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Home My WebLink AboutPermit D12-097 - AT&T MOBILITY (WA094) - 3 ANTENNAS AND ANCILLARY EQUIPMENTAT &T MOBILITY 16500 SOUTHCENTER PY D12 -097 Parcel No.: Address: Suite No: City dftukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -43 1 -3670 Inspection Request Line: 206 - 431 -2451 Web site: http: / /www.TukwilaWA.gov DEVELOPMENT PERMIT 6437300010 16500 SOUTHCENTER PY TUKW Project Name: AT &T MOBILITY (WA094) Permit Number: Issue Date: Permit Expires On: D12 -097 05/31/2012 11/27/2012 Owner: Name: CHA SOUTHCENTER LLC Address: 16500 SOUTHCENTER PKWY , SEATTLE WA 98188 Contact Person: Name: SUNNY AUSINK Address: 111 S JACKSON ST #200 , SEATTLE WA 98104 Contractor: Name: ROSH CONSTRUCTION LLC Address: PO BOX 7227 , BONNEY LAKE WA 98391 Contractor License No: ROSHCCL97109 Lender: Name: N/A - SELF FUNDED Address: Phone: 206 446 -0448 Phone: 503 - 569 -4183 Expiration Date: 03/10/2013 DESCRIPTION OF WORK: MODIFY EXISTING WIRELESS FACILITY BY ADDING (3) LTE ANTENNAS AND ANCILLARY EQUIPMENT. Value of Construction: $15,000.00 Type of Fire Protection: NONE Type of Construction: IIB Electrical Service Provided by: PUGET SOUND ENERGY Fees Collected: International Building Code Edition: Occupancy per IBC: $622.10 2009 0025 * *continued on next page ** doc: IBC -7/10 D12 -097 Printed: 05 -31 -2012 • Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: N • Number: 0 Size (Inches): 0 N Start 'rime: End Time: Volumes: Cut 0 c.y. Fill 0 c.y. Water Main Extension: Water Meter: N Permit Center Authorized Signature: Start Time: End Time: Private: Profit: N Private: [0:J _ Public: Non - Profit: N Public: Date: I hereby 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: De5) cov L- Date: S — 12 This permit shall become null and void if the work is not commenced within 180 days from 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 DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 6: 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 doc: IBC -7/10 D12 -097 Printed: 05 -31 -2012 this requirement. • • 7: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 8: 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. doc: IBC -7/10 D12-097 Printed: 05 -31 -2012 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov 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 Address: 16500 Southcenter Pkwy, Tukwila, WA Tenant Name: AT &T MOBILITY (WA094) Name: SUNNY AUSINK Address: 111 S. JACKSON ST. #200 City: SEATTLE State: WA Zip: 98 104 Phone: (206) 446 -0448 Fax: (206) 903 -8513 Email: SAUSINK @PTSWA.COM �k' n^3 ^gym .,• q; Name: CHA SOUTHCENTER LLC Address: 16500 SOUTHCENTER PKWY City: TUKWILA State: WA Zip: 98188 Name: SUNNY AUSINK Address: 111 S. JACKSON ST. #200 City: SEATTLE State: WA Zip: 98 104 Phone: (206) 446 -0448 Fax: (206) 903 -8513 Email: SAUSINK @PTSWA.COM �k' n^3 ^gym .,• q; Company Name: WESTOWER COMMUNICATIONS Address: 9961 SIDNEY HAYES ROAD City: ORLANDO State: FL Zip: 32824 Phone: Fax: Contr Reg No.: WESTOCI975J8 Exp Date: 12/14/2012 Tukwila Business License No.: H:Wpplications\Fotnts- Applications On Line\2011 Applications\Permit Application Revised - 8 -9 -1 1.docx Revised: August 2011 bh King Co Assessor's Tax No.: 6437300020 Suite Number: Floor: New Tenant: ❑ Yes J ..No Page 1 of 4 Company Name: PACIFIC TELECOM SERVICES Architect Name: RICHARD HALL, AIA Address: 111 S. JACKSON ST. #200 City: SEATTLE State: WA Zip: 98104 Phone: (206) 342 -9000 Fax: (206) 903 -8513 Email: RHALL @PTSWA.COM Page 1 of 4 Company Name: PACIFIC TELECOM SERVICES Engineer Name: ERIC SCHULTZ Address: 111 S. JACKSON ST. #200 City: SEATTLE State: WA Zip: 98104 Phone: (206) 342 -9000 Fax: (206) 903 -8513 