 20.866376 4 1.000000 0.790000 20.866376 28.720103 5 1.000000 0.790000 10.970103 33.762506 6 1.000000 0.790000 0.00000 35.500000 7 1.000000 0.790000 -10.970103 33.762506 8 1.000000 0.790000 -20.866376 28.720103 9 1.000000 0.790000 -28.720103 20.866376 10 1.000000 0.790000 -33.762506 10.970103 Page 4 880338.1p90 11 1.000000 0.790000 -35.500000 0.00000 12 1.000000 0.790000 -33.762506 -10.970103 13 1.000000 0.790000 -28.720103 -20.866376 14 1.000000 0.790000 -20.866376 -28.720103 15 1.000000 0.790000 -10.970103 -33.762506 16 1.000000 0.790000 0.00000 -35.500000 17 1.000000 0.790000 10.970103 -33.762506 18 1.000000 0.790000 20.866376 -28.720103 19 1.000000 0.790000 28.720103 -20.866376 20 1.000000 0.790000 33.762506 -10.970103 NOTE: The positions of the above rebars were computed by LPile Minimum spacing between any two bars not equal to zero = 10.107 inches between bars 12 and 13. Ratio of bar spacing to maximum aggregate size = 13.48 Concrete Properties: Compressive Strength of Concrete = 3000. psi Modulus of Elasticity of Concrete = 3122019. psi Modulus of Rupture of Concrete = -410.791918 psi Compression Strain at Peak Stress = 0.001634 Tensile Strain at Fracture of Concrete = -0.0001160 Maximum Coarse Aggregate Size = 0.750000 in Number of Axial Thrust Force Values Determined from Pile -head Loadings = 1 Number Axial Thrust Force kips 1 13.000 Definitions of Run Messages and Notes: C = concrete in section has cracked in tension. Y = stress in reinforcing steel has reached yield stress. T = ACI 318 criteria for tension -controlled section met, tensile strain in reinforcement exceeds 0.005 while simultaneously compressive strain in concrete more than 0.003. See ACI 318, Section 10.3.4. z = depth of tensile zone in concrete section is less than 10 percent of section depth. Bending Stiffness (EI) = Computed Bending Moment / Curvature. Position of neutral axis is measured from edge of compression side of pile. Compressive stresses and strains are positive in sign. Tensile stresses and strains are negative in sign. Axial Thrust Force = 13.000 kips Bending Bending Bending Depth to Max Comp Max Tens Max Conc Max Steel Run Curvature Moment Stiffness N Axis Strain Strain Stress Stress Msg rad/in. in -kip kip -int in in/in in/in ksi ksi 4.16667E-07 2877. 6904146887. 40.7452839 0.00001698 -0.00001552 0.0614419 0.4876263 8.33333E-07 5735. 6881798250. 39.8762720 0.00003323 -0.00003177 0.1196424 0.9542516 0.00000125 8574. 6859412185. 39.5866222 0.00004948 -0.00004802 0 1772609 1.4208775 0.00000167 11395. 6837016757. 39.4418128 0.00006574 -0.00006426 0 2342973 1.8875043 0.00000208 14197. 6814617584. 39.3549398 0.00008199 -0.00008051 0 2907517 2.3541318 0.00000250 16981. 6792216537. 39.2970349 0.00009824 -0.00009676 0 3466240 2.8207600 0.00000292 19745. 6769814420. 39.2556834 0.0001145 -0.0001130 0 4019143 Page 5 880338.1p90 3.2873891 0.00000333 19745. 5923587617. 15.2520650 0.00005084 -0.0002092 0.1792003 - 6.0279337 C 0.00000375 19745. 5265411215. 15.1022915 0.00005663 -0.0002359 0.1992194 - 6.7977133 C 0.00000417 19745. 4738870094. 14.9811810 0.00006242 -0.0002626 0.2191482 - 7.5676490 C 0.00000458 19745. 4308063722. 14.8828994 0.00006821 -0.0002893 0.2390190 -8.3374771 C 0.00000500 19745. 3949058412. 14.8017420 0.00007401 -0.0003160 0.2588315 - 9.1071974 C 0.00000542 19745. 3645284688. 14.7337592 0.00007981 -0.0003427 0.2785858 - 9.8768095 C 0.00000583 19745. 3384907210. 14.6761302 0.00008561 -0.0003694 0.2982816 - 10.6463130 c 0.00000625 19745. 3159246729. 14.6267861 0.00009142 -0.0003961 0.3179190 - 11.4157075 C 0.00000667 19745. 2961793809. 14.5841754 0.00009723 -0.0004228 0.3374978 -12.1849927 c 0.00000708 19745. 2787570643. 14.5471117 0.0001030 -0.0004495 0.3570179 - 12.9541683 C 0.00000750 19745. 2632705608. 14.5146721 0.0001089 -0.0004761 0.3764792 - 13.7232338 c 0.00000792 19745. 2494142155. 14.4861281 0.0001147 -0.0005028 0.3958817 - 14.4921889 C 0.00000833 19745. 2369435047. 14.4608970 0.0001205 -0.0005295 0.4152251 - 15.2610332 c 0.00000875 19745. 2256604807. 14.4385070 0.0001263 -0.0005562 0.4345095 - 16.0297663 C 0.00000917 19745. 2154031861. 14.4177848 0.0001322 -0.0005828 0.4537102 - 16.7985972 c 0.00000958 19745. 2060378302. 14.3987573 0.0001380 -0.0006095 0.4728353 - 17.5674581 C 0.00001000 19745. 1974529206. 14.3817264 0.0001438 -0.0006362 0.4919022 - 18.3361995 c 0.00001042 19745. 1895548038. 14.3664540 0.0001497 -0.0006628 0.5109107 -19.1048214 C 0.00001083 19745. 1822642344. 14.3527384 0.0001555 -0.0006895 0.5298606 -19.8733231 c 0.00001125 19745. 1755137072. 14.3404082 0.0001613 -0.0007162 0.5487520 - 20.6417044 c 0.00001167 19745. 1692453605. 14.3293162 0.0001672 -0.0007428 0.5675846 - 21.4099648 C 0.00001208 19745. 1634093136. 14.3193356 0.0001730 -0.0007695 0.5863584 - 22.1781037 c 0.00001250 19745. 1579623365. 14.3103564 0.0001789 -0.0007961 0.6050733 - 22.9461209 C 0.00001292 19745. 1528667772. 14.3022831 0.0001847 -0.0008228 0.6237290 - 23.7140157 c 0.00001333 19745. 1480896904. 14.2950319 0.0001906 -0.0008494 0.6423257 - 24.4817877 C 0.00001375 19745. 1436021241. 14.2885291 0.0001965 -0.0008760 0.6608630 - 25.2494365 C 0.00001417 19745. 1393785322. 14.2827100 0.0002023 -0.0009027 0.6793410 - 26.0169617 c 0.00001458 19745. 1353962884. 14.2775170 0.0002082 -0.0009293 0.6977595 - 26.7843626 C 0.00001500 19745. 1316352804. 14.2728990 0.0002141 -0.0009559 0.7161184 - 27.5516389 C 0.00001542 19745. 1280775701. 14.2688104 0.0002200 -0.0009825 0.7344175 -28.3187902 c 0.00001583 19745. 1247071077. 14.2652106 0.0002259 -0.0010091 0.7526568 - 29.0858158 c 0.00001625 19745. 1215094896. 14.2620628 0.0002318 -0.0010357 0.7708362 - 29.8527154 C 0.00001708 19745. 1155821974. 14.2569954 0.0002436 -0.0010889 0.8070146 - 31.3861344 C 0.00001792 19745. 1102062813. 14.2533812 0.0002554 -0.0011421 0.8429518 - 32.9190431 C 0.00001875 19745. 1053082243. 14.2510339 0.0002672 -0.0011953 0.8786468 - 34.4514378 c 0.00001958 19745. 1008270233. 14.2497987 0.0002791 -0.0012484 0.9140988 - 35.9833143 c 0.00002042 19745. 967116346. 14.2495464 0.0002909 -0.0013016 0.9493067 - 37.5146685 c 0.00002125 19745. 929190214. 14.2501682 0.0003028 -0.0013547 0.9842696 - 39.0454963 C 0.00002208 19745. 894126433. 14.2515717 0.0003147 -0.0014078 1.0189866 - 40.5757934 c Page 6 880338.1p90 0.00002292 19745. 861612744. 14.2536779 0.0003266 -0.0014609 1.0534565 - 42.1055557 C 0.00002375 19745. 831380718. 14.2564193 0.0003386 -0.0015139 1.0876784 -43.6347787 C 0.00002458 19745. 803198321. 14.2597374 0.0003506 -0.0015669 1.1216513 - 45.1634580 C 0.00002542 19745. 776863950. 14.2635815 0.0003625 -0.0016200 1.1553741 - 46.6915893 C 0.00002625 19745. 752201602. 14.2679076 0.0003745 -0.0016730 1.1888459 - 48.2191679 C 0.00002708 19745. 729056938. 14.2726769 0.0003866 -0.0017259 1.2220655 - 49.7461893 C 0.00002792 19745. 707294044. 14.2778555 0.0003986 -0.0017789 1.2550320 - 51.2726487 C 0.00002875 19745. 686792767. 14.2834135 0.0004106 -0.0018319 1.2877441 - 52.7985416 C 0.00002958 19974. 675162889. 14.2893246 0.0004227 -0.0018848 1.3202009 - 54.3238630 C 0.00003042 20519. 674605398. 14.2955651 0.0004348 -0.0019377 1.3524012 - 55.8486080 C 0.00003125 21064. 674062905. 14.3021142 0.0004469 -0.0019906 1.3843439 - 57.3727718 c 0.00003208 21609. 673534135. 14.3089532 0.0004591 -0.0020434 1.4160279 -58.8963492 C 0.00003292 22154. 673017939. 14.3160656 0.0004712 -0.0020963 1.4474520 - 60.0000000 CY 0.00003375 22697. 672513282. 14.3234363 0.0004834 -0.0021491 1.4786151 - 60.0000000 CY 0.00003458 23223. 671504661. 14.3273569 0.0004955 -0.0022020 1.5091852 - 60.0000000 CY 0.00003542 23683. 668709381. 14.3184298 0.0005071 -0.0022554 1.5382954 - 60.0000000 CY 0.00003625 24036. 663048847. 14.2881875 0.0005179 -0.0023096 1.5651188 - 60.0000000 CY 0.00003708 24375. 657292598. 14.2571059 0.0005287 -0.0023638 1.5914885 - 60.0000000 CY 0.00003792 24713. 651782201. 14.2277609 0.0005395 -0.0024180 1.6176487 - 60.0000000 CY 0.00003875 25031. 645954242. 14.1955960 0.0005501 -0.0024724 1.6431731 -60.0000000 CY 0.00003958 25260. 638145486. 14.1468524 0.0005600 -0.0025275 1.6667219 - 60.0000000 CY 0.00004042 25481. 630459454. 14.0987796 0.0005698 -0.0025827 1.6899333 - 60.0000000 CY 0.00004125 25702. 623079541. 14.0529103 0.0005797 -0.0026378 1.7129668 - 60.0000000 CY 0.00004208 25923. 615987539. 14.0091151 0.0005896 -0.0026929 1.7358218 - 60.0000000 cY 0.00004292 26143. 609166656. 13.9672743 0.0005994 -0.0027481 1.7584978 - 60.0000000 CY 0.00004375 26364. 602601377. 13.9272778 0.0006093 -0.0028032 1.7809942 - 60.0000000 CY 0.00004458 26580. 596186852. 13.8881581 0.0006192 -0.0028583 1.8032210 - 60.0000000 CY 0.00004542 26756. 589127288. 13.8422511 0.0006287 -0.0029138 1.8243847 - 60.0000000 cY 0.00004625 26886. 581325182. 13.7885231 0.0006377 -0.0029698 1.8443609 - 60.0000000 CY 0.00004708 27016. 573796636. 13.7368808 0.0006468 -0.0030257 1.8641854 - 60.0000000 cY 0.00004792 27146. 566527366. 13.6872161 0.0006558 -0.0030817 1.8838579 -60.0000000 CY 0.00004875 27276. 559498683. 13.6384949 0.0006649 -0.0031376 1.9032768 - 60.0000000 CY 0.00004958 27404. 552685607. 13.5884175 0.0006738 -0.0031937 1.9221986 - 60.0000000 CY 0.00005292 27917. 527557399. 13.4055261 0.0007094 -0.0034181 1.9964240 - 60.0000000 CY 0.00005625 28411. 505081608. 13.2429262 0.0007449 -0.0036426 2.0678422 - 60.0000000 CY 0.00005958 28701. 481698941. 13.0551063 0.0007779 -0.0038696 2.1315202 - 60.0000000 CY 0.00006292 28968. 460424399. 12.8842678 0.0008106 -0.0040969 2.1925956 - 60.0000000 cY 0.00006625 29229. 441196604. 12.7186144 0.0008426 -0.0043249 2.2499843 -60.0000000 CY 0.00006958 29489. 423787755. 12.5691873 0.0008746 -0.0045529 2.3053013 - 60.0000000 CY 0.00007292 29747. 407954911. 12.4350057 0.0009067 -0.0047808 2.3586956 Page 7 880338.1p90 - 60.0000000 CY 0.00007625 30004. 393491118. 12.3140929 0.0009389 -0.0050086 2.4101460 - 60.0000000 CY 0.00007958 30171. 379113955. 12.1817059 0.0009695 -0.0052380 2.4567616 - 60.0000000 cY 0.00008292 30289. 365299123. 12.0447048 0.0009987 -0.0054688 2.4995624 - 60.0000000 CY 0.00008625 30403. 352495715. 