Email: ESCHULTZ @PTSWA.COM Page 1 of 4 BUILDING PERMIT INFORMATION - x.206- 4$1 - 3610 Valuation of Project (contractor's bid price): $ 15,000 Existing Building Valuation: $ Describe the scope of work (please provide detailed information): AT &T PROPOSES TO MODIFY EXISTING WIRELESS FACILITY LOCATED AT ABOVE REFERENCE ABOVE BY ADDING (3) LTE ANTENNAS AND ANCILLARY EQUIPMENT. Will there be new rack storage? ❑ Yes m.. No If yes, a separate permit and plan submittal will be required. Square Footage Addition to Existing Attached 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: Lot Area (sq 11): 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 0 No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm J 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 ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms- Applications On Line \2011 Applications\Permit Application Revised - 8- 9- 11.docx Revised: August 2011 bh Page 2 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). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS • THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTH Signature: Print Name: SUNNY AUSINK Mailing Address: 111 S. JACKSON ST. #200 H: Wpplications\Forms- Applications On Line \2011 Applications\Permit Application Revised - 8- 9- 11.docx Revised: August 2011 bh Date: 03/26/2012 Day Telephone: (206) 446 -0448 SEATTLE WA 98104 City State Zip Page 4 of 4 • • City of Tukwila yDepartment of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http: / /www.TukwilaWA.gov RECEIPT Parcel No.: 6437300010 Permit Number: D12-097 Address: 16500 SOUTHCENTER PY TUKW Status: APPROVED Suite No: Applied Date: 03/30/2012 Applicant: AT &T MOBILITY (WA094) Issue Date: Receipt No.: R12 -01746 Initials: User ID: WER 1655 Payment Amount: $378.80 Payment Date: 05/31/2012 02:25 PM Balance: $0.00 Payee: WESTOWER COMMUNICATIONS INC TRANSACTION LIST: Type Method Descriptio Amount Payment Check 117785 378.80 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES STATE BUILDING SURCHARGE 000.322.100 374.30 640.237.114 4.50 Total: $378.80 doc: Receiot -06 Printed: 05 -31 -2012 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -43 1 -3670 Fax: 206-431-3665 Web site: http: / /www.TukwilaWA.gov RECEIPT ParcelNo.: 6437300010 Permit Number: D12 -097 Address: 16500 SOUTHCENTER PY TUKW Status: PENDING Suite No: Applied Date: 03/30/2012 Applicant: AT &T MOBILITY (WA094) Issue Date: Receipt No.: R12 -01178 Initials: JEM User ID: 1165 Payment Amount: $243.30 Payment Date: 03/30/2012 08:22 AM Balance: $378.80 Payee: WESTOWER COMMUNICATIONS, INC. TRANSACTION LIST: Type Method Descriptio Amount Payment Check 13566 243.30 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 243.30 Total: $243.30 doc: Receiot -06 Printed: 03 -30 -2012 INSPECTION NO. INSPECTION RECORD 1 Retain a copy with permit !Z'dci 7 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -36 Permit Inspection Request Line (206) 431 -2451 Project: AT ajr Mob; iiit/ Type of Inspection: [- INJ ' L e Address: ((S6(") '.)00or P L( Date Called: Special Instructions: Date Wanted: . 1p- ZS -12 a a Requester: Ng' ovi tot 'pt Phone No: 360 -(/SS -2'43y • ® Approved per applicable codes. Corrections required prior to approval. COMMENTS: e-NA a 1yrt ? - t dtn3'pector: �� /1� /A nws -. I Z. -CA mod. ' 'EINSPECTION FEE REQUIRED. Por to next inspection, fee must be • aid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: 1 t� -73 - . • • E N G I N E E R I N G FILE C PY ROOFTOP ANALYSIS REPORT Mrs. Wendy Long Goodman Networks 8815 122nd Ave NE Kirkland, WA 98033 PROJECT DESCRIP1 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 2 2 2012 City of Tukwila (WILDING DIVISION Carrier: Carrier Site