11.9097993 0.0010272 -0.0057003 2.5395537 - 60.0000000 CY 0.00008958 30515. 340637689. 11.7859940 0.0010558 -0.0059317 2.5780108 - 60.0000000 CY 0.00009292 30627. 329623192. 11.6721062 0.0010845 -0.0061630 2.6149176 - 60.0000000 CY 0.00009625 30739. 319364464. 11.5671173 0.0011133 -0.0063942 2.6502578 -60.0000000 CY 0.00009958 30849. 309785489. 11.4701457 0.0011422 -0.0066253 2.6840147 - 60.0000000 CY 0.0001029 30959. 300820100. 11.3804243 0.0011712 -0.0068563 2.7161715 - 60.0000000 CY 0.0001063 31068. 292404629. 11.2956447 0.0012002 -0.0070873 2.7465251 - 60.0000000 cY 0.0001096 31173. 284465015. 11.2084670 0.0012283 -0.0073192 2.7743292 - 60.0000000 CY 0.0001129 31277. 276988490. 11.1273192 0.0012565 -0.0075510 2.8006129 - 60.0000000 CY 0.0001163 31380. 269935126. 11.0516953 0.0012848 -0.0077827 2.8253595 - 60.0000000 CY 0.0001196 31474. 263193133. 10.9779522 0.0013128 -0.0080147 2.8482364 - 60.0000000 CY 0.0001229 31549. 256666044. 10.9028980 0.0013401 -0.0082474 2.8690074 -60.0000000 CY 0.0001263 31593. 250238982. 10.8219972 0.0013663 -0.0084812 2.8873708 - 60 0000000 cY 0.0001296 31634. 244117300. 10.7449754 0.0013924 -0.0087151 2.9043240 - 60 0000000 CY 0.0001329 31674. 238299354. 10.6724846 0.0014186 -0.0089489 2.9199485 - 60 0000000 cY 0.0001363 31714. 232762790. 10.6041992 0.0014448 -0.0091827 2.9342297 - 60.0000000 CY 0.0001396 31753. 227487390. 10.5398253 0.0014712 -0.0094163 2.9471532 - 60.0000000 cY 0.0001429 31789. 222432224. 10.4712989 0.0014965 -0.0096510 2.9582224 - 60.0000000 cY 0.0001462 31824. 217600691. 10.4050680 0.0015217 -0.0098858 2.9679463 - 60.0000000 CY 0.0001496 31859. 212981891. 10.3423807 0.0015470 -0.0101205 2.9764127 - 60.0000000 cY 0.0001529 31893. 208561868. 10.2830129 0.0015724 -0.0103551 2.9836077 - 60.0000000 cY 0.0001562 31926. 204327855. 10.2267600 0.0015979 -0.0105896 2.9895169 - 60.0000000 CY 0.0001596 31959. 200268150. 10.1734345 0.0016235 -0.0108240 2.9941257 - 60.0000000 CY 0.0001629 31992. 196372008. 10.1228648 0.0016492 -0.0110583 2.9974192 - 60.0000000 cY 0.0001662 32025. 192629547. 10.0748933 0.0016750 -0.0112925 2.9993821 - 60.0000000 CY 0.0001696 32057. 189031575. 10.0293867 0.0017008 -0.0115267 2.9997672 - 60.0000000 cY 0.0001729 32088. 185568332. 9.9864073 0.0017268 -0.0117607 2.9946368 - 60.0000000 cY 0.0001762 32119. 182233992. 9.9455512 0.0017529 -0.0119946 2.9915166 - 60.0000000 cY 0.0001796 32149. 179021342. 9.9067070 0.0017791 -0.0122284 2.9953097 - 60.0000000 CY 0.0001829 32179. 175923693. 9.8697719 0.0018053 -0.0124622 2.9979955 -60.0000000 CY 0.0002029 32347. 159409200. 9.6711864 0.0019624 -0.0138651 2.9949833 - 60.0000000 CY 0.0002229 32496. 145777919. 9.5044676 0.0021187 -0.0152688 2.9895192 - 60.0000000 CY 0.0002429 32598. 134194820. 9.3546889 0.0022724 -0.0166751 2.9993355 60.0000000 CY 0.0002629 32642. 124152787. 9.2090157 0.0024212 -0.0180863 2.9854844 60.0000000 cY 0.0002829 32673. 115486628. 9.0846506 0.0025702 -0.0194973 2.9964243 60.0000000 cY 0.0003029 32701. 107954867. 8.9822850 0.0027209 -0.0209066 2.9949966 60.0000000 cY Page 8 880338.1p90 0.0003229 32721. 101328917. 8.8750032 0.0028659 -0.0223216 2.9794591 60.0000000 CY 0.0003429 32738. 95470248. 8.7797059 0.0030107 -0.0237368 2.9900741 60.0000000 CYT 0.0003629 32754. 90252904. 8.6984467 0.0031568 -0.0251507 2.9987263 60.0000000 CYT 0.0003829 32769. 85576640. 8.6292461 0.0033043 -0.0265632 2.9941817 60.0000000 CYT 0.0004029 32782. 81361763. 8.5696723 0.0034529 -0.0279746 2.9811411 60.0000000 CYT 0.0004229 32791. 77534793. 8.5229785 0.0036045 -0.0293830 2.9674640 60.0000000 CYT 0.0004429 32796. 74046248. 8.4857014 0.0037585 -0.0307890 2.9836252 60.0000000 CYT 0.0004629 32801. 70857625. 8.4534581 0.0039132 -0.0321943 2.9949082 60.0000000 CYT summary of Results for Nominal (unfactored) Moment Capacity for Section 1 Moment values interpolated at maximum compressive strain = 0.003 or maximum developed moment if pile fails at smaller strains. Load NO. 1 Axial Thrust Nominal Mom. Cap. kips in -kip Max. Comp. Strain 13.000 32737.042 0.00300000 Note that the values of moment capacity in the table above are not factored by a strength reduction factor (phi -factor). In ACI 318, the value of the strength reduction factor depends on whether the transverse reinforcing steel bars are tied hoops (0.65) or spirals (0.70). The above values should be multiplied by the appropriate strength reduction factor to compute ultimate moment capacity according to ACI 318, Section 9.3.2.2 or the value required by the design standard being followed. The following table presents factored moment capacities and corresponding bending stiffnesses computed for common resistance factor values used for reinforced concrete sections. Axial Resist. Nominal ult. (Fac) ult. (Fac) Bend. Stiff. Load Factor Moment Cap Ax. Thrust Moment Cap at Ult Mom No. for Moment in -kips kips in -kips kip-inA2 1 0.65 32737. 8.450000 21279. 673854590. 1 0.70 32737. 9.100000 22916. 672093736. 1 0.75 32737. 9.750000 24553. 654394646. Layering Correction Equivalent Depths of Soil & Rock Layers Top of Equivalent Layer Top Depth Same Layer Layer is FO F1 Layer Below Below Type As Rock or Integral Integral No. Pile Head Grnd Surf Layer is Below for Layer for Layer ft ft Above Rock Layer lbs lbs 1 1.8330 0.00 N.A. No 0.00 0.1051 2 19.8330 18.0000 Yes No 0.1051 0.04095 3 26.8330 Not -a -Nu No No 0.1460 N.A. Notes: The FO integral of Layer n+1 equals the sum of the FO and F1 integrals for Layer n. Layering correction equivalent depths are computed only for soil types with both shallow -depth and deep -depth expressions for peak lateral load transfer. These soil types are soft and stiff clays, non -liquefied sands, and cemented c -phi soil. Page 9 880338.1p90 Computed values of Pile Loading and Deflection for Lateral Loading for Load Case Number 1 Pile -head conditions are Shear and Moment (Loading Type 1) Shear force at pile head = 11000.0 lbs Applied moment at pile head = 7500000.0 in -lbs Axial thrust load on pile head = 13000.0 lbs Depth Deflect. Bending Shear Slope Total Bending Soil Res. Soil Spr. Distrib. X y Moment Force 5 Stress Stiffness p Es*h Lat. Load feet inches in -lbs lbs radians psi* in-lbA2 lb/inch lb/inch lb/inch 0.00 1.2274 7500000. 11000. -0.00289 0.00 6.87E+12 0.00 0.00 0.00 0.4983 1.2102 7566004. 11000. -0.00288 0.00 6.87E+12 0.00 0.00 0.00 0.9967 1.1930 7632007. 11000. -0.00287 0.00 6.86E+12 0.00 0.00 0.00 1.4950 1.1759 7698009. 11000. -0.00287 0.00 6.86E+12 0.00 0.00 0.00 1.9933 1.1588 7764011. 11000. -0.00286 0.00 6.86E+12 -1.63E-04 8.39E-04 0.00 2.4916 1.1417 7830013. 11000. -0.00285 0.00 6.86E+12 -1.62E-04 8.48E-04 0.00 2.9900 1.1246 7896014. 11000. -0.00284 0.00 6.86E+12 -1.61E-04 8.56E-04 0.00 3.4883 1.1077 7962014. 11000. -0.00284 0.00 6.86E+12 -1.60E-04 8.65E-04 0.00 3.9866 1.0907 8028014. 11000. -0.00283 0.00 6.86E+12 -1.59E-04 8.74E-04 0.00 4.4850 1.0738 8094013. 11000. -0.00282 0.00 6.86E+12 -1.59E-04 8.83E-04 0.00 4.9833 1.0569 8160012. 11000. -0.00282 0.00 6.86E+12 -1.58E-04 8.92E-04 0.00 5.4816 1.0401 8226010. 11000. -0.00281 0.00 6.86E+12 -1.57E-04 9.02E-04 0.00 5.9800 1.0233 8292008. 11000. -0.00280 0.00 6.86E+12 -1.56E-04 9.12E-04 0.00 6.4783 1.0066 8358005. 11000. -0.00280 0.00 6.86E+12 -1.55E-04 9.22E-04 0.00 6.9766 0.9899 8424002. 11000. -0.00279 0.00 6.86E+12 -1.54E-04 9.32E-04 0.00 7.4749 0.9732 8489998. 11000. -0.00278 0.00 6.86E+12 -1.53E-04 9.43E-04 0.00 7.9733 0.9566 8555993. 11000. -0.00277 0.00 6.86E+12 -1.53E-04 9.54E-04 0.00 8.4716 0.9401 8621988. 11000. -0.00277 0.00 6.86E+12 -1.52E-04 9.65E-04 0.00 8.9699 0.9236 8687982. 11000. -0.00276 0.00 6.86E+12 -1.51E-04 9.76E-04 0.00 9.4683 0.9071 8753976. 11000. -0.00275 0.00 6.86E+12 -1.50E-04 9.88E-04 0.00 9.9666 0.8907 8819969. 11000. -0.00274 0.00 6.86E+12 -1.49E-04 0.00100 0.00 10.4649 0.8743 8885961. 11000. -0.00274 0.00 6.86E+12 -1.48E-04 0.00101 0.00 10.9633 0.8579 8951953. 11000. -0.00273 0.00 6.86E+12 -1.47E-04 0.00103 0.00 11.4616 0.8417 9017944. 11000. -0.00272 0.00 6.85E+12 -1.46E-04 0.00104 0.00 11.9599 0.8254 9083935. 11000. -0.00271 0.00 6.85E+12 -1.45E-04 0.00105 0.00 12.4582 0.8092 9149925. 11000. -0.00270 0.00 6.85E+12 -1.44E-04 0.00107 0.00 12.9566 0.7931 9215914. 11000. -0.00270 0.00 6.85E+12 -1.43E-04 0.00108 0.00 13.4549 0.7770 9281903. 11000. -0.00269 0.00 6.85E+12 -1.42E-04 0.00110 0.00 13.9532 0.7609 9347891. 11000. -0.00268 0.00 6.85E+12 -1.41E-04 0.00111 0.00 14.4516 0.7449 9413878. 11000. -0.00267 0.00 6.85E+12 -1.40E-04 0.00113 0.00 Page 10 14.9499 0.00 15.4482 0.00 15.9466 0.00 16.4449 0.00 16.9432 0.00 17.4415 0.00 17.9399 0.00 18.4382 0.00 18.9365 0.00 19.4349 0.00 19.9332 0.00 20.4315 0.00 20.9299 0.00 21.4282 0.00 21.9265 0.00 22.4249 0.00 22.9232 0.00 23.4215 0.00 23.9198 0.00 24.4182 0.00 24.9165 0.00 25.4148 0.00 25.9132 0.00 26.4115 0.00 26.9098 0.00 27.4082 0.00 27.9065 0.00 28.4048 0.00 28.9031 0.00 29.4015 0.00 29.8998 0.00 30.3981 0.00 30.8965 0.00 31.3948 0.00 31.8931 0.00 32.3914 0.00 32.8898 0.00 33.3881 0.00 33.8864 0.00 34.3848 0.7290 0.7131 0.6972 0.6814 0.6657 0.6500 0.6343 0.6188 0.6032 0.5877 0.5723 0.5569 0.5416 0.5263 0.5111 0.4959 0.4808 0.4657 0.4507 0.4357 0.4209 0.4060 0.3912 0.3765 0.3618 0.3472 0.3327 0.3182 0.3038 0.2894 0.2751 0.2608 0.2466 0.2324 0.2184 0.2043 0.1903 0.1764 0.1625 0.1487 9479865. 9545851. 9611836. 9677821. 9743805. 9809789. 9875772. 9941754. 1.00E+07 1.01E+07 1.01E+07 1.02E+07 1.03E+07 1.03E+07 1.04E+07 1.05E+07 1.05E+07 1.06E+07 1.07E+07 1.07E+07 1.08E+07 1.09E+07 1.09E+07 1.10E+07 1.11E+07 1.11E+07 11000. 11000. 11000. 11000. 11000. 11000. 11000. 11000. 11000. 11000. 11000. 11000. 11000. 11000. 11000. 11000. 11000. 11000. 11000. 11000. 11000. 11000. 11000. 11000. 8586. 3811. 1.11E+07 -858.7196 1.11E+07 -5415. 1.10E+07 1.10E+07 1.09E+07 1.08E+07 1.06E+07 1.04E+07 1.03E+07 1.00E+07 9808571. 9558922. 9291566. 9007640. -9851. - 14160. - 18336. - 22371. - 26259. - 29993. -33566. -36973. - 40206. - 43258. - 46124. -48797. 