Name: Carrier Site Number: Client Site Name: Client Site Number: Site Address: AT &T Tukwila WA6094 Tukwila WA094 16500 Southcenter Pkwy Tukwila, WA 98188 King County (47.454660, - 122.260859) AT &T proposes to add additional appurtenances along with their corresponding mounts and coax lines to the existing above referenced rooftop. Appurtenances will have a 95' rad center. ANALYSIS: The purpose of this analysis is to determine if the existing rooftop structure is structurally adequate to support the proposed loadings and provide any recommendations for modification in order to bring the structure into compliance if needed. The structure has been analyzed in accordance with the 2009 International Building code. The additional design criteria used in our analysis is as follows: • 85 mph (3 -sec gust) • Wind Exposure 8 • Topographic Factor, Kw = 1.0 • Occupancy Category 111 • Seismic Design Category D RESULTS: Based on our review of the existing structure with the proposed loadings, we have determined the following: Existing Roof Penthouse: 443 ructW illy Adequate Z Please refer to Appendix A for structural calculations supporting the above referenced results. We trust this addresses your concerns. Please contact us if there are any questions. Prepared By: Checked By: Dated: Chris Simpliciano, EIT Eric Schultz, P.E. March 31, 2011 CRY OF iUSLA MAR 3 U 2012 PERMIT CENTER Contents: Report 1 -4 Appendix A (Calculations) A D12- 0°I1 568 First Avenue S, #650, Seattle, WA 98104 • [Phone] 206.342.9000 • [Fax] 206.903.8513 SEATTLE I PORTLAND 1 SAN FRANCISCO I COSTA MESA seq.Y :SRC t++?iP�! E N G I N E E R I N G ROOFTOP ANALYSIS REPORT Mrs. Wendy Long Goodman Networks 8815 122nd Ave NE Kirkland, WA 98033 PROJECT DESCRIPTION: Carrier: Carrier Site Name: Carrier Site Number: Client Site Name: Client Site Number: Site Address: AT&T Tukwila WA6094 Tukwila WA094 16500 Southcenter Pkwy Tukwila, WA 98188 King County (47.454660, - 122.260859) AT &T proposes to add additional appurtenances along with their corresponding mounts and coax lines to the existing above referenced rooftop. Appurtenances will have a 95' rad center. ANALYSIS: The purpose of this analysis is to determine if the existing rooftop structure is structurally adequate to support the proposed loadings and provide any recommendations for modification in order to bring the structure into compliance if needed. The structure has been analyzed in accordance with the 2009 International Building code. The additional design criteria used in our analysis is as follows: • 85 mph (3 -sec gust) • Wind Exposure B • Topographic Factor, Kt = 1.0 • Occupancy Category 111 • Seismic Design Category D RESULTS: Based on our review of the existing structure with the proposed loadings, we have determined the following: Existing Roof Penthouse: Structurally Adequate i" Please refer to Appendix A for structural calculations supporting the above referenced results. We trust this addresses your concerns. Please contact us if there are any questions. Prepared By: Checked By: Dated: Chris Simpliciano, EIT Eric Schultz, P.E. March 31, 2011 Contents: Report 1 -4 Appendix A (Calculations) A Appendix B (Previous Calculations) B 568 First Avenue S, #650, Seattle, WA 98104 • [Phone] 206.342.9000 • [Fax] 206.903.8513 SEATTLE 1 PORTLAND 1 SAN FRANCISCO 1 COSTA MESA Rooftop Analysis Report Carrier Site Number: WA094 March 31, 2011 2 1 Loading Specifications Proposed - The following proposed loading was considered in the structural analysis of the rooftop. Elevation (Feet) Loading Type Quantity per Sector Sector(s) Owner Owner 95.0 f.t IPowerwave P65 -17 XLH -RR - • ..•: a? 1 95.0 X, Z 2 AT &T . 95.0 Kathrein 800 10766 21401, '.. 1 ,., ":'4X,Y,Z Y 93.0 AT &T °: 93.0' :IA ;Alcatel 9442 RRH 700 mhz r 1 . X, Y, Z . AT&T 93.0 Alcatel 9442 RRH AWS 1 X, Y, Z AT &T •ti,93.0 .,. Raycap DC6- 48- 60 -18 -8F "Squid ", ;,.. 1-` `` ::.:,, X . ` •. AT &T 95.0 2" Std. Steel Pipe _ 1 X, Y, Z AT &T Existing to Remain - The following existing / reserved loading was considered in the structural analysis. Elevation (Feet) Loading Type Quantity per Sector Sector(s) Owner .95,0 Kathrein,742 265 w/ pipe mounts ;;; :3 . X Y,Z AT &T 95.0 Powerwave LGP 21403 2 X,Y,Z AT &T • ' - 95.0..:...PowerwaveLGP 21401, '.. ,.... {'4:2.ws ,., ":'4X,Y,Z AT &T • 93.0 12' LP Platform 1 - -- AT &T 1. Elevations reference the centerlines of panel, yagi and dish antennas, and the bases of whip antennas 2. All elevations are in relation to the average surrounding grade of the structure. The final loading used in this analysis is the combination of the Proposed and Existing to Remain loads shown in the above tables. Existing Structure - The following materials and specifications were considered in the structural analysis of the rooftop penthouse. The existing building is a concrete and steel framed with a roof height of 76ft AGL. Member Specification Notes Mounts '' s .r_.' _ASTMA53 Gr "B (35 ksi yield)..`. _ ':- :: Assumed* _._ . -. ",. Parapet 12" Concrete Column (f'c = 3,000 psi) Assumed strength* * All assumed values must be verified. See assumption in section 2 below. 568 First Avenue S, #650, Seattle, WA 98104 • [Phone] 206.342.9000 • (Fax] 206.903.8513 SEATTLE ( PORTLAND 1 SAN FRANCISCO 1 COSTA MESA Rooftop Analysis Report Carrier Site Number: WA094 March 31, 2011 3 2 Data Provided and Assumptions Data - The following data was used to model and analyze the structure. Data Document Author Date File Building, Structure Structural Calculations . , Cornerstone Engineering, Inc. 12/28/2005 .05- 20002WA094', Structural Calculations Daarrold E Bolton 10/01/1996 WA0094 Existing Loadings Site Walk PTS 11/16/2010 WA094 RFDS AT &T 01/19/2011 WA6094 Proposed Loadings RFDS ` "' AT &T 01/19/2011 WA6094 Assumptions - The following assumptions were made in order to complete the analysis of the structure. All assumption MUST be checked. If any assumption is found to be inaccurate PTS Engineering shall be immediately notified so that the appropriate changes can be made to this report. Assumptions are as follow: 1. The building and its foundations were constructed as shown in the original design documents, previous structural analysis report, mapping report, photos, and /or other documents. 2. The building, platform, and its foundations are in good condition with no corrosion, damage or fatiguing which could cause a reduced capacity in any member. 3. The building meets the current code design loads and parameters. 4. The assumptions as indicated in section 1. 3 Conclusion A general review of the entire structure was also completed to verify any effects that the additional loadings would have on other elements of the structure as well as the entire structure itself. The additional loadings were found to add less than 5% to the structure and are deemed adequate in accordance with section 3403.3 of the 2009 I.B.C. To the best of our knowledge and belief, the existing structure with the proposed loading as listed in section 1 is in satisfactory compliance with the requirements of the specifications, codes and agencies having jurisdiction over the work. 568 First Avenue S, #650, Seattle, WA 98104 • [Phone] 206.342.9000 • (Fax] 206.903.8513 SEATTLE ( PORTLAND 1 SAN FRANCISCO ( COSTA MESA Rooftop Analysis Report Carrier Site Number: WA094 March 31, 2011 4 4 Disclaimers Installation procedures and related loading are not within the scope