880338.1p90 - 0.00266 - 0.00265 - 0.00265 -0.00264 - 0.00263 - 0.00262 - 0.00261 - 0.00260 - 0.00260 - 0.00259 - 0.00258 -0.00257 - 0.00256 -0.00255 - 0.00254 - 0.00253 - 0.00252 - 0.00251 - 0.00250 - 0.00250 - 0.00249 - 0.00248 - 0.00247 - 0.00246 -0.00245 - 0.00244 - 0.00243 - 0.00242 - 0.00241 - 0.00240 - 0.00239 - 0.00238 - 0.00237 - 0.00236 - 0.00235 - 0.00234 - 0.00234 - 0.00233 - 0.00232 -0.00231 Page 11 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 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 0.00 0.00 0.00 0.00 0.00 0.00 6.85E+12 6.85E+12 6.85E+12 6.85E+12 6.85E+12 6.85E+12 6.85E+12 6.85E+12 6.85E+12 6.85E+12 6.85E+12 6.84E+12 6.84E+12 6.84E+12 6.84E+12 6.84E+12 6.84E+12 6.84E+12 6.84E+12 6.84E+12 6.84E+12 6.84E+12 6.84E+12 6.84E+12 6.84E+12 6.84E+12 6.84E+12 6.84E+12 6.84E+12 6.84E+12 6.84E+12 6.84E+12 6.84E+12 6.84E+12 6.84E+12 6.85E+12 6.85E+12 6.85E+12 6.85E+12 6.86E+12 - 1.39E-04 - 1.38E-04 - 1.37E-04 - 1.36E-04 -1.35E-04 - 1.34E-04 - 1.33E-04 - 1.32E-04 - 1.31E-04 - 1.30E-04 - 1.29E-04 - 1.27E-04 - 1.26E-04 - 1.25E-04 - 1.24E-04 - 1.23E-04 - 1.21E-04 - 1.20E-04 - 1.19E-04 - 1.17E-04 - 1.16E-04 - 1.15E-04 -1.13E-04 - 1.12E-04 - 807.2159 - 790.0210 -771.6656 - 752.1574 -731.5040 -709.7124 - 686.7894 - 662.7414 - 637.5742 - 611.2933 - 583.9036 - 555.4098 - 525.8158 -495.1252 - 463.3411 - 430.4659 0.00114 0.00116 0.00118 0.00120 0.00121 0.00123 0.00125 0.00128 0.00130 0.00132 0.00134 0.00137 0.00139 0.00142 0.00145 0.00148 0.00151 0.00154 0.00158 0.00161 0.00165 0.00169 0.00173 0.00178 13340. 13605. 13870. 14136. 14401. 14666. 14931. 15196. 15461. 15726. 15991. 16256. 16521. 16787. 17052. 17317. 0.00 34.8831 0.00 35.3814 0.00 35.8798 0.00 36.3781 0.00 36.8764 0.00 37.3747 0.00 37.8731 0.00 38.3714 0.00 38.8697 0.00 39.3681 0.00 39.8664 0.00 40.3647 0.00 40.8631 0.00 41.3614 0.00 41.8597 0.00 42.3580 0.00 42.8564 0.00 43.3547 0.00 43.8530 0.00 44.3514 0.00 44.8497 0.00 45.3480 0.00 45.8464 0.00 46.3447 0.00 46.8430 0.00 47.3414 0.00 47.8397 0.00 48.3380 0.00 48.8363 0.00 49.3347 0.00 49.8330 0.00 0.1349 0.1211 0.1074 0.09374 0.08012 0.06654 0.05299 0.03948 0.02600 0.01255 -8.68E-04 - 0.01426 - 0.02763 - 0.04097 -0.05430 - 0.06760 - 0.08089 - 0.09417 - 0.1074 - 0.1207 - 0.1339 - 0.1471 - 0.1604 - 0.1736 - 0.1868 - 0.2000 - 0.2132 - 0.2264 - 0.2396 - 0.2528 -0.2660 8708321. 8394822. 8068397. 7730338. 7381977. 7024683. 6659866. 6288972. 5913489. 5534942. 5154895. 4774954. 4396760. 4021996. 3652385. 3289687. 2935705. 2592279. 2261292. 1944665. 1644360. 1362380. 1100770. 861613. 647036. 459205. 300329. 172658. 78484. 20139. 0.00 - 51269. - 53536. - 55589. - 57423. -59031. -60407. - 61544. - 62436. - 63076. - 63457. - 63574. - 63419. - 62986. - 62268. - 61259. - 59952. - 58341. - 56418. - 54178. -51612. - 48715. - 45480. - 41899. - 37967. -33675. - 29018. - 23988. - 18578. -12781. -6591. 880338.1p90 - 0.00230 - 0.00230 - 0.00229 - 0.00228 -0.00227 - 0.00227 - 0.00226 -0.00226 - 0.00225 - 0.00225 - 0.00224 - 0.00224 - 0.00223 - 0.00223 -0.00223 - 0.00222 - 0.00222 - 0.00222 - 0.00222 - 0.00221 -0.00221 - 0.00221 - 0.00221 - 0.00221 - 0.00221 - 0.00221 - 0.00221 - 0.00221 - 0.00221 - 0.00221 0.00 -0.00221 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 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 6.86E+12 6.86E+12 6.86E+12 6.86E+12 6.87E+12 6.87E+12 6.87E+12 6.88E+12 6.88E+12 6.88E+12 6.88E+12 6.89E+12 6.89E+12 6.89E+12 6.89E+12 6.90E+12 6.90E+12 6.90E+12 6.90E+12 6.90E+12 6.90E+12 6.90E+12 6.90E+12 6.90E+12 6.90E+12 6.90E+12 6.90E+12 6.90E+12 6.90E+12 6.90E+12 6.90E+12 - 396.5018 - 361.4503 - 325.3124 -288.0886 - 249.7791 - 210.3834 - 169.9006 - 128.3294 - 85.6678 - 41.9140 2.9353 48.8826 95.9314 144.0851 193.3478 243.7236 295.2169 347.8323 401.5743 456.4477 512.4571 569.6074 627.9030 687.3484 747.9478 809.7050 872.6238 936.7070 1002. 1068. 1136. This analysis computed pile response using nonlinear moment -curvature rela- tionships. values of total stress due to combined axial and bending stresses are computed only for elastic sections only and do not equal the actual stresses in concrete and steel. stresses in concrete and steel may be inter- polated from the output for nonlinear bending properties relative to the magnitude of bending moment developed in the pile. Output Summary for Load Case No. 1: Pile -head deflection = Computed slope at pile head = Maximum bending moment = Maximum shear force Depth of maximum bending moment 1.22744823 inches -0.00288514 radians 11109297. inch -lbs -63574. lbs 27.90648000 feet below pile head Page 12 17582. 17847. 18112. 18377. 18642. 18907. 19172. 19438. 19703. 19968. 20233. 20498. 20763. 21028. 21293. 21558. 21824. 22089. 22354. 22619. 22884. 23149. 23414. 23679. 23944. 24210. 24475. 24740. 25005. 25270. 12768. Depth of maximum shear force = Number of iterations = Number of zero deflection points = 880338.1p90 39.86640000 feet below pile head 6 1 summary of Pile -head Responses for Conventional Analyses Definitions of Pile -head Loading Conditions: Load Type 1: Load 1 = Load Type 2: Load 1 = Load Type 3: Load 1 = Load Type 4: Load 1 = Load Type 5: Load 1 = Load Load case Type Pile -head No. 1 Load 1 shear, v, lbs, and Load 2 Shear, v, lbs, and Load 2 Shear, v, lbs, and Load 2 Top Deflection, y, inches, Top Deflection, y, inches, Load Type 2 Pile -head Load 2 = Moment, M, in -lbs = Slope, s, radians = Rot. Stiffness, R, in-lbs/rad. and Load 2 = Moment, M, in -lbs and Load 2 = Slope, s, radians Axial Pile -head Pile -head Max shear Max Moment Loading Deflection Rotation in Pile in Pile lbs inches radians lbs in -lbs 1 v, lb 11000. M, in -lb 7500000. 13000. 1.2274 -0.00289 -63574. 1.11E+07 Maximum pile -head deflection = 1.2274482293 inches Maximum pile -head rotation = -0.0028851382 radians The analysis ended normally. = -0.165306 deg. Page 13 Seismic Calculations (TIA-222-G) Analysis Method: Equivalent Modal Analysis, Method 2 (Section 2.7.8, TIA-222-G) GPD Job Number 2017777.880338.05 Site Name TUKWILA Site Number 880338 City Tukwila State Washington County King Tower Type Monopole Base OD 34.5 in Top OD Base Thickness 0.28125 in Top Thickness # of Sides 12 Base Elevation 0 ft Structure Height (ft) 82.5 T� 6(Figure 22-12, ASCE 7-10) S. 1.499 (USGS, 2015 18C) SI 0.562 (USGS, 2015 IBC) Site Classification D (Table 2-11, TIA-222-G) Structure Class II (Table 2-1, TIA-222-G) Importance Factor (I) 1 (Table 2-3, TIA-222-G) Fa 1.000 (Table 2-12, TIA-222-G, interpolation allowed) Fv 1.500 (Table 2-13, TIA-222-G, interpolation allowed) SDS 0.999 (Eq. 2.7.6, TIA-222G) SDI 0.562 (Eq. 2.7.6, TIA-222-G) Wt 10.920 (kips) Wu 3.937 (Kips) W� 6.983 (Ices) g 386.1 (in/s') lave 2596.93 tin) E 29000.00 (ksi) f1 R SA Earthquake LRFD Load Factor Discrete Appurtenances Appurtenances @ 81' Appurtenances @ 80' Appurtenances @ 79' Appurtenances @ 78' Appurtenances @ 66' Appurtenances @ 64' Appurtenances @ 59' Appurtenances @ 20' Linear Appurtenances Feedlines from 57.9' - 82.5' Feedlines from 28.7' - 57.9' Feedlines from 0' - 28.T Structure Components Tower Section from 57.9' - 82.5' Tower Section from 28.7' - 57.9' Tower Section from 0' - 28.7' Totals 0.639 Hz (Eq. 2.7.11, TIA-222-G) 1 .5 (2.7.8.1, TIA-222-G) 0.359 (2.7.8.1, TIA-222-G) 1 (2.3.2, TIA-222-G) w, (kips) Saz 19.5 in 0.1875 in Fsz Seismic Forces 0.869 81 1.751 1.0149 1.015 kips 0.357 80 1.611 0.3835 0.384 kips 1.009 79 1.477 0.9938 0.994 kips 0.022 78 1.350 0.0198 0.020 kips 0.305 66 0.272 0.0552 0.055 kips 0.860 64 0.172 0.0985 0.099 kips 0.516 59 0.016 0.0055 0.006 kips 0.001 20 0.209 0.0001 0.000 kips 0.075 0.208 0.153 70.21 43.315 14.355 0.555 0.117 0.191 0.0277 0.0162 0.0195 0.028 kips 0.016 kips 0.019 kips 1.097 2.312 3.137 70.21 43.315 14.355 0.555 0.117 0.191 0.4057 0.1805 0.3992 0.406 kips 0.181 kips 0.399 kips 10.920 3.62 kips Base Shear per ASCE 7 Section 12.8 2.61 kips Wind and Seismic Base Shea Comparison Seismic Base Shear (kip) Wind Base Shear (kip) Seismic/Wind Base Shear Ratio Controlling 3.6 11.0 32.9% Wind "The seismic forces In the table above were input Into a supplemental tnxTower analysis as "user defined loads". The resulting tower stress capacity ratings are In the table below" Tower Stress Capacity Comparison (Monopole) Structure Components Capacity Considering Seismic Loading Capacity Considering Wind Loading Controlling Tower Section from 57.92' - 82.5' Tower Section from 28.71' - 57.92' Tower Section from 0' - 28.71' 12.6% 18.6% Wind 16.4% 34.0% Wind 18.8% 45.5% Wind Overall Controlling Load: Overall Capacity: Wind 45.5% - N O / N 2 N ELEVATION 3.00 19.5000 24.3000 A572-65 .- V M N 0.2500 :8i m M M N 29.5800 Feedlines from 28.7' - 57.9' N Appurtenances @ 78' 28.3049 34.5000 N Length (10 Number of Sides Thickness (in) Socket Length (ft) 6 CL F a m a 6 Weight (K) 6.5 82.5 ft 57.9 ft 28.7 ft 0.0 ft DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Appurtenances @ 81' 81 Appurtenances @ 64' 64 Appurtenances @ 80' 80 Appurtenances @ 59' 59 Appurtenances @ 79' 79 Feedlines from 28.7' - 57.9' 43.315 Appurtenances @ 78' 78 Tower Section from 28.7' - 57.9' 43.315 Feedlines from 57.9' - 82.5' 70.21 Appurtenances @ 20' 20 Tower Section from 57.9' - 82.5' 70.21 Feedlines from 0' - 28.7' 14.355 Appurtenances @ 66' 66 Tower Section from 0' - 28.7 14.355 MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu A572-65 65 ksi 80 ksi ALL REACTIONS ARE FACTORED AXIAL 13 K SHEAR MOMENT 4 K ( r 253 kip -ft REACTIONS - 1 mph WIND GPD 520 South Main Street Suite 2531 Akron, Ohio 44311 GPD Phone: (330) 572-2100 FAX: (330) 572-2101 Job: TUKWILA - BU #: 880338 Project: 2017777.880338.05 (SEISMIC) Client: Crown Castle USA, Inc. Drawn by: cdobay App'd: Code: TIA-222-G Date: 05/18/17 Scale' NTS Path: s.oseco.ccaTELECOAC, ee 38nsneseismIcB8m38Sc,,ter Dwg No. E-1 tnxTower GPD 520 South Main Street Suite 2531 Akron, Ohio 44311 Phone: (330) 572-2100 FAX: (330) 572-2101 Job TUKWILA - BU #: 880338 Page 1 of 2 Project 2017777.880338.05 (SEISMIC) Date 13:49:04 05/18/17 Client Crown Castle USA, Inc. Designed by cdobay Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in King County, Washington. Basic wind speed of 1 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. A non-linear (P -delta) analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. User Defined