of this analysis. A contractor experienced in similar work should perform all installation work. The engineering services provided by PTS are limited to the calculations of the structure with the proposed and existing /reserved loads indicated in this report. This analysis is considered void if the loading mentioned in this report is changed or is different as installed. It is assumed that the existing structure is properly maintained and is in good condition free of any defects. Scope of this analysis does not include existing connections, except as noted in this report. PTS does not make any warranties, expressed or implied in connection with this engineering analysis report and disclaims any liability arising from deficiencies or any existing conditions of the original structure. PTS will not be responsible for consequential or incidental damages sustained by any parties as a result of any data or conclusions included in this Report. The maximum liability of PTS pursuant to this report shall be limited to the consulting fee received for the preparation of the report. It is the responsibility of the Client to ensure that the information provided to PTS and used in the performance of our engineering services is correct and complete. In the absence of information to the contrary, we assume that all structures were constructed in accordance with the drawings and specifications and are in an un- corroded condition and have not deteriorated: and we therefore assume that their capacity has not significantly changed from the "as new" condition. All services will be performed to the codes and standards specified by the client, and we do not imply to meet any other code and standard requirements unless explicitly agreed to in writing. If wind and ice loads or other relevant parameters are to be different from the minimum values recommended by the codes and standards, the Client shall specify the exact requirements. In the absence of information to the contrary, all work will be performed in accordance with the standards as specified in this report. All services are performed, results obtained, and recommendations made in accordance with generally accepted engineering practices and principles. PTS is not responsible for the conclusions, opinions and recommendations made by others based on the information we supply. 568 First Avenue S, #650, Seattle, WA 98104 • [Phone] 206.342.9000 • [Fax] 206.903.8513 SEATTLE 1 PORTLAND 1 SAN FRANCISCO 1 COSTA MESA Rooftop Analysis Report Carrier Site Number: WA094 March 31, 2011 A A Appendix — Structural Calculations 568 First Avenue S, #650, Seattle, WA 98104 • [Phone] 206.342.9000 • (Fax] 206.903.8513 SEATTLE 1 PORTLAND 1 SAN FRANCISCO 1 COSTA MESA SEISMIC DESIGN CRITERIA Design Criteria: Notes: • 2009 International Building Code • non - structural components • Earthquake Ground Motion Parameters V 5.09.a • ASCE7 -05 Latitude = 47.454660 Importance Factor, IE = 1.25 Longitude = - 122.260859 Site Coefficient, Fa = 1.00g Occupancy Category = III 7-obi.? , -1 Site Coefficient, F„ = 1.513g Site Class = D !abe °o a -i Response Modification Factor, Rp = 2.5 ?able ;3.6.1 SDI= 0.491g Amplification Factor, aP = 1 robe ?3.6 -1 Sm, = 1.422g Average Structure Height, h = 82.7 ft SMI = 0.737g Mapped Parameter, Ss = 1.422g iusC -S! Max SDF = 1.90 W Mapped Parameter, SI = 0.487g ius'- Min SDF = 0.36 W Height of Component, z = 94.0 if Seismic Design Force, FP = 0.57 W 5Ds= 0.948g Eq 11.4 -3 Seismic Design Category = D 7:7t-,.7, , , 6 ■ .- Sec 11.5 Job i 1.4.1 Table I r.4-2 Ea 11.4 -4 Ec 11.4 -1 Er, i i.4 -2 Ern i3? -2 =qn I -13.1 Enn 13.3 -1 Seismic Design Force, FP = 0.40 W (Aso)* • Value has been multiplied by 0.7 for a direct comparison to the wind loads for determining the governing load case. ICE LOAD DESIGN CRITERIA Design Criteria: Notes: • 2009 International Building Code • ASCE7 -05 • Ice Calculation 0.250 in Figure 70 -2 No 0.000 in 94.0 ft 1.00 1.25 Table 10 -1 ASCE 7 2.OtIIfz(Kzt) °•35 Atmospheric Icing !Per ASCE 7-051 t = applicable = t= Height of Component, z = Kr= 4 = Id= Design Ice Thickness, td = 0.00 In E N G I N E E R I N G . +rsmi.' (i_E Project Tukwila 16500 Southcenter Pkwy Tukwila, WA Design: CKS Client: Goodman Date: 3/31/2011 Site Number. WA094 Page: 1 WIND DESIGN CRITERIA Design Criteria: Notes: • 2009 International Building Code • Topographic Factor, Method 2 (Per ASCE 7 -05) • ASCE7 -05 • Method 2 - Analytical Procedure (Per ASCE 7 -05) Basic Basic Wind Speed City Exposure = 8 Wind Speed. V= 85. mph (ice), Vi = 30. mph Defined Kr= N/A (ASCE 6.5.6.31 (3 -sec gust) Figure 10 -2 (3 Enter N/A if not Directionality -sec gust) Wind Importance applicable Factor, Kd= Gust Factor, G = Factor, 1= 0.95 Table 6 -4 0.85 6.5.8.1 1.15 Table 6 -1 E -W Wind Kn NW -SE / NE -SW Wind Ku N -S Wind Kn Topography - Figure 6 -4 Topography - Figure 6-4 Topography - Figure 6-4 Terrain= Escarpment Site= Up H= 335 ft Lh= 1718 ft x= 2798 ft h= 94 ft N= 1.5 y= 2.5 K, value = 0.75 K1= 0.15 K2= 0.00 K3= 0.87 Terrain= Escarpment Site= Up H= 126 ft Lh= 1322 ff x= 1984 ff h= 94 ft p= 1.5 y= 2.5 K, value = 0.75 Ki= 0.07 K2= 0.00 K3= 0.84 Terrain= Escarpment Site= Up H= 35 ft Lh= 396 ff x= 1189 ft h= 94 ft p= 1.5 y= 2.5 K, value = 0.75 Ki= 0.07 K2= 0.00 K3= 0.55 lc, = 1.00 K :l = 1.00 Kr, = 1.00 Kz,= Pressures: 1.00 Height of Component. z = 94.0 ft Ref ASCE7 -05 Ht feet K: O. psf Pw psf c1.0.0 psf Pi (icy psf 0-14 0.57 11.52 9.79 1.25 1.06 15 0.57 11.52 9.79 1.25 1.06 20 0.62 12.53 10.65 1.36 1.15 25 0.66 13.34 11.34 1.44 1.23 30 0.70 14.14 12.02 1.53 1.30 40 0.76 15.36 13.05 1.66 1.41 50 0.81 16.37 13.91 1.77 1.51 60 0.85 17.18 14.60 1.86 1.58 70 0.89 17.98 15.29 1.95 1.66 80 0.93 18.79 15.97 2.04 1.73 90 0.96 19.40 16.49 2.10 1.79 100 0.99 20.00 17.00 2.17 1.84 120 1.04 21.02 17.86 2.28 1.93 Design Wind Pressure (No Ice), Pw = 16.69 psf Design Wind Pressure (Ice), P, = 1.81 psf pSt, t:,4,, ,. ,. . . .t.. : ,. ..... .1' 1- ,t :all-. • .ia LI •.. A' r TC :Hr w;,:,, E N Project Tukwila 16500 Southcenter Pkwy Tukwila, WA Design: CKS >em�r Client: Goodman Date: 3/31/2011 G I N E E R I N G Site Number. WA094 Page: 2 LOADS Design Criteria: Notes: • 2009 International Building Code • Figure 6-21 Cf • ASCE7 -05 • Force = p•Cf•A P lS6uctura& roprchrAT6lGoumnm L TflWA004 TuhHr0u' Fmcinoanrt9Y''WA004 TukufI4 WA kTPTS L,olu Roor!opi <ua /Conn Ice Wt.= 56 pcf Design Wind Pressure = 16.69 psf Design Ice Thickness = 0.00 in Design Wind Pressure Ice = 0.00 psf Height of Component. z = 94 ft Fp = 0.40 W 10.7•E) G = 0.850 6.58.1 So, = 0.948 g 888888$8$ 0 0 0 0 0 0 0 0 0 ? O O Wind Force Face 1 lbs. 88888$888 0 0 0 0 0 0 0 0 0 � 0 0 88$88$888 0 0 0 0 0 0 0 0 0 8 °. 0 0 ^ ^ 88.2gi N ^ - - O 8 0 CI Face — ^--'-- -ono $$$fie ^ ^ ^ ^ O Y O n U 8 O P U 8$ p N p- O O N N 8 N 8 O n � O V t P h P 'c ^ d h Q O� H U w E• n m Cf n ^' P d C{ ^ O. P 0 ^ N vl a ,n P O H Wind Force Face lbs. Q g j Y m P 2 d n n g O V n P Cn O$ h n 4p &gam§ O n Q c! 0 0-1 414 H g V N$ ^ ^ ^ V N O- M �- O 8 N Y Y 8 d M h pO 8 Depth in. $8$8$28 $ ^ 8. O R8g$8 8o$ 88.88.8$3$ P P P P N N N 8 0 IKathreln Scala AISC Manual Powerwave Kathreln Scala Steel AISC Manual Lucent Lucent Q V O 0 O Z APPURTENANCE Model 742 265 7' x 8' Std. Steel Pipe P65- 17- XLH-RR 800 10766 Antenna Platform 17' x 17 Std. Steel Pipe Alcatel 9442 RRH 700 Mhz Alcatel 9442 RRH AWS DC6 48.60 -18-8F' Squid" 21 2.F. asrersr E N G I N E E R I N G „,,. Pro ect: Tukwila 