Loads Description Elevation Offset Azimuth From Angle Centroid ft Appurtenances @ 81' Appurtenances @ 80' Appurtenances @ 79' Appurtenances @ 78' Appurtenances @ 66' Appurtenances @ 64' Appurtenances @ 59' Appurtenances @ 20' Feedlines from 57.9' - 82.5' Feedlines from 28.7' - 57.9' Feedlines from 0' - 28.7' Tower Section from 57.9' - 82.5' Tower Section from 28.7' - 57.9' Tower Section from 0' - 28.7' fi 81.00 80.00 79.00 78.00 66.00 64.00 59.00 20.00 70.21 43.32 14.36 70.21 43.32 14.36 Weight F FZ Seismic CAAc Force K K K K ft' 0.00 0.0000 No Ice 0.8692 0.0000 0.0000 0.6343 0.00 0.00 0.0000 No Ice 0.3570 0.0000 0.0000 0.2397 0.00 0.00 0.0000 No Ice 1.0089 0.0000 0.0000 0.6211 0.00 0.00 0.0000 No Ice 0.0220 0.0000 0.0000 0.0124 0.00 0.00 0.0000 No Ice 0.3048 0.0000 0.0000 0.0345 0.00 0.00 0.0000 No Ice 0.8597 0.0000 0.0000 0.0616 0.00 0.00 0.0000 No Ice 0.5156 0.0000 0.0000 0.0035 0.00 0.00 0.0000 No Ice 0.0009 0.0000 0.0000 0.0001 0.00 0.00 0.0000 No Ice 0.0748 0.0000 0.0000 0.0173 0.00 0.00 0.0000 No Ice 0.2077 0.0000 0.0000 0.0101 0.00 0.00 0.0000 No Ice 0.1532 0.0000 0.0000 0.0122 0.00 0.00 0.0000 No Ice 0.0000 0.0000 0.0000 0.2535 0.00 0.00 0.0000 No Ice 0.0000 0.0000 0.0000 0.1128 0.00 0.00 0.0000 No Ice 0.0000 0.0000 0.0000 0.2495 0.00 Compression Checks Pole Design Data Section Elevation No. ft Size L L Kl/r A ft ft P„ in2 K $P. K Ratio P„ OP„ Li 82.5 - 57.9167 TP24.3x19.5x0.1875 24.58 0.00 0.0 14.2043 -5.2875 903.4270 0.006 (1) L2 57.9167 - TP29.58x23.3392x0.25 32.21 0.00 0.0 22.9867 -8.7456 1530.0800 0.006 28.7084 (2) L3 28.7084 - 0 (3) TP34.5x28.3049x0.2813 32.71 0.00 0.0 30.9894 -13.1028 2002.0600 0.007 t cxTower� GPD 520 South Main Street Suite 2531 Akron, Ohio 44311 Phone: (330) 572-2100 FAX: (330) 572-2101 Job TUKWILA - BU #: 880338 Page 2 of 2 Project 2017777.880338.05 (SEISMIC) Date 13:49:04 05/18/17 Client Crown Castle USA, Inc. Designed by cdobay Pole Bending Design Data Section Elevation No. ft Size M,. Ratio Mme. M„z ny kip ft kip ft $M,,. kiP ft kip -ft Ratio Mny 0Mny Ll 82.5 - 57.9167 TP24.3x19.5x0.1875 51.81 432.99 0.120 0.00 432.99 0.000 (1) L2 57.9167 - TP29.58x23.3392x0.25 141.15 889.38 0.159 0.00 889.38 0.000 28.7084 (2) L3 28.7084 - 0 (3) TP34.5x28.3049x0.2813 253.41 1395.28 0.182 0.00 1395.28 0.000 Pole Shear Design Data Section Elevation No. ft Size Actual V K (IV kip ft kip ft 4V K Ratio Actual V� T �Tn Ratio T $T Ll 82.5 - 57.9167 TP24.3x19.5x0.1875 3.0830 451.7140 0.007 0.00 877.98 0.000 (1) L2 57.9167 - TP29.58x23.3392x0.25 3.2782 765.0400 0.004 0.00 1803.38 0.000 28.7084 (2) L3 28.7084 - 0 (3) TP34.5x28.3049x0.2813 3.6239 1001.0300 0.004 0.00 2829.18 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. No. P. M„, M,ry V T Stress Stress OP. SMr. (My (1)17n 4T Ratio Ratio ft Criteria Ll 82.5 - 57.9167 0.006 0.120 0.000 0.007 0.000 0.126 1.000 (1) y/ L2 57.9167 - 0.006 0.159 0.000 0.004 0.000 0.164 1.000 28.7084 (2) ✓ L3 28.7084 - 0 (3) 0.007 0.182 0.000 0.004 0.000 0.188 1.000 4.8.2 V 4.8.2 V 4.8.2 V Section Capacity Table Section No. Elevation f Component Type Size Critical P Element K OP allow K % Pass Capacity Fail Ll 82.5 - 57.9167 Pole TP24.3x19.5x0.1875 1 -5.2875 903.4270 12.6 Pass L2 57.9167 - Pole TP29.58x23.3392x0.25 2 -8.7456 1530.0800 16.4 Pass 28.7084 L3 28.7084 - 0 Pole TP34.5x28.3049x0.2813 3 -13.1028 2002.0600 18.8 Pass Summary ELC: Load Case 7 Pole (L3) 18.8 Pass Rating = 18.8 Pass FILE COPY Permit No. NC7-OtSS Plan review approval is subject to errors and omissions. Approval of construction d=ocuments does not authorize the violation of any adopted code or ordnance. Receipt of approved Field Copy and conditions is acknowledged City of Tukwila BUILDING DIVISION PLANNING APPROVED No changes can be made. tothese plans without approval from the Planning Div►ionOf OCD_- Approved By: 3 i Date: SSI • REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. 1 I SErtnATE PERMIT i : EQU:RED FOR: all‘nanical CQ'iiectnc al lgleasu Pipes City of Tukwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 4 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 12 2017 PERMIT CENTER b4t.oise, E 04 Jun 2017 0 m o N 0 0 E Know what's below. Call before you dig. www.cal1811.com Sprint \\). ALL WORK AND MATERIALS SHALL BE PERFORMED AND 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. • 2015 IBC W/ W.A.C. AMENDMENTS • 2015 IMC W/ W.A.C. AMENDMENTS • 2015 IFC W/ W.A.C. AMENTDMENTS • 2014 NEC W/ W.A.C. AMENDMENTS ACCESSIBILITY REQUIREMENTS: FACILITY IS UNMANNED AND NOT FOR HUMAN HABITATION. HANDICAPPED ACCESS REQUIREMENTS ARE NOT REQUIRED IN ACCORDANCE WITH THE 2015 IBC BUILDING CODE. CODE BLOCK SPRINT PROPOSES TO MODIFY AN EXISTING UNMANNED TELECOMMUNICATIONS FACILITY • REPLACE (3) PANEL ANTENNAS • INSTALL (6) RRH ON TOWER • INSTALL (3) 800 MHz FILTERS • INSTALL (1) HYBRID LINE • INSTALL (1) POWER JUNCTION CYLINDER • INSTALL L800 EQUIPMENT IN EXISTING CABINET PROJECT DESCRIPTION APPROVAL SIGNATURE DATE SITE ACQUISITION MANAGER N-1 GENERAL NOTES CONSTRUCTION MANAGER GENERAL NOTES A-1 A&E MANAGER A-2 COMPOUND PLAN PLANNING CONSULTANT SITE PROFILE A-4 RF MANAGER A-5 DETAILS RF ENGINEER DETAILS E-1 PROPERTY OWNER SPRINT REPRESENTATIVE AAV MANAGER SIGNATURE BLOCK THIS IS AN EXISTING SPRINT WIRELESS TELECOMMUNICATION FACILITY L800 EQUIPMENT UPGRADE L800 EQUIPMENT DEPLOYMENT TUKWILA SE03XC408 / CCI SITE # 880338 PROJECT SITE 0- ar S 122nd Ln S 124th Si BNSF Intermodal Q 0 TTX Company FMO -SSS NORTH AREA MAP 1 A 0,1140, 8Utd 41W. us° i1 i• ti 4,4 PRO4ECT 'SITE . 0 ♦a \ NORTH % `VICINITY MAP /FROM SEATTLE—TACOMA INTERNATIONAL AIRPORT: 1. EASTBOUND ON WA -518 EAST TOWARD SEATTLE/TACOMA 2. TAKE RAMP LEFT FOR 1-5 NORTH TOWARD SEATTLE 3. KEEP STRAIGHT ONTO 1-5 N 4. AT EXIT 156, TAKE RAMP RIGHT FOR WA -599 NORTH TOWARD W. MARGINAL WAY/TUKWILA 5. TURN LEFT ONTO INTERURBAN AVE S 6. TURN RIGHT ONTO 42ND AVE S 7. TURN RIGHT ONTO S 124ND ST 8. STRAIGHT THROUGH TRUCKING LANES/GATES 9. FOLLOW TO THE LEFT 10. SITE ON LEFT DRIVING DIRECTIONS 12200 51ST PL S TUKWILA, WA 98178 KING COUNTY LATITUDE: 47.493756° / 47° 29' 37.52" LONGITUDE: - 122.270608° / 122° 16' 14.19" MONOPOLE SHEET DESCRIPTION T-1 TITLE SHEET N-1 GENERAL NOTES N-2 GENERAL NOTES A-1 SITE PLANS A-2 COMPOUND PLAN A-3 SITE PROFILE A-4 ANTENNA CONFIGURATIONS A-5 DETAILS A-6 DETAILS E-1 GROUNDING DETAILS SHEET INDEX , APPLICANT: PROPERTY INFORMATION: PROPERTY OWNER: TOWER OPERATOR: CC SITE ID: PARCEL NUMBER(S): ZONING CLASSIFICATION: CONSTRUCTION TYPE: OCCUPANCY: JURISDICTION: CURRENT USE: NEW USE: SPRINT SPECTRUM LLC. 6391 SPRINT PARKWAY OVERLAND PARK, KS 66251 KEVIN FOY kevin.foy@sprint.com (206) 427-5856 BNSF RAILWAY COMPANY 2400 WESTERN CENTER BLVD FORT WORTH, TX 76131 CROWN CASTLE USA 1505 WESTLAKE AVE N, SUITE 800 SEATTLE, WA 98109 880338 000380-0003 MIC/H II -8 UTILITY CITY OF TUKWILA UNMANNED WIRELESS TELECOMMUNICATIONS FACILITY UNMANNED WIRELESS TELECOMMUNICATIONS FACILITY PROJECT SUMMARY APP #: 378999 A&E CONSULTANT MORRISON HERSHFIELD ROY LORETE 600 STEWART ST, SUITE 200 SEATTLE, WA 98101 TEL: 206.268.7370 PROFESSIONAL OF RECORD MORRISON HERSHFIELD CORPORATION ROBERT LARA, AIA PHONE: 954.577.4655 WA LICENSE#: 8259 YAN WANG, PE PHONE: 954.577.4655 WA LICENSE#:44138 PROJECT MANAGER CROWN CASTLE USA — KARIN JACKSON 1505 WESTLAKE AVE N, SUITE 800 SEATTLE, WA 98109 PHONE: 480.735.6953 CONSTRUCTION MANAGER CROWN CASTLE USA — LEE BASSETT 1505 WESTLAKE AVE N, SUITE 800 SEATTLE, WA 98109 PHONE: 206.852.0443 ZONING & PERMITTING CONSULTANT CROWN CASTLE USA 1505 WESTLAKE AVE N, SUITE 800 SEATTLE, WA 98109 RF ENGINEER SPRINT 1000 124TH AVE NE, SUITE 201 BELLEVUE, WA 98005 REVIEWED FO CODE COMPLIAU APPROVED JUL 2 4 2011 Sprint \ \)% 6391 SPRINT PARKWAY OVERLAND PARK, KS66251 � J� CROWN Vv CASTLE 1505 WESTLAKE AVE N. SUITE 800 SEATTLE. WA98109 m. MORRISON HERSHFIELD 600 STEWART ST, SUITE 200 SEATTLE, WA 98101 Tel: 206.268.7370 www.morrisonhershfield.com ROBERT JERRY LARA REGISTERED ARCHITECT STATE OF WASHINGTON 8259 MH PROJECT NO.: 7170159 RELFASF NO. DATE D/C DESCRIPTION A 04/19/17 LW 90% CD REVIEW 04/17 JA 100% CD FINAL RECEIVED CITY OF TUKWILA JUN 122017 PERMIT CENTER SITE NUMBER SE03XC408 CCI SITE # 880338 SITE NAME TUKWILA SITE ADDRESS 12200 51ST PL S TUKWILA, WA 97178 SHEET TITLE TITLE SHEET SHEET NO. THESE OUTLINE SPECIFICATIONS IN CONJUNCTION WITH THE SPRINT STANDARD CONSTRUCTION SPECIFICATIONS, INCLUDING CONTRACT DOCUMENTS AND THE CONSTRUCTION DRAWINGS DESCRIBE THE WORK TO BE PERFORMED BY THE CONTRACTOR. SECTION 01 100 — SCOPE OF WORK THE WORK: SHALL COMPLY WITH APPLICABLE NATIONAL CODES AND STANDARDS, LATEST EDITION, AND PORTIONS THEREOF. PRECEDENCE: SHOULD CONFLICTS OCCUR BETWEEN THE STANDARD CONSTRUCTION SPECIFICATIONS FOR WIRELESS SITES INCLUDING THE STANDARD CONSTRUCTION DETAILS FOR WIRELESS SITES AND THE CONSTRUCTION DRAWINGS , INFORMATION ON THE CONSTRUCTION DRAWINGS SHALL TAKE PRECEDENCE. SITE FAMILIARITY: CONTRACTOR SHALL BE RESPONSIBLE FOR FAMILIARIZING HIMSELF WITH ALL CONTRACT DOCUMENTS, FIELD CONDITIONS AND DIMENSIONS PRIOR TO PROCEEDING WITH CONSTRUCTION. ON—SITE SUPERVISION: THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. DRAWINGS, SPECIFICATIONS AND DETAILS REQUIRED AT JOBSITE: THE CONSTRUCTION CONTRACTOR SHALL MAINTAIN A FULL SET OF THE CONSTRUCTION DRAWINGS AT THE JOBSITE FROM MOBILIZATION THROUGH CONSTRUCTION COMPLETION. A. DETAILS ARE INTENDED TO SHOW DESIGN INTENT. PROVIDE ALL MATERIALS AND LABOR AS REQUIRED TO PROVIDE A COMPLETE AND FUNCTIONING SYSTEM. MODIFICATIONS MAY BE REQUIRED TO SUIT JOB DIMENSIONS OR CONDITIONS, AND SUCH MODIFICATIONS SHALL BE INCLUDED AS PART OF THE WORK. B. CONTRACTOR SHALL NOTIFY SPRINT CONSTRUCTION MANAGER OF ANY VARIATIONS PRIOR TO PROCEEDING WITH THE WORK. DIMENSIONS SHOWN ARE TO FINISH SURFACES UNLESS NOTED OTHERWISE. MODIFICATIONS MAY BE REQUIRED TO SUIT JOB DIMENSIONS OR CONDITIONS, AND SUCH MODIFICATIONS SHALL BE INCLUDED AS PART OF THE WORK. C. MARK THE FIELD SET OF DRAWINGS IN RED, DOCUMENTING ANY CHANGES FROM THE CONSTRUCTION DOCUMENTS. METHODS OF PROCEDURE (MOPS) FOR CONSTRUCTION: CONTRACTOR SHALL PERFORM WORK AS DESCRIBED IN A. COAX COLOR CODING SWEEPS AND FIBER TESTING TS -0200 AND EL -0568 B. CABLE LABELING EN -2012-00 C. APPLICABLE INSTALLATION MOPS IDENTIFIED ELSEWHERE IN THE CONTRACT DOCUMENTS SECTION 01 200 — COMPANY FURNISHED MATERIAL AND EQUIPMENT COMPANY FURNISHED MATERIAL AND EQUIPMENT IS IDENTIFIED ON THE RF DATA SHEET IN THE CONSTRUCTION DRAWINGS. CONTRACTOR IS RESPONSIBLE FOR SPRINT PROVIDED MATERIAL AND EQUIPMENT TO ENSURE IT IS PROTECTED AND HANDLED PROPERLY THROUGHOUT THE CONSTRUCTION DURATION. CONTRACTOR RESPONSIBLE FOR RECEIPT OF SPRINT FURNISHED EQUIPMENT AT CELL SITE OR CONTRACTORS LOCATION. CONTRACTOR TO COMPLETE SHIPPING AND RECEIPT DOCUMENTATION IN ACCORDANCE WITH COMPANY PRACTICE. SECTION 01 300 — CELL SITE CONSTRUCTION NOTICE TO PROCEED: NO WORK SHALL COMMENCE PRIOR TO COMPANY'S WRITTEN NOTICE TO PROCEED AND THE ISSUANCE OF WORK ORDER. SITE CLEANLINESS: CONTRACTOR SHALL KEEP THE SITE FREE FROM ACCUMULATING WASTE MATERIAL, DEBRIS, AND TRASH. AT THE COMPLETION OF THE WORK, CONTRACTOR SHALL REMOVE FROM THE SITE ALL REMAINING RUBBISH, IMPLEMENTS, TEMPORARY FACILITIES, AND SURPLUS MATERIALS. SECTION 01 400 — SUBMITTALS & TESTS ALTERNATES: AT THE COMPANY'S REQUEST, ANY ALTERNATIVES TO THE MATERIALS OR METHODS SPECIFIED SHALL BE SUBMITTED TO SPRINTS CONSTRUCTION MANAGER FOR APPROVAL SPRINT WILL REVIEW AND APPROVE ONLY THOSE REQUESTS MADE IN WRITING. NO VERBAL APPROVALS WILL BE CONSIDERED. TESTS AND INSPECTIONS: A. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CONSTRUCTION TESTS, INSPECTIONS AND PROJECT DOCUMENTATION. B. CONTRACTOR SHALL ACCOMPLISH TESTING INCLUDING BUT NOT LIMITED TO THE FOLLOWING: 1. COAX SWEEPS AND FIBER TESTS PER LATEST VERSION OF TS -0200 ANTENNA LINE ACCEPTANCE STANDARDS. 2. AGL, AZIMUTH AND DOWNTILT PROVIDE AN AUTOMATED REPORT UPLOADED TO SITERRA USING A COMMERCIAL MADE—FOR THE PURPOSE ELECTRONIC ANTENNA ALIGNMENT TOOL (MT). INSTALLED AZIMUTH, CENTERLINE AND DOWNTILT MUST CONFORM WITH RF CONFIGURATION DATA. 3. CONTRACTOR SHALL BE RESPONSIBLE FOR ANY AND ALL CORRECTIONS TO ANY WORK IDENTIFIED AS UNACCEPTABLE IN SITE INSPECTION ACTIVITIES AND/OR AS A RESULT OF TESTING. 4. ALL TESTING REQUIRED BY APPLICABLE INSTALLATION MOPS. C. REQUIRED CLOSEOUT DOCUMENTATION INCLUDES, BUT IS NOT LIMITED TO THE FOLLOWING: 1. AZIMUTH, DOWNTILT, AGL FROM SUNSIGHT INSTRUMENTS — ANTENNALIGN ALIGNMENT TOOL (MT) 2. SWEEP AND FIBER TESTS 3. SCALABLE BARCODE PHOTOGRAPHS OF TOWER TOP AND INACCESSIBLE SERIALIZED EQUIPMENT 4. ALL AVAILABLE JURISDICTIONAL PERMIT AND OCCUPANCY INFORMATION 5. PDF SCAN OF REDLINES PRODUCED IN FIELD 6. A PDF SCAN OF REDLINE MARK—UPS SUITABLE FOR USE IN ELECTRONIC AS—BUILT DRAWING PRODUCTION 7. LIEN WAVERS 8. FINAL PAYMENT APPLICATION 9. REQUIRED FINAL CONSTRUCTION PHOTOS 10. CONSTRUCTION AND COMMISSIONING CHECKLIST COMPLETE WITH NO DEFICIENT ITEMS 11. APPLICABLE POST NTP TASKS INCLUDING DOCUMENT UPLOADS COMPLETED IN SITERRA (SPRINTS DOCUMENT REPOSITORY OF RECORD) 12. CLOSEOUT PHOTOGRAPHS AND CLOSEOUT CHECKLISTS: SPRINT WILL PROVIDE SEPARATE GUIDANCE SECTION 11 700 — ANTENNA ASSEMBLY. REMOTE RADIO UNITS AND CABLE INSTALLATION SUMMARY: THIS SECTION SPECIFIES INSTALLATION OF ANTENNAS, RRH'S AND CABLE EQUIPMENT, INSTALLATION, AND TESTING OF COAXIAL FIBER CABLE. ANTENNAS AND RRH'S: THE NUMBER AND TYPE OF ANTENNAS AND RRH'S TO BE INSTALLED IS DETAILED ON THE CONSTRUCTION DRAWINGS. HYBRID CABLE: HYBRID CABLE WILL BE DC/FIBER AND FURNISHED FOR INSTALLATION AT EACH SITE. CABLE SHALL BE INSTALLED PER THE CONSTRUCTION DRAWINGS AND THE APPLICABLE MANUFACTURER'S REQUIREMENTS. JUMPERS AND CONNECTORS: FURNISH AND INSTALL 1/2" COAX JUMPER CABLES BETWEEN THE RRH'S AND ANTENNAS. JUMPERS SHALL BE TYPE LDF 4, FLC 12-50, CR 540, OR FXL 540. SUPER—FLEX CABLES ARE NOT ACCEPTABLE. JUMPERS BETWEEN THE RRH'S AND ANTENNAS OR TOWER TOP AMPLIFIERS SHALL CONSIST OF 1/2 INCH FOAM DIELECTRIC, OUTDOOR RATED COAXIAL CABLE, MIN LENGTH FOR JUMPER SHALL BE 10'-0". REMOTE ELECTRICAL TILT (RET) CABLES: WE TO INSERT SPECIFICATION MISCELLANEOUS: INSTALL SPLITTERS, COMBINERS, FILTERS PER RF DATA SHEET, FURNISHED BY SPRINT. ANTENNA INSTALLATION: THE CONTRACTOR SHALL ASSEMBLE ALL ANTENNAS ONSITE IN ACCORDANCE WITH THE INSTRUCTIONS SUPPLIED BY THE MANUFACTURER. ANTENNA HEIGHT, AZIMUTH, AND FEED ORIENTATION INFORMATION SHALL BE A DESIGNATED ON THE CONSTRUCTION DRAWINGS. A. THE CONTRACTOR SHALL POSITION THE ANTENNA ON TOWER PIPE MOUNTS SO THAT THE BOTTOM STRUT IS LEVEL. THE PIPE MOUNTS SHALL BE PLUMB TO WITHIN 1 DEGREE. B. ANTENNA MOUNTING REQUIREMENTS: PROVIDE ANTENNA MOUNTING HARDWARE AS INDICATED ON THE DRAWINGS. HYBRID CABLE INSTALLATION: A. THE CONTRACTOR SHALL ROUTE, TEST, AND INSTALL ALL CABLES AS INDICATED ON THE CONSTRUCTION DRAWINGS AND IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. B. THE INSTALLED RADIUS OF THE CABLES SHALL NOT BE LESS THAN THE MANUFACTURER'S SPECIFICATIONS FOR BENDING RADIUS. C. EXTREME CARE SHALL BE TAKEN TO AVOID DAMAGE TO THE CABLES DURING HANDLING AND INSTALLATION. 1. FASTENING MAIN HYBRID CABLES: ALL CABLES SHALL BE INSTALLED INSIDE MONOPOLE WITH CABLE SUPPORT GRIPS AS REQUIRED BY THE MANUFACTURER. 2. FASTENING INDIVIDUAL FIBER AND DC CABLES ABOVE BREAKOUT ENCLOSURE (MEDUSA), WITHIN THE MMBTS CABINET AND ANY INTERMEDIATE DISTRIBUTION BOXES: a. FIBER: SUPPORT FIBER BUNDLES USING 1/2" VELCRO STRAPS OF THE REQUIRED LENGTH © 18" OC. STRAPS SHALL BE UV, OIL AND WATER RESISTANT AND SUITABLE FOR INDUSTRIAL INSTALLATIONS AS MANUFACTURED BY TEXTOL OR APPROVED EQUAL. b. DC: SUPPORT DC BUNDLES WITH ZIP TIES OF THE ADEQUATE LENGTH. ZIP TIES TO BE UV STABILIZED, BLACK NYLON, WITH TENSILE STRENGTH AT 12,000 PSI AS MANUFACTURED BY NELCO PRODUCTS OR EQUAL. 3. FASTENING JUMPERS: SECURE JUMPERS TO THE SIDE ARMS OR HEAD FRAMES USING STAINLESS STEEL TIE WRAPS OR STAINLESS STEEL BUTTERFLY CLIPS. 4. CABLE INSTALLATION: a. INSPECT CABLE PRIOR TO USE FOR SHIPPING DAMAGE, NOTIFY THE CONSTRUCTION MANAGER. b. CABLE ROUTING: CABLE INSTALLATION SHALL BE PLANNED TO ENSURE THAT THE LINES WILL BE PROPERLY ROUTED IN THE CABLE ENVELOP AS INDICATED ON THE DRAWINGS. AVOID TWISTING AND CROSSOVERS. c. HOIST CABLE USING PROPER HOISTING GRIPS. DO NOT EXCEED MANUFACTURERS RECOMMENDED MAXIMUM BEND RADIUS. REVIEWED FOR •ODE COMPLIANCE APPROVED 'JUL 2 4 2017 • City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 122017 3ERMIT CENTER J Sprint 6391 SPRINT PARKWAY OVERLAND PARK, KS 66251 CROWN _.0 CASTLE 1505 WESTLAKE AVE N, SUITE 800 SEATTLE, WA98109 mH MORRISON HERSHFIELD 600 STEWART ST, SUITE 200 SEATTLE, WA 98101 Tel: 206.268.7370 www.morrisonhershfield.com ROBERT JERRY LARA REGISTERED ARC HITECT STATE OF WASHINGTON 8259 MH PROJECT NO.: 7170159 REI E1 NO. DATE 1 D/0 DESCRIPTION A 04/19/17 LW 90% CD REVIEW 0 06/04/17 JA 100% CD FINAL SITE NUMBER SE03XC408 CCI SITE # 880338 SITE NAME TUKWILA SITE ADDRESS 12200 51ST PL S TUKWILA, WA 97178 SHEET TITLE GENERAL NOTES SHEET NO. N-1 CONTINUE FROM SP -1 5. GROUNDING OF TRANSMISSION LINES: ALL TRANSMISSION LINES SHALL BE GROUNDED AS INDICATED ON DRAWINGS. 6. HYBRID CABLE COLOR CODING: ALL COLOR CODING SHALL BE AS REQUIRED PER LATEST VERSION OF TS 0200. 7. HYBRID CABLE LABELING: INDIVIDUAL HYBRID AND DC BUNDLES SHALL BE LABELED ALPHA—NUMERICALLY ACCORDING TO SPRINT CELL SITE ENGINEERING NOTICE — EN 2012-001, REV 1 WEATHERPROOFING EXTERIOR CONNECTORS AND HYBRID CABLE GROUND KITS: A. ALL FIBER Sc COAX CONNECTORS AND GROUND KITS SHALL BE WEATHERPROOFED. WEATHERPROOFED USING ONE OF THE FOLLOWING METHODS. ALL INSTALLATIONS MUST BE DONE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND INDUSTRY BEST PRACTICES. 1. COLD SHRINK: ENCOMPASS CONNECTOR IN COLD SHRINK TUBING AND PROVIDE A DOUBLE WRAP OF 2" ELECTRICAL TAPE EXTENDING 2" BEYOND TUBING. PROVIDE 3M COLD SHRINK CXS SERIES OR EQUAL. 2. SELF—AMALGAMATING TAPE: CLEAN SURFACES. APPLY A DOUBLE WRAP OF SELF—AMALGAMATING TAPE 2" BEYOND CONNECTOR. APPLY A SECOND WRAP OF SELF—AMALGAMATING TAPE IN OPPOSITE DIRECTION. APPLY DOUBLE WRAP OF 2" WIDE ELECTRICAL TAPE EXTENDING 2" BEYOND THE SELF—AMALGAMATING TAPE. 3. 3M SLIM LOCK CLOSURE 716: SUBSTITUTIONS WILL NOT BE ALLOWED. 4. OPEN FLAME ON JOB SITE IS NOT ACCEPTABLE. SECTION 11 800 — INSTALLATION OF MULTIMODAL BASE STATIONS (MMBTS1 AND RELATED EQUIPMENT SUMMARY: A. THIS SECTION SPECIFIES MMBTS CABINETS, POWER CABINETS, AND INTERNAL EQUIPMENT INCLUDING BUT NOT LIMITED TO RECTIFIERS, POWER DISTRIBUTION UNITS, BASE BAND UNITS, SURGE ARRESTORS, BATTERIES, AND SIMILAR EQUIPMENT FURNISHED BY THE COMPANY FOR INSTALLATION BY THE CONTRACTOR (OFCI) B. CONTRACTOR SHALL PROVIDE AND INSTALL ALL MISCELLANEOUS MATERIALS AND PROVIDE ALL LABOR REQUIRED FOR INSTALLATION EQUIPMENT IN EXISTING CABINET OR NEW CABINET AS SHOWN ON DRAWINGS AND AS REQUIRE BY THE APPLICABLE INSTALLATION MOPS. C. COMPLY WITH MANUFACTURERS INSTALLATION AND START—UP REQUIREMENTS DC CIRCUIT BREAKER LABELING A. NEW DC CIRCUIT IS REQUIRED IN MMBTS CABINET SHALL BE CLEARLY IDENTIFIED AS TO RRH BEING SERVICED SECTION 26 100 — BASIC ELECTRICAL REQUIREMENTS SUMMARY: THIS SECTION SPECIFIES BASIC ELECTRICAL REQUIREMENTS FOR SYSTEMS AND COMPONENTS. QUALITY ASSURANCE: A. ALL EQUIPMENT FURNISHED UNDER DIVISION 26 SHALL CARRY UL LABELS AND LISTINGS WHERE SUCH LABELS AND LISTINGS ARE AVAILABLE IN THE INDUSTRY. B. MANUFACTURERS OF EQUIPMENT SHALL HAVE A MINIMUM OF THREE YEARS EXPERIENCE WITH THEIR EQUIPMENT INSTALLED AND OPERATING IN THE FIELD IN A USE SIMILAR TO THE PROPOSED USE FOR THIS PROJECT. C. MANUFACTURERS OF EQUIPMENT: ALL MATERIALS AND EQUIPMENT SPECIFIED IN DIVISION 26 OF THE SAME TYPE SHALL BE OF THE SAME MANUFACTURER AND SHALL BE NEW, OF THE BEST QUALITY AND DESIGN, AND FREE FROM DEFECTS. SUPPORTING DEVICES: A. ALL EQUIPMENT FURNISHED UNDER DIVISION 26 SHALL CARRY UL LABELS AND LISTINGS WHERE SUCH LABELS AND LISTINGS ARE AVAILABLE IN THE INDUSTRY. MANUFACTURERS OF EQUIPMENT SHALL HAVE A MINIMUM OF THREE YEARS EXPERIENCE WITH THEIR EQUIPMENT INSTALLED AND OPERATING IN THE FIELD IN A USE SIMILAR TO THE PROPOSED USE FOR THIS PROJECT. MANUFACTURERS OF EQUIPMENT: ALL MATERIALS AND EQUIPMENT SPECIFIED IN DIVISION 26 OF THE SAME TYPE SHALL BE OF THE SAME MANUFACTURER AND SHALL BE NEW, OF THE BEST QUALITY AND DESIGN, AND FREE FROM DEFECTS. SUPPORTING DEVICES: A. MANUFACTURED STRUCTURAL SUPPORT MATERIALS: SUBJECT TO COMPLIANCE WITH REQUIREMENTS, PROVIDE PRODUCTS BY THE FOLLOWING. 