16500 Southcenter Pkwy Tukwila, WA Design: CKS Client: Goodman Date: 3/31/2011 Site Number. WA094 Page: 3 k m Z 0 Z m Ill in 3J Z 0 LOADS Design Criteria: Notes: • 2009 International Building Code • Figure 6-21 Cf • ASCE7 -05 • Force = p•Cf•A Ice Wt. = 56 pct Design Wind Pressure = 16.69 psf Design Ice Thickness = 0.00 in Design Wed Pressure (Ice) = 0.00 psf Height of Component, z = 94 ft Fp = 0.40 W (0.7•E) G = 0.85 6.5.8.1 Sos = 0.948 g APPURTENANCE NO ICE ICE Model Manufacturer Quantity # Blocked Face Blocked Side Weight lbs. Force Face lbs. Force Side lbs. 0.7•Eh lbs. 0.7•Ev lbs. Weight lbs. Force Face lbs. Force Side lbs. Sector X & Z (Existing to Remain) 742 265 Kathrein Scala 6 0 0 291.00 762.10 468.38 115.86 38.62 000 0.00 0.00 Site Number: WA094 Client: Goodman Project: Tukwila 16500 Southcenter Pkwy Tukwila, WA 7' x 8' Std. Steel Pipe AISC Manual 6 6 0 175.68 0.00 190.72 69.95 23.32 0.00 0.00 000 Antenna Platform Steel 1 0 0 600.00 176.40 117.60 238.90 79.63 0.00 000 000 17 x 17' Std. Steel Pipe AISC Manual 1 0 0 843.20 196.67 196.67 335.73 11 1.91 0.00 000 0.00 Sector X & Z(Proposed) P65- 17- XLH -RR Powerwave 2 0 0 140.00 382.87 227.05 55.74 18.58 000 0 00 000 7'x 8' Std. Steel Pipe AISC Manual 2 2 0 58.56 0.00 63.57 23.32 7.77 0.00 0.00 000 Alcatel 9442 RRH 700 Mhz Lucent 1 1 0 51.00 0.00 34 60 20.31 6.77 000 000 0 00 Alcatel 9442 RRH AWS Lucent 1 1 0 43.00 0.00 25 47 17.12 5.71 0.00 0.00 000 DC6- 48- 60 -18-8F "Squid' Raycap 1 1 0 32.50 0.00 1591 12.94 4.31 0.00 000 000 Sector Y (Existing fo Remain) 742265 Kathrein Scala 3 0 0 145.50 381.05 234.19 57.93 19.31 000 0.00 000 2" x 8' Std. Steel Pipe AISC Manual 3 3 0 87.84 0.00 95.36 34.97 11.66 0.00 0.00 0 00 Antenna Platform Steel 1 0 0 600.00 176.40 117.60 238.90 79.63 0.00 0.00 000 12' x 17' Std. Steel Pipe AISC Manual 1 0 0 843.20 196.67 196.67 335.73 1 1 1.91 000 0 00 000 Sector Y (Proposed) 800 10766 Kathrein Scala 1 0 0 61.70 188.84 113.53 24.57 8.19 0.00 0.00 000 2" x 8' Std. Steel Pipe AISC Manual 1 1 0 29.28 0.00 31 79 11.66 3.89 0.00 0.00 0.00 Alcatel 9442 RRH 700 Mhz Lucent 1 1 0 51.00 0.00 34.60 20.31 6.77 0.00 0.00 0.00 Alcatel 9442 RRH AWS Lucent 1 1 0 43.00 0.00 2547 17.12 5.71 000 0.00 000 DC6- 48-60 -18-8F "Squid' Raycap 1 1 0 32.50 0.00 15.91 12.94 4.31 0.00 0.00 0.00 Totals 4128.96 2461.0 2205.1 1644.0 548.0 0.0 0.0 0.0 A 0 10 \ 0 p C..1 O 7C (DD N e, P. SYoxfura!iProjncts.4T &71Gaoaman LTE:WA034 Tokswa‘91 Eu3ineari.^.g5W.C94. Tukkio WA RT PT' Loads (Roo, top) ./r,jCovar LOADS Design Criteria: Notes: • 2009 International Building Code • Figure 6-21 Cf • 35 ksi yield pipes • ASCE7 -05 • Force = p'Cf•A • Panel face is parallel 10 wall face a E u. ,t S i 7 M1 % m u 5gt- ° 3 v - E 8$8$So 0 j N 103 = o1 ^ O �§ u "=.8 2 p o p O SSS$$ p p p C OC O` p U = 3 Q 4 !C n ' r 0. ° a 0 ° u o' 0 ° Ice Wt. = 56 pcf Design Wind Pressure = 16.69 psf Design Ice Thickness = 0.00 in Design Wind Pressure (Ice( = 0.00 psf Height of Component, z = 94 ft Fp = 0.40 W (or Ei G= 0.85 656.1 SOS = 0.948 g 0.75 _ g 1 O O O x N O Q O h H O W W M L N ' = $ 8 0000006o. 8$ 8 8$ 8 8 Force Face L lbs. 888888888 0O 0 e W 3 -000000000 U 88888888 p 0° u $ h a: N r« n: m n d .7 n m d: • gl 'n m m o Z A ^• E1a'°na e o g i w >noS i! m . $fin c?:' r�� g: an ° 1-;371 m o ta�c.�v na^ ar o: Force Side lbs. a +m'o �>c A h q19, o 87.68 :;.! 1 2040.8 I Zx (req'd) insl ction O N N O a^ 3913.28 I 518282888 -°:' Y3 '''.'H ° wait Valui Axial T/C Top lb 8'4'4. ei O Blocked Face ru'n!