1. ALLIED TUBE AND CONDUIT 2. B—LINE SYSTEM 3. SUNISTRUT DIVERSIFIED PRODUCTS 4. THOMAS & BETTS B. FASTENERS: TYPES, MATERIALS, AND CONSTRUCTION FEATURES AS FOLLOWS: 1. EXPANSION ANCHORS: CARBON STEEL WEDGE OR SLEEVE TYPE. 2. POWER—DRIVEN THREADED STUDS: HEAT—TREATED STEEL, DESIGNED SPECIFICALLY FOR THE INTENDED SERVICE. 3. FASTEN BY MEANS OF WOOD SCREWS ON WOOD. 4. TOGGLE BOLTS ON HOLLOW MASONRY UNITS. 5. CONCRETE INSERTS OR EXPANSION BOLTS ON CONCRETE OR SOLID MASONRY. 6. MACHINE SCREWS, WELDED THREADED STUDS, OR SPRING—TENSION CLAMPS ON STEEL. 7. EXPLOSIVE DEVICES FOR ATTACHING HANGERS TO STRUCTURE SHALL NOT BE PERMITTED. 8. DO NOT WELD CONDUIT, PIPE STRAPS, OR ITEMS OTHER THAN THREADED STUDS TO STEEL STRUCTURES. 9. IN PARTITIONS OF LIGHT STEEL CONSTRUCTION, USE SHEET METAL SCREWS. SUPPORTING DEVICES: A. INSTALL SUPPORTING DEVICES TO FASTEN ELECTRICAL COMPONENTS SECURELY AND PERMANENTLY IN ACCORDANCE WITH NEC. B. COORDINATE WITH THE BUILDING STRUCTURAL SYSTEM AND WITH OTHER TRADES. C. UNLESS OTHERWISE INDICATED ON THE DRAWINGS, FASTEN ELECTRICAL ITEMS AND THEIR SUPPORTING HARDWARE SECURELY TO THE STRUCTURE IN ACCORDANCE WITH THE FOLLOWING: D. ENSURE THAT THE LOAD APPLIED BY ANY FASTENER DOES NOT EXCEED 25 PERCENT OF THE PROOF TEST LOAD. E. USE VIBRATION AND SHOCK—RESISTANT FASTENERS FOR ATTACHMENTS TO CONCRETE SLABS. ELECTRICAL IDENTIFICATION: A. UPDATE AND PROVIDE TYPED CIRCUIT BREAKER SCHEDULES IN THE MOUNTING BRACKET, INSIDE DOORS OF AC PANEL BOARDS WITH ANY CHANGES MADE TO THE AC SYSTEM. B. BRANCH CIRCUITS FEEDING AVIATION OBSTRUCTION LIGHTING EQUIPMENT SHALL BE CLEARLY IDENTIFIED AS SUCH AT THE BRANCH CIRCUIT PLANELOAD. SECTION 26 200 — ELECTRICAL MATERIALS AND EQUIPMENT CONDUIT: A. RIGID GALVANIZED STEEL (RGS) CONDUIT SHALL BE USED FOR EXTERIOR LOCATIONS ABOVE GROUND AND IN UNFINISHED INTERIOR LOCATIONS AND FOR ENCASED RUNS IN CONCRETE. RIGID CONDUIT AND FITTINGS SHALL BE STEEL, COATED WITH ZINC EXTERIOR AND INTERIOR BY THE HOT DIP GALVANIZING PROCESS. CONDUIT SHALL BE PRODUCED TO ANSI SPECIFICATIONS C80.1. FEDERAL SPECIFICATION WW—C-581 AND SHALL BE LISTED WITH THE UNDERWRITERS' LABORATORIES. FITTINGS SHALL BE THREADED — SET SCREW OR COMPRESSION FITTINGS WILL NOT BE ACCEPTABLE. RGS CONDUITS SHALL BE MANUFACTURED BY ALLIED, REPUBLIC OR WHEATLAND. B. UNDERGROUND CONDUIT IN CONCRETE SHALL BE POLYVINYLCHLORIDE (PVC) SUITABLE FOR DIRECT BURIAL AS APPLICABLE. JOINTS SHALL BE BELLED, AND FLUSH SOLVENT WELDED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. CONDUIT SHALL BE CARLON ELECTRICAL PRODUCTS OR APPROVED EQUAL. TRANSITIONS BETWEEN PVC AND RIGID (RGS) SHALL BE MADE WITH PVC COATED METALLIC LONG SWEEP RADIUS ELBOWS. EMT OR RIGID GALVANIZED STEEL CONDUIT MAY BE USED IN FINISHED SPACES CONCEALED IN WALLS AND CEILING. EMT SHALL BE MILD STEEL, ELECTRICALLY WELDED, ELECTRO—GALVANIZED OR HOT—DIPPED GALVANIZED AND PRODUCED TO ANSI SPECIFICATION C80.3, FEDERAL SPECIFICATION WW—C-563, AND SHALL BE UL LISTED. EMT SHALL BE MANUFACTURED BY ALLIED, REPUBLIC OR WHEATLAND, OR APPROVED EQUAL. FITTINGS SHALL BE METALLIC COMPRESSION. SET SCREW CONNECTIONS SHALL NOT BE ACCEPTABLE. C. D. E. LIQUID TIGHT FLEXIBLE METALLIC CONDUIT SHALL BE USED FOR FINAL CONNECTION TO EQUIPMENT. FITTINGS SHALL BE METALLIC GLAND TYPE COMPRESSION FITTINGS, MAINTAINING THE INTEGRITY OF CONDUIT SYSTEM. SET SCREW CONNECTIONS SHALL NOT BE ACCEPTABLE. MAXIMUM LENGTH ON FLEXIBLE CONDUIT SHALL NOT EXCEED 6—FEET. LFMC SHALL BE PROTECTED AND SUPPORTED AS REQUIRE BY NEC. MANUFACTURERS OF FLEXIBLE CONDUITS SHALL BE CAROL, ANACONDA METAL HOSE OR UNIVERSAL METAL HOSE, OR APPROVED EQUAL. F. MINIMUM SIZE CONDUIT SHALL BE 3/4 INCH (21 MM). HUBS AND BOXES: A. AT ENTRANCES TO CABINETS OR OTHER EQUIPMENT NOT HAVING INTEGRAL THREADED HUBS PROVIDE METALLIC THREADED HUBS OF THE SIZE AND CONFIGURATION REQUIRED. HUB SHALL INCLUDE LOCKNUT AND NEOPRENE 0—RING SEAL. PROVIDE IMPACT RESISTANT 105 DEGREE C PLASTIC BUSHINGS TO PROTECT CABLE INSULATION. B. CABLE TERMINATION FITTINGS FOR CONDUIT 1. CABLE TERMINATIONS FOR RGS CONDUITS SHALL BE TYPE CRC BY 0—Z/GEDNEY OR EQUAL BY ROX TEC. 2. CABLE TERMINATORS FOR LFMC SHALL BE ETCO — CL2075; OR MADE FOR THE PURPOSE PRODUCTS BY ROXTEC. C. EXTERIOR PULL BOXES AND PULL BOXES IN INTERIOR INDUSTRIAL AREAS SHALL BE PLATED CAST ALLOY, HEAVY DUTY, WEATHERPROOF, DUST PROOF, WITH GASKET, PLATED IRON ALLOY COVER AND STAINLESS STEEL COVER SCREWS, CROUSE—HINDS WAB SERIES OR EQUAL. D. CONDUIT OUTLET BODIES SHALL BE PLATED CAST ALLOY WITH SIMILAR GASKETED COVERS. OUTLET BODIES SHALL BE OF THE CONFIGURATION AND SIZE SUITABLE FOR THE APPLICATION. PROVIDE CROUSE—HINDS FORM 8 OR EQUAL. E. MANUFACTURER FOR BOXES AND COVERS SHALL BE HOFFMAN, SQUARE "D", CROUSE—HINDS, COOPER, ADALET, APPLETON, 0—Z GEDNEY, RACO, OR APPROVED EQUAL. SUPPLEMENTAL GROUNDING SYSTEM A. FURNISH AND INSTALL A SUPPLEMENTAL GROUNDING SYSTEM TO THE EXTENT INDICATED ON THE DRAWINGS. SUPPORT SYSTEM WITH NON—MAGENTIC STAINLESS STEEL CLIPS WITH RUBBER GROMMETS. GROUNDING CONNECTORS SHALL BE TINNED COPPER WIRE, SIZES AS INDICATED ON THE DRAWINGS. PROVIDE STRANDED OR SOLID BARE OR INSULATED CONDUCTORS EXCEPTED AS OTHERWISE NOTED. B. SUPPLEMENTAL GROUNDING SYSTEM: ALL CONNECTIONS TO BE MADE WITH CAD WELDS, EXCEPT AT EQUIPMENT USE LUGS OR OTHER AVAILABLE GROUNDING MEANS AS REQUIRED BY MANUFACTURER; AT GROUND BARS USE TWO HOLE SPADES WITH NO OX. C. STOLEN GROUND—BARS: IN THE EVENT OF STOLEN GROUND BARS, CONTACT SPRINT CM FOR REPLACEMENT INSTRUCTION USING THREADED ROD KITS. EXISTING STRUCTURE: A. EXISTING EXPOSED WIRING AND ALL EXPOSED OUTLETS, RECEPTACLES, SWITCHES, DEVICES, BOXES, AND OTHER EQUIPMENT THAT ARE NOT TO BE UTILIZED IN THE COMPLETED PROJECT SHALL BE REMOVED OR DE—ENERGIZED AND CAPPED IN THE WALL, CEILING, OR FLOOR SO THAT THEY ARE CONCEALED AND SAFE. WALL, CEILING, OR FLOOR SHALL BE PATCHED TO MATCH THE ADJACENT CONSTRUCTION. CONDUIT AND CONDUCTOR INSTALLATION: A. CONDUITS SHALL BE FASTENED SECURELY IN PLACE WITH APPROVED NON—PERFORATED STRAPS AND HANGERS. EXPLOSIVE DEVICES FOR ATTACHING HANGERS TO STRUCTURE WILL NOT BE PERMITTED. CLOSELY FOLLOW THE LINES OF THE STRUCTURE, MAINTAIN CLOSE PROXIMITY TO THE STRUCTURE AND KEEP CONDUITS IN TIGHT ENVELOPES. CHANGES IN DIRECTION TO ROUTE AROUND OBSTACLES SHALL BE MADE WITH CONDUIT OUTLET BODIES. CONDUIT SHALL BE INSTALLED IN A NEAT AND WORKMANLIKE MANNER, PARALLEL AND PERPENDICULAR TO STRUCTURE WALL AND CEILING LINES. ALL CONDUIT SHALL BE FISHED TO CLEAR OBSTRUCTIONS. ENDS OF CONDUITS SHALL BE TEMPORARILY CAPPED TO PREVENT CONCRETE, PLASTER OR DIRT FROM ENTERING. CONDUITS SHALL BE RIGIDLY CLAMPED TO BOXES BY GALVANIZED MALLEABLE IRON BUSHING ON INSIDE AND GALVANIZED MALLEABLE IRON LOCKNUT ON OUTSIDE AND INSIDE. REVIEMERFORBE PU ICODEPIPLIANCE APPROVED JUL 2 4 2017 City of Tukwila BUILDING DIVISION LLED IN ACCORDANCE WITH ACCEPTED GOOD RECEIVED CITY OF TUKWILA JUN 122017 PERMIT CENTER J Sprint 6391 SPRINT PARKWAY OVERLAND PARK, KS 66251 crCROWN CASTLE 1505 WESTLAKE AVE N, SUITE 800 SEATTLE. WA 98109 MORRISON HERSHFIELD 600 STEWART ST, SUITE 200 SEATTLE, WA 98101 Tel: 206.268.7370 www.morrisonhershfield.com ROBERT JERRY LARA REGISTERED ARCHITECT STATE OF WASHINGTON 8259 A41-1 PROJECT NO.: 7170159 J RELEASE NO. DATE D/C DESCRIPTION A 04/19/17 LW 90% CD REVIEW 0 06/04/17 JA 100% CD FINAL SITE NUMBER SE03XC408 CCI SITE # 880338 SITE NAME TUKWILA SITE ADDRESS 12200 51ST PL S TUKWILA, WA 97178 SHEET TITLE GENERAL NOTES SHEET NO. N-2 \ \ \ \ \ �� Sprint 6391 SPRINT PA KS 662 OVERLARLAND PARK, KS 66251 \APN \\ 3347400970ADES NO ADDRESS \ \ 1 ^ \ \ 9 ' 1 \ q 'A O " l \ O V �\ CROWN ,✓S,.r CASTLE 1585 WESTLAKE AVE N. SUITE 800 SEATTLE, WA 98109 flhI MORRISON HERSHFIELD 600 STEWART ST, SUITE 200 SEATTLE, WA 98101 Tel: 206.268.7370 www.mordsonhershfield.com \ \ \ \ EXISTING 80' MONOPOLE EXISTING FENCED COMPOUND ASPHALT I TRUCKING LANES _ - I. \� '♦ E IT \ \ I '' G '' APN 3347400970 NO ADDRESS I 1 `- ASPHALT\ TRUCKING I LANES - -- - .\ BLD" \• ©APN \\ SUBJECT PROPERTY 000380-0003 - - 8259 REGISTERED ARCHITECT w �'OB I ` .EAR LA:CA E OF wASHI Jun LRA REG 5ERT70404ERRCHTECT STATE OF WASHINGTON 8259 _ _ -- PROPERTY LINE (TYP) \� ® \ �' \ ET XI \ \., D .'' ZONING: MIC/H ACRES: 19.36 FACE OF EXISTING \ le \ \ APN 0179001940\ 51ST PL S CURB NP) ( \ EXISTING TREES (TYP)-H S 1 4 T .--S12218 - N los In \ _\ \ EXISTING ASPHALT DRIVEWAY \ (SITE INGRESS/EGRESS) \ \\ p \ \ ..A \ \ 'c'',7O \ \� .- \ �\ \ \ , �" \\ \ ASPHALT TRUCKING Qi 1 \ \ \ \ \ EXISTING 80' MONOPOLE 01, \ \ \ \ EXISTING FENCED COMPOUND \ \ \\ \Ilk ';'?' � \ \ \ \ ZONING: MIC/I-1\ ® ® : onD" j� MH PROJECT NO.: 7170159 RELEASE i \i ®' \\ ' \ r NO. DATE D/C DESCRIPTION LANES \ \;•111 \ \ ' \ \ \ VIEWED FOR "* COMPLIANCE 4 PPRGVE® " \ \ UL242O17 . ' \ \ \\ APN 000380-0003 A 04/19/17 LW 90% CD REVIEW 0 06/04/17 JA 100% CD FINAL \(.5‘. APN 0179001945 ADDRESS >5- ZONING: MIC/H ACRES: 19.36 \ (5)NO \ -� ' o ' \ \� ASPHALT \ \� \ \\ N \ APN 0179001955 NO ADDRESS PARKING SITE NUMBER p, M I S H ,Q\ • i.1 F Of Tukwila Iy G DIVISION SE03XC408 CCI SITE # 880338 SITE NAME \ \\ / \ \ / APN 0179001965 NO ADDRESS ' \ \ r Q \ RECEIVED CITY OF TUKWILA JUN 1 2 2O17 TUKWILA SITE ADDRESS \ 12200 SWA TUKWILA, 97178 ZONI: LDR \ \ \ APN'0179001970 12400 51ST PL S- EXISTING BLDG \ \ \\ \ / \ \ SHEET TITLE SITE PLANS NOTES: APN 0179001990, NO ADDRESS \ — 1. THIS IS NOT A SURVEY. PROPERTY BOUNDARIES AND STRUCTURE LOCATIONS WERE OBTAINED FROM A X SERVICESTAANDARCELAPPROXI D ON-LINE MAPPING 2. NEW CONSTRUCTION WILL NOT DISTURB OR DESTROY EXISTING LANDSCAPING OR TREES ?ERC1 I CENTER ' NORTH SHEET NO. \ APN 0179002000 / \ APN 0179001995 NO ADDRESS - , A_ 1 NO ADDRESS NORTH 40' 0 20' 40' SCALE: 1•=40'-O• (22.34) .Z SITE PLAN 200' 0 100' 200' SCALE: 1"=200'-0" (22x34) J ENLARGED SITE PLAN (OR) 1/2"=40'-0" (11217) (OR)1/2"=200'-0" (11617) l EXISTING CHAIN LINK FENCE (TYP) EXISTING SPRINT EQUIPMENT EXISTING LPG TANK NOTE: NEW CONSTRUCTION WILL NOT DISTURB OR DESTROY EXISTING LANDSCAPING OR TREES SPRINT PANEL ANTENNAS AND ANCILLARY EQUIPMENT ON EXISTING PLATFORM MOUNT EXISTING MONOPOLE EXISTING TELCO BOX EXISTING EQUIPMENT (OF OTHERS) EXISTING SPRINT PPC AND TELCO CABINET EXISTING UTILITY H—FRAME (TYP) EXISTING Z\ EXISTING SPRINT FEEDLINES [(3) SAMSUNG TYPE 1] INSTALL SPRINT FEEDLINE [(1) SAMSUNG TYPE 2 HYBRID] EXISTING SPRINT GPS ANTENNA EXISTING ICE BRIDGE (TYP) EXISTING SPRINT BATTERY CABINET EXISTING SPRINT MMBS CABINET INSTALL NEW SPRINT L800 EQUIPMENT INSIDE EXISTING CABINET SPRINT METER EXISTING RETAINING WALL EXISTING GENERATOR EXISTING SINGLE SWING GATE REVIEWED FOR CODE COMPLIANC APPROVED JUL 2 4 2011 City of Tukwila BUILDING DIVISIOIN RECEIVED CITY OF TUKWILA JUN 1 2 2017 ERMIT CENTER NORTH COMPOUND PLAN 0 6" 1' 2' SCALE: 1/2'=1'-0" (22x34) (OR) 1/4"=1'-0" (11x17) 1 Sprint 6391 SPRINT PARKWAY OVERLAND PARK, KS 66251 CROWN CASTLE 1505 WESTLAKE AVE N, SUITE 800 SEATTLE, WA98109 rill MORRISON HERSHFIELD 600 STEWART ST, SUITE 200 SEATTLE, WA 98101 Tel: 206.268.7370 www.morrisonhershfield.com 8259 REGISTERED ARCHITECT 'OBJ `LETtR? ATE OF WASHI LATA ROBERT JERRY LARA REGISTERED ARCHITECT STATE OF WASHINGTON 8259 MH PROJECT NO.: 7170159 ] RELEASE NO. DATE D/C DESCRIPTION A 04/19/17 LW 90% CD REVIEW 0 06/04/17 JA 100% CD FINAL SITE NUMBER SE03XC408 CCI SITE # 880338 SITE NAME TUKWILA SITE ADDRESS 12200 51ST PL S TUKWILA, WA 97178 SHEET TITLE COMPOUND PLAN SHEET NO. A-2 EXISTING SPRINT PANEL ANTENNA TO REMAIN (TYP OF 3, 1 PER SECTOR) OF EXISTING SPRINT ANTENNAS PROPOSED SPRINT PANEL ANTENNA ATOP OF SPRINT ANTENNAS (TYP OF 3, 1 PER SECTOR) e Ali Sprint 6391 SPRINT PARKWAY OVERLAND PARK, KS 66251 11TOP ±83'-7" AGL \_ RAD CENTER OF EXISTING ANTENNAS EXISTING SPRINT PANEL ANTENNA TO BE REMOVED (TYP OF 3, 1 PER SECTOR)clik V ±84'-0" AGL x-_44 CROWN CASTLE 1505 W E AVE SUITE 800 SEATTLE. WA 98109 RAD CENTER OF SPRINT ANTENNAS I PROPOSED SPRINT RRH �SPRINT t81'-0" AGL \ di OF EXISTING.MONOPOLE I I I I V±81'-0" AGL TOP OF EXISTING MONOPOLE 1 (TYP OF 6, 2 PER SECTOR) ±80'-0" AGL �±80'–O" AGL oih RAD CENTER OF EXISTING ANTENNAS — EXISTING SPRINT RRH TO REMAIN (TYP OF 6, 2 PER SECTOR) — EXISTING ANTENNA ARRAYr .(OF OTHERS) EXISTING SPRINT PANEL ANTENNA (TYP OF 3, 1 PER SECTOR) EXISTING SPRINT RRH (TYP OF 6, 2 PER SECTOR) RAD CENTER OF EXISTING ANTENNAS — — EXISTING ANTENNA ARRAY OTHERS) III IJ'r MORRISON HERSHFIELD 600 STEWART ST, SUITE 200 SEATTLE, WA 98101 Tel: 206.268.7370 www.morrisonhershfield.com ±65'-0" AGL - r___,– EXISTING MONOPOLE EXISTING SPRINT FEEDLINES [(3) SAMSUNG TYPE 1 HYBRID] ROUTED WITHIN MONOPOLE EXISTING SPRINT GPS ANTENNA EXISTING SPRINT ICE BRIDGE EXISTING SPRINT MMBS EQUIPMENT CABINET EXISTING CHAIN LINK FENCE ±65'-0" AGL li —.(OF 8259 REGISTERED ARCHIT QT �a, OBI.I - ,E� R . A J A E OF WASHI t JI ROBERT JERRY LARA REGISTERED ARCHITECT STATE OF 8259 WASGTON REVIEWED FOR CODE COMPLIANCE APPROVED NOTE: 4 ] JUL 2 2011 NO WORK SHALL COMMENCE WITHOUT THE APPROVED TOWER/ANTENNA MOUNT STRUCTURAL ANALYSIS REPORT SIGNED AND SEALED BY A LICENSED PROFESSIONAL ENGINEER UNDER SEPARATE COVER. IF REQUIRED, THE CONTRACTOR SHALL MODIFY ANTENNA MOUNTS AS 1 EXIS k ' NG MO LVI Tukwila BUILDING DIVISION INDICATED IN THE ABOVE MENTIONED STRUCTURAL REPORT OR ASSOCIATED MODIFICATION DESIGN DRAWINGS. SPRINT FEEDLINES [(3) EXISTING SAMSUNG TYPE 1 HYBRID, MH PROJECT NO.: 7170159 RELEASE (1) PROPOSED SAMSUNG TYPE 2 HYBRID] ROUTED WITHIN MONOPOLE EXISTING SPRINT GPS ANTENNA EXISTING SPRINT ICE BRIDGE EXISTING SPRINT MMBS CABINET EQU PMENT INSIDINSTALL NEW EINT L800 EXISTING CABINET EXISTING CHAIN LINK FENCE NO. DATE D/C DESCRIPTION A 04/19/17 LW 90% CD REVIEW 0 06/04/17 JA 100% CD FINAL SITE NUMBER SE03XC408 CCI SITE # 880338 SITE NAME TUKWILA SITE ADDRESS 12200 51ST PL S TUKWILA, WA 97178 tcii _-40 I`J SHEET TITLE GROUND LEVEL ® :..4::, 4.1., `>r� �?';' v=;J�' `G6 GROUND LEVEL '=y2sr+e`+o ��e�;01� '++°F+ ?+'' vyf ` �' EXISTING RETAINING WALL t t`! �� `��E! SITE PROFILE ASSUMED o'–o" .. W� .I O TU6SVVI`�1 JUN 1 2 2017 .•,ERMIT CENTER ASSUMED o'–o" SHEET NO. A-3 EXISTING SITE PROFILE 0 1.5' 3' 5' SCALE: 3/16"=1'-0" (22x34) PROPOSED SITE PROFILE 0 1.5' 3' 5' ® SCALE: 3/16"=1'-0" (22634) ® (OR) 3/32"=1'-0" (11617) 2 (OR) 3/32"=t'-0" (11x17) 1 • 45 �O� a <G EXISTING SPRINT PANEL ANTENNA '4✓ L Pti COMMSCOPE HBXX-9014DS—A2M]RELOCATED EXISTING RET [ TO [KATHREIN 860 10025] i TO BE REMOVED ��G EXISTING SPRINT PANEL ANTENNA K � J�� _ [KMW ET—X—WM-18-65-8P] • ) a,0 �F' 0b TO BE RELOCATED Q \ � EXISTING MONOPOLE 2 �1j ZO 255 J � N P.2.'A7-ht �� � EXISTING SPRINT PANEL EXISTING (1) OPTIC FIBER` ANTENNA AND (1) POWER JUNCTION H CYLINDER [KMW ET—X—WM-18-65-8P]/ G 0 TO BE RELOCATED N OV�)NE1•`� M QUA A5 �•/ EXISTING VACANT PIPE MOUNT (TYP) 0- G P EXISTING SPRINT PANEL ANTENNA EXISTING SPRINT [RFS APXVRR-13C—A20] A ANTENNA T—ARM(TYP)�.. TO BE REMOVED F '` EXISTING SPRINT RRH 4,-fB EXISTING (2) OPTIC FIBER AND (1) POWER [SAMSUNG RRH—P4] JUNCTION CYLINDER (TYP OF 3, 1 PER SECTOR) �se� !> C TO BE RELOCATED D EXISTING (1) 2.5 / 8T8R RADAR FILTER EXISTING SPRINT RRH �. EXISTING SPRINT PANEL ANTENNA [SAMSUNG 2.5 GHz RRH—V3] E TYP OF 3, 1 PER SECTOR)sF v o [COMMSCOPE HBXX-9014DS—A2M] ( TO BE RELOCATE-9� % c-1 CyG�i TO BE REMOVED \ EXISTING(1)OPTIC FIBER AND \ s (1) POWER JUNCTION CYLINDER o. u EXISTING RET [KATHREIN 860 10025] EXISTING SPRINT PANEL ANTENNA [KMW ET— — M 18-65—BP] TORELOCATEDAPPROVED e\ " NORTH ® \ll Sprint 6391 SPRINT PARKWAY OVERLAND PARK, KS 66251 NOTES: 1. COORDINATE WITH CONSTRUCTION MANAGER FOR CURRENT RFDS PRIOR TO CONSTRUCTION 2. COORDINATE FINAL LOCATION OF RRUs WITH CONSTRUCTION MANAGER 3. ALL PROPOSED PANEL ANTENNAS SHALL BE MOUNTED ON NEW 2-7/8" O.D. SCH 40 GALV. PIPE 4. PROVIDE PIPE—TO—PIPE KIT [SITEPRO1 P/N SCP1OK OR APPROVED EQUAL], AS REQ'D, TO ACCOMMODATE ANTENNA AZIMUTH / CROWN ,.. *..► CASTLE 1505 WESTLAKE AVE N, SUITE 800 SEATTLE, WA 98109 EXISTING (1) OPTIC FIBER AND (1) POWER JUNCTION CYLINDER EXISTING SPRINT ANTENNA T—ARM (TYP) EXISTING RET [KATHREIN 860 10025] VACANT PIPE MOUNT(TYP) SPRINT PANEL . L PROPOSED (1) POWER ANTENNA "', JUNCTION CYLINDER [KMW ET—X—WM-18-65-8P] �\ <Z - `�-y /7 PROPOSED SPRINT PANEL cli K � ti ANTENNA i'� M Q [KMW ETCR-654L12H6] ON PIPE—TO—PIPE ADAPTER �- ' ��`� J I ' N 4Q�iF ' S5 COP. MO 2°5 _ �� 4‘ P EXISTING MONOPOLE P�N: -'11 H \ O �- RELOCATEDANTENNASPRINT PANEL PROPOSED SPRINT PANEL ��.0 " �'-. �_- —�� — — — — — ANTENNA 40 D• G " �-- �` [KMW Ef X WM 18 65 8P] [KMW ETCR-654L12H6] ON 44, // o � ` P PIPE—TO—PIPE ADAPTER N � ¢y F- EXISTING (2) OPTIC A FIBER AND (1) POWER RELOCATED SPRINT RRH JUNCTION CYLINDER [SAMSUNG RRH—P4] F B EXISTING (1) 2.5 (TYP OF 3, 1 PER SECTOR) C 8T8R RADAR FILTER EXISTING (1) OPTIC FIBER AND ly S PROPOSED SPRINT RRH (1) POWER JUNCTION CYLINDER 01, D FCT [SAMSUNG 800MHz RRU] �na� 0 e�a� q2 R 7 (TYP OF 6, 2 PER SECTOR; STACKED) E 720• INSTALL 800MHz FILTER RELOCATED SPRINT RRH ' [SAMSUNG 2.5 GHz RRH—V3] y Oho (TYP OF 3, 1 PER SECTOR) (TYP OF 3, 1 PER SECTOR) `, �ZG� -- PROPOSED SPRINT PANEL EXISTING RET ss ANTENNA [KATHREIN 860 10025] [KMW ETCR-654L12H6] ON PIPE—TO—PIPE ADAPTER RELOCATED SPRINT PANEL ANTENNA Rh• MORRISON HERSHFIELD 600 STEWART ST, SUITE 200 SEATTLE, WA 98101 Tel: 206.268.7370 www.morrisonhershfield.com 8259 REGISTERED ARCHITECT � i1 OBL.I ' ,ERR L .CA IE OF WASHI 7J Jun ROB ERT JERRY LARA REGISTERED ARCHITECT STATE OF825g WASHINGTON MH PROJECT NO.: 7170159 RELEASE NO. DATE D/C DESCRIPTION A 04/19/17 LW 90% CD REVIEW 0 06/04/17 JA 100% CD FINAL SITE NUMBER S E 0 3 X C 4 0 8 CCI SITE 880338 # SITE NAME TUKWILA SITE ADDRESS [KMW ET—X—WM-18-65-8P] REVIEWED FOR IACE rCODE PLN JUL 2 4 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 1 2 2017 ''''''L'" . i' CENTER " 12200 51ST PL S TUKWILA, WA 97178 SHEET TITLE ANTENNA CONFIGURATIONS SHEET NO. A 4 NORTH EXISTING ANTENNA CONFIGURATION 0 6" 1' 2' SCALE: 1/2'=1'-0" (22x34) FINAL ANTENNA CONFIGURATION 0 6" 1' 2' SCALE: 1/2"=1'-0" (22x34) ® (OR) 1/4"=1'-0" (11x17) 2 ® (06) 1/4"=1 -o" (11x 7) 1 SPRINT CONSTRUCTION SPECIFICATIONS MINI -MACRO CELL SITES REV. 0 07/25/16 BASIC REQUIREMENTS ANTENNA TILT BRACKET PROVIDED W/ANTENNA „„A� �, PIPE MOUNTIN<11.1 BRACKETS PROVIDED W/ANTENNA (TYP) ANTENNA MOUNTING PIPE t 4 ANTENNA BRACKET PROVIDED W/ANTENNA We 'to- ,ar,. , + I PANEL ANTENNA �` Sprint 6391 SPRINT PARKWAY OVERLAND PARK, KS 66251 MANUFACTURER: KMW MODEL: ETCR-654L12H6 WEIGHT: 79.4 LBS DIMENSIONS: 72.0" x 21.0" x 6.3" A. MEET ALL REQUIREMENTS OF JURISDICTIONS B. IF EQUIPMENT FURNISHED BY THE COMPANY DOES NOT MATCH THE EQUIPMENT LISTED ON THE RFDS AND AS SHOWN ON THE PERMITTING DRAWINGS, RESOLVE DISCREPANCY THROUGH INSTALLER'S CONSTRUCTION MANAGER AND COMPANY'S POINT OF CONTACT C. CABLE INSTALLATIONS i) ALL CABLES MUST BE OUTDOOR RATED AND HAVE UV RESISTANT OUTER JACKETS. ii) CABLE BENDS MUST NOT EXCEED MANUFACTURER'S ALLOWABLE CABLE BEND RADII. iii) AT RADIOS, INSTALL SERVICE LOOPS FOR POWER, FIBER, AND ETHERNET SECURED AT LEAST TWICE 180 DEGREES TO THE STRUCTURE iv) SPARE FIBERS MUST BE ENCASED IN A LOW PROFILE WEATHERTIGHT ASSEMBLY D. FIBERS MUST BE FIELD -TERMINATED WITH LC TYPE CONNECTORS E. CONDUITS IN EARTH: PROVDE PVC CONDUITS EXPOSED IN FACILITIES: PROVIDE RGS HAND DIG TRENCHES IN COMPOUNDS F. SECURE AND SUPPORT CONDUITS AND CABLES ON NO MORE THAN 48" INTERVALS G. ON TOWER SITES, RGS CONDUITS MAY BE SURFACE MOUNTED AWAY FROM WALKWAYS AND ACCESS/EGRESS PATHS. IF INSTALLATION IN WALKWAYS AND ACCESS/EGRESS PATHS CANNOT BE AVOIDED, IDENTIFY THE CONDUIT ENVELOPE/TRIP HAZARD BY ALTERNATING YELLOW AND BLACK STRIPES PAINTED ON CONCRETE AND CONDUIT SPRINT -FURNISHED EQUIPMENT 1. FREQUENCY: REFER TO RF DATA SHEET 0 CROWN ....,,CASTLE 1505 WESTLAKE AVE N. SUITE 800 SEATTLE, WA 98709 21.0" TOP 21.0" 6.3” MORRISON 600STEWARTST,SUITE200 SEATTLE, Tel: www.mor . HERSHFIELD WA98101 206.268.7370 sonhershfeld.com o A. INSTALL THE FOLLOWING EQUIPMENT AT LOCATIONS AND AZIMUTHS SHOWN ON THE CONSTRUCTION DRAWINGS. i) PANEL ANTENNAS ii) RADIOS iii) GPS ANTENNAS iv) FILTERS v) 120 VOLT DIN -RAIL CIRCUIT BREAKER ASSEMBLY TOWER INSTALLATIONS N N ` REVIEWED FOR ODE COMPLIANCE APPROVED JUL 2 4 2017 J' $259 REGISTERED ARCHIT CT C W OH .I ' .ErtR L :rA IE OF WA3HIi�Q J t:[7 ROBERT JERRY LARA REGISTERED ARCHITECT STATE OF WASHINGTON 8259 A. MEET ALL REQUIREMENTS OF THE TOWER OWNER B. INSTALL CORRUGATED FLEXIBLE CONDUIT UP THE TOWER TO COMPANY'S RAD CENTER C. PROVIDE HANGING GRIPS OR CONDUIT CLAMPS AND ENSURE CONDUITS, AS WELL AS INNER CABLES, ARE SUPPORTED D. CONDUIT RISERS: AT THE TOP OF THE TOWER, TURN CONDUIT DOWN AND PROVIDE CABLE TERMINATION FITTINGS. EXTEND CABLES TO RADIOS EXPOSED AND SECURED TO THE STRUCTURE. AT CONDUIT EXIT FROM TOWER, PROVIDE DRIP LOOPS AND WEEP HOLES E. AT THE ICE BRIDGE, RUN CABLES IN RGS CONDUIT. UTILIZE CONDULETS TO MAKE COMPACT 90 DEGREE TURNS AC POWER 11E -IN FRONT u City of Tukwila BUILDING DIVISION TYPICAL ANTENNA MOUNTING DETAIL SCALE ANTENNA SPECIFICATIONS SCALE A. INSTALL SPRINT'S 120 VOLT DIN -RAIL CIRCUIT BREAKER ASSEMBLY IN THE EXISTING POWER PROTECTION CABINET TELCO SECTION B. INSTALL A 20 AMPERE MOLDED CASE CIRCUIT BREAKER IN AVAILABLE SPACE IN THE ADJACENT PPC POWER SECTION LOAD CENTER GROUNDING N.T.S. 4 N.T.S. 3 NOTE: PROPOSED MOUNTING HARDWARE PROVIDED BY 411111 EQUIPMENT MFR +�. Q11 11/ PIPE RRH PER PLAN MANUFACTURER: SAMSUNG MODEL: RRU WEIGHT: 59.5 LBS DIMENSIONS: 18.0" x 11.0" x 15.4" FREQUENCY: REFER TO RF DATA SHEET MH PROJECT NO.: 7170159 A. 120 VOLT CIRCUITS: POWER CABLES MUST BE 3 -WIRE WITH EQUIPMENT GROUNDING CONDUCTOR B. SUPPLEMENTAL GROUNDING; ALL GROUNDING HARDWARE MUST BE UL STAMPED AS SUITABLE FOR GROUNDING HARDWARE C. RADIOS: BOND RADIO TO THE TOWER TOP OR SECTOR GROUND BAR WITH #6 BARE TINNED COPPER WIRE (GREEN INSULATED ON ROOFTOPS) D. DIN -RAIL CIRCUIT BREAKER ASSEMBLY: BOND SURGE ARRESTOR TO PPC TELCO BOARD GROUND BAR% MINORMATERIALS RELEASE NO. DATE D/C DESCRIPTION A 04/19/17 LW 90% CD REVIEW 0 06/04/17 JA 100% CD FINAL NOTE: INSTALL PER MFR RECOMMENDATIONS ���Illllli �������I�� RECEIVED MCONDUIT i) RIGID GALVANIZED STEEL CONDUIT (RGS): UL LISTED, COMPLIANT WITH ANSI STANDARD C80, HOT -DIP GALVANIZED, WITH THREADED FITTINGS MANUFACTURERS: ALLIED, REPUBLIC, WHEATLAND, OR EQUAL ii) CORRUGATED FLEXIBLE CONDUIT: DURALINE OR EQUAL iii) LIQUID -TIGHT FLEXIBLE METALLIC CONDUIT (LFMC): UL LABELED, UC RESISTANT, FLAME RETARDANT PVC JACKET, HOT -DIP GALVANIZED, GREY MANUFACTURERS: AFC, ANACONDA, SOUTHWIRE, OR EQUAL iv) PVC CONDUIT: SCHEDULE 40. CARLON OR EQUAL v) CABINET HUBS AND CABLE TERMINATION FITTINGS: OZ GEDNEY OR ROXTEC B. COAXIAL CABLE JUMPERS: 1/2" LDF-4 MANUFACTURERS: COMMSCOPE, RFS OR FCT C. FASTENERS AND HARDWARE: i) TO SECURE RACEWAYS, UTILIZE NON -CORRODING, NON MAGNETS, METALLIC FASTENERS AND HARDWARE SUITABLE FOR THE PURPOSE D. POWER CABLES: 3/C #12 SOOW BY SOUTHWIRE OR EQUAL E. ETHERNET CABLES AND CONNECTORS: OUTDOOR RATED, CAT 5E, BELDEN OR EQUAL F. FIBER CABLES: CORNING "FREEDOM FAN OUT" OUTDOOR RISER CABLE, 4F, SINGLE MODE OR EQUAL G. RF -TRANSPARENT PAINT FOR ANTENNA CONCEALMENT: SELECT NO/LOW CARBON PAINTS WITH NO/LOW TITANIUM DIOXIDE, AND WITHOUT SUSPENDED METAL PARTICLES (ALUMINUM, ZINC, COPPER, ETC.) COLOR CODING CITY OF TUKWILA tll SITE NUMBER SE03XC408 CCI SITE # 880338 SITE NAME hI �uiljJT-�-! �tlU--iti�� JUN 1 2 2017 T PLAN _.�Y1.!'. l r1~.� !,, TUKWILA SITE ADDRESS 12200 51ST PL S TUKWILA, WA 97178 ' [M ' r �_, � ��l ll ' 'lllu in j jr' V � II _ -' , SHEET TITLE DETAILS I I I I it A. COLOR CODE CABLES AND CONDUITS AS REQUIRED BY SPRINT STANDARD TS -0200 TESTING AND CONSTRUCTION COMPLETE LEFT = FRONT RIGHT A. SWEEP ALL COAXIAL CABLES ACCORDING TO SPRINT STANDARD TS -0200 B. PANEL ANTENNA ALIGNMENT: USING ELECTRONIC ALIGNMENT TOOL. AZIMUTH/DOWNTILT ±1 DEGREE C. LEAVE EQUIPMENT DE -ENERGIZED UNTIL INSTRUCTED BY THE COMMISSIONING AND INTEGRATION TEAM TO ENERGIZE D. OTHER REQUIREMENTS AND DELIVERABLES MAY BE REQUIRED BEFORE THE CONSTRUCTION COMPLETE MILESTONE CAN BE ACTUALIZED IN SITERRA (SPRINT'S DATABASE -OF -RECORD) MOUNT UNIT PER MANUFACTURER'S RECOMMENDATIONS SHEET NO. A5 RRH MOUNTING DETAIL SCALE RRH SPECIFICATIONS SCALE TYPICAL N.T.S. 2 N.T.S. 1 U UNITS IN MILLIMETERS Ng ® I) Sprint) 6391 SPRINT PARKWAY OVERLAND PARK, KS66251 14111111111LIMI '' �► CROWN 1111 10) O O U) S CASTLE 1505 WESTLAKE AVE N, SUITE 800 SEATTLE, WA98109 I!ii 0 1.0 N I ' o 00 N O n MORRISON HERSHFIELD 600 STEWART ST, SUITE 200 SEATTLE, WA 98101 Tel: 206.268.7370 www.morrisonhershfield.com • ' MEN milli 8259 II 111 REGISTERED ARCHIT CT _ _min 11 FIBER JUNCTION CYLINDER POWER II 11 JUNCTION CYLINDER ell OE31 I ` ,E1tR LA. A Jllll IE OF WASH! 7 SCALE NOT USED SCALE JUNCTION CYLINDER SCALE ^ NOT USED N.T.S. 6 N.T.S. 5 N.T.S. 'F ROB ERT JERRY LARA REGISTERED ARCHITECT ICI��� ANTENNA PIPE MOUNT ICI4l y`. I 19— �. ellI��•` °lg. — PIPE TO PIPE CLAMP KIT (SITEPR01 P/N SCP1OK OR �� APPROVED EQUAL) � � (TYP OF 2 SETS) 2-1/2.'0 SCH. 40 GALV. PIPE MOUNT STATE OF WASHINGTON 8259 MH PROJECT NO.: 7170159 FOR RELEASE REVIEWED NO.A D/C DE90% PIPE MOUNT CODE COMPLIANCE 04/19/17 CDPTION REVIEW 0 06/04/17 JA 100% CD FINAL P,2C:02:104 ft�.f V G CROVED RRH 3 J 2 4 2017 PROPOSED ER AND POWER CYLI ERS; CONTRACTOR SHALL ity of Tukwila AD QUA EITH H 1 • - SITE NUMBER TO ANTENNA ms :MOUNT DING DIVISION SE03XC408 CCI SITE # 880338 SITE NAME FIBER _ TUKWILA POWER SITE ADDRESS 12200 51ST PL S TUKWILA, WA 97178 ANTENNA MOUNT ,4 SHEET TITLE _ EXISTING TOWER` TO HYBRID RECEIVED CA iTY OF TUKWILA DETAILS JUN 12 207 SHEET NO. :HERMIT CENTER A-6 NOT USED SCALE PIPE ADAPTER SCALE JUNCTION CYLINDER MOUNTING DETAIL SCALE N.T.S. 3 -TO -PIPE N.T.S. 2 N.T.S. EXISTING GROUND BAR 0 0 ®® ° -o ®®, ®° o° p o ®; ° o 0 0 0®®1 °O ®. °p ® oo, RA 1 3/8" 3/8" 3/8" WASHER SS LOCK SS NUT SOLID BARED TINNED COPPER -,) CONDUCTOR W/ THERMOWELD ,„r r,r 3/8"x3/4" SS BOLT 3/8” WASHER WASHER PROPOSED #2 AWG SOLID BARE TINNED COPPER CONDUCTOR #2 AWG STRANDED UV RATED JACKETED COPPER CONDUCTOR EXISTING ANTENNA SECTOR GROUND BAR RRH / / / °2a2®0 °a °000008°00®0 °000000 411 I / // / / / JACKET EXISTING #2 TINNED COPPER SEPARATE PERMIT APPROVAL4 • / #2 AWG GROUND mob \� �, Ill I / NEW EQUIPMENT AWG STRANDED COPPER CONDUCTOR PER MER GUIDELINES EXISTING GROUND #2 AWG SOLID COPPER CONDUCTOR ��2 SOLID BARE) RING AND ANTENNA PROPOSED GREEN CABINET BAR TINNED / \ \ MOUNTING PANEL ANTENNA 011111111111* ' • RECEIVED RECEIVED (7.1TY OF JUN A - �ttVl{7 PIPE CABINET EXISTINGNO. II TUKWILA 2 2017 CENTER Sprint 6391 SPRINT PARKWAY OVERLAND PARK, KS 66251 CROWN V CASTLE WA N, SUITE 800 1505 W SEATTLE, SEATiIE, WA 98109 I!ii MORRISON HERSHFIELD 600 STEWART ST, SUITE 200 SEATTLE, WA 98101 Tel: 206.268.7370 www.morri5onhershfield.com SCALE TYPICAL GROUND BAR CONNECTION DETAIL N.T.S. 4 2 HOLE LUG #2 AWG GRN 1/4-20 HEX BOLT =_ 1/4 FLAT WASHER 8259 REGISTERED \\ARCHITT UC;IJ '� ,ERR LA.tA ir E9FWA3Ni� J 3 51 ERT JERRY RA RERGISTERED ARCHITECT STATE OF WASHINGTON 8259 i b SII II,\ 1:1=0,A // // // // // //I// / PRIMARY GROUND BAR/ o METAL ENCLOSURE `J_` 1/4" EXT. TOOTH LOCK WASHER II [1� 1/4-20 HEX NUT INSTALLATION NOTES: MH PROJECT NO.: 7170159 1. SELECT BOLT LENGTH TO PROVIDE A MINIMUM OF TWO EXPOSED THREADS. 2. BURNISH MOUNTING SURFACE TO REMOVE PAINT IN THE AREA OF LUG CONTACT. 3. APPLY ANTI—OXIDANT COMPOUND TO MATING SURFACE OF LUG AND WIPE CLEAN EXCESS COMPOUND. 4. USE SOLID COPPER WIRE AND MECHANICAL 2—HOLE LUG FOR ALL EXTERIOR GROUNDING. RELEASE DATE D/C DESCRIPTION A 04/19/17 LW 90% CD REVIEW 0 06/04/17 JA 100% CD FINAL GROUND CONNECTION DETAIL N.T.S. 3 x *---..M N E (TYPICALLY) 12" TO 24" SITE NUMBER SE03XC408 CCI SITE # 880338 SITE NAME ANTENNA CABLE 120" MAX. TUKWILA SITE ADDRESS 12200 51ST PL S TUKWILA, WA 97178 WEATHERPROOFING KIT (SEE NOTE 3) CABLE GROUND KIT #6 AWG STRANDED COPPER GROUND WIRE (BONDED TO GROUND BAR); SEE NOTE 1 & 2 NOTES: CABLE CONNECTOR SHEET TITLE GROUNDING DETAILS SHEET NO. 1. DO NOT INSTALL CABLE GROUND KIT AT A BEND AND ALWAYS DIRECT GROUND WIRE DOWN TO GROUND BAR., 2. GROUNDING KIT SHALL BE TYPE AND PART NUMBER AS SUPPLIED OR RECOMMENDED BY CABLE MANUFACTURER. 3. WEATHER PROOFING SHALL BE TWO—PART TAPE KIT, COLD SHRINK SHALL NOT BE USED. E-1 SCALE EQUIPMENT GROUNDING PLAN SCALE CABLE GROUND KIT CONNECTION N.T.S. 2 N.T.S. 1 cPERMIT COORD COPY O PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0158 PROJECT NAME: SPRINT SITE ADDRESS: 12200 51ST PL S Original Plan Submittal Response to Correction Letter # DATE: 06/14/17 Revision # before Permit Issued Deferred Submittal # after Permit Issued DEPARTMENTS: iwo ql46 Building Divisi . e\I Public Works 11 br --)-0--(7 J.) Af Fire Prevention Structural ❑ Planning Division 1114 Permit Coordinator ri PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 06/15/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 07/13/17 Approved Corrections Required ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping ❑ PW 0 Staff Initials: 12/IR@013 NORTH SKY COMMUNICATION -LC Washington State Department of Labor & Industries Home. Espanol Contact Safety & Health Claims & Insurance Search L&I A -Z Index Help Page 1 of 4 My Workplace Rights Trades & Licensing NORTH SKY COMMUNICATIONS LLC Owner or tradesperson Principals DEFERRARI, HARRY ANDREW, MANAGER NIELSEN, STEVEN ERIC, MANAGER Doing business as NORTH SKY COMMUNICATIONS LLC WA UBI No. 601 973 572 SUITE 410 11818 SE MILL PLAIN BLVD VANCOUVER, WA 98684 800-755-6920 CLARK County Business type Limited Liability Company Governing persons BRAD EASTMAN JAMES H HADDOX; DERRICK A JENSEN; MARTIN SKYLER SMICK; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. NORTHSC857Q4 Effective — expiration 11/25/2015-11/25/2017 Bond ............... Liberty Mutual Ins Co Bond account no. 016053750 Received by L&I 11/23/2015 Insurance ........................... Liberty Mutual Fire Insurance Policy no. TB2631004260017 Received by L&I 07/13/2017 Insurance history $12,000.00 Effective date 10/24/2015 Expiration date Until Canceled $5,000,000.00 Effective date 07/31/2016 Expiration date 07/31/2018 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601973572&LIC=NORTHSC857Q4&SAW= 7/31/2017