- m o o nom 0 0 0 g 88 86888 0 i A •m o 0 0 $ay e Kathrein Scala Powerwave Kathrein Scala Steel AISC Manual AISC Manual Lucent Lucent 4 t1 ITotat 2 connection points w/ 2 bolts Connection Span 4 Bolt Spacing 15 Offset 0.7 With 3 connection points w/ 2 bolts RI -3 938 R2 2.777 R3 -0 949 Max Shear 2 75 • Existing sir dia. threaded rod w/ S min embed w/ • Existing 17 concrete column with proposed bads O t ° U C 1 1.4•D 41.2•D+1.6•W 5E 11.2+0.2•SDs1•D +I.0•E 6 0.9• D+1.6• W 7E (0.9 -0.2•SDs)•D +1.0•E 21 1.2• D+0.2• Di 4i 1.2•D+Di +Wi 6i 0.9•D+Di +Wi o APPURTENANCE Model 742 265 P65-17-XLH-RR 800 10766 Antenna Plafform 12" x 17' Std. Steel Pipe 2" x 8' Std. Steel Pipe Alcatel 9442 RRH 700 Mhz Alcatel 9442 RRH AWS DC6- 48- 60 -18-8F "Squid" Pro ect: Tukwila 16500 Southcenter Pkwy Tukwila, WA Des gn: CKS Client: Goodman Date: 3/31/2011 E N G I N E E R I N G Site Number. WA094 Page: 5 www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: PTS Engineering CKS Page: Project: Sub - Project I Pos. No.: Date: PROFIS Anchor 2.1.2 1 Tukwila WA094 3/31/2011 Specifier's comments: 1. Input data Anchor type and diameter: Effective embedment depth: Material. Evaluation Service Report.. Issued I Valid: Proof: Stand -off installation: Anchor plate: Profile Base material: Installation: Reinforcement Seismic loads (cat. C, D, E, or F): HIT -HY 150 MAX -SD + HAS, 5/8 = 5000in (h„,„,, = -in) 5.8 ESR 3013 4/1/2010 I - design method ACI 318 / AC308 e, = 0.000 in. (no stand -off); t = 0.500 in. Ix x ly x t = 6.000 x 20.000 x 0.500 in. (Recommended plate thickness: not calculated) no profile cracked concrete , 3000, f: = 3000 psi; h = 12.000 in., Temp. short/long: 32/32 °F hammer drilled hole, installation condition: dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: > No. 4 bar no Geometry [in.] & Loading [Ib, in. -lb] z Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us PROFIS Anchor 2.1.2 Company: PTS Engineering Specifier: CKS Address: Phone I Fax: - I - E -Mail: Page: 2 Project: Tukwila Sub - Project I Pos. No.: WA094 Date: 3/31/2011 2. Load case /Resulting anchor forces Load case (governing): Anchor reactions [Ib] Tension force: ( +Tension, - Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2 2304 1609 1609 0 2304 1609 1609 0 max. concrete compressive strain [%]: 0.00 max. concrete compressive stress [psi]: 0 resulting tension force in (x/y)= (0.000 /0.000) [Ib]: 4606 resulting compression force in (x/y) =(0/0) [Ib]: 0 3. Tension Toad Proof Load N. [Ib] Capacity On [Ib] Utilization pN [ %] = N„ /iNn Steel Strength' 2304 10650 Bond Strength" 4607 9256 Concrete Breakout Strength** 4607 11449 ' anchor having the highest loading * *anchor group (anchors in tension) Steel Strength Equations Ns. = ESR value refer to ICC -ES ESR 3013 N5838I Z N„a ACI 318 -08 Eq. (0 -1) Variables n 1 ,N [in.2] Calculations Ns. [Ib] 16385 0.23 fas [psi] 72500 Results Ns. [Ib] ¢steel Ns. [Ib] Nu„ [Ib] 16385 0.650 10650 2304 22 50 40 Status OK OK OK Input data and results must be checked for agreement with the existing conditions and for plausibilityt PROFIS Anchor ( c ) 2003-2009 Hilb AG, FL -9494 Scnaan Hilt, is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: PTS Engineering CKS Page: Project: Sub - Project I Pos. No.: Date: PROFIS Anchor 2.1.2 3 Tukwila WAO94 3/31/2011 Bond Strength Equations Nag = (e Wed,Na 1Vg,Na Wec,Na Nip,Na Na0 4 Nag a Nua ANa = see ICC -ES AC3O8, Part D.5.3.7 AA Na0 — _ ^ Sa,Ne Sa,N8 = 20 Tk,uncr 3 he 1450 _ SS —Na Ccr,Na — 2 Wed,Na = 0.7 + 0.3 (a-Rpn) 5 1.0 Ccr,Na 0.5 = Wg,Na0 Scr,Na a/ + E( srN . (1 - W9,Na0) a 1.0 Wg,Na rr r )1'5 W9.Na0 = Vn - [(� - 1) ( tk,c ) ]a 1.0 tk,max,c kc h f Tkmax,c . d of c 1 Wec Na = ( 1 + 2eN )�1.o Scr,Na VP Na = MAX (Ca_rnin CcrNa) 5 1.0 • Cac Cat Nao = tk,c Kbond n d • het Variables tk,c,ona [psi] 1850 ( [psi] 3000 ICC -ES AC3O8 Eq. (D -16b) ACI 318 -08 Eq. (D -1) ICC -ES AC3O8 Eq. (D -16c) ICC -ES AC3O8 Eq. (D -16d) ICC -ES AC3O8 Eq. (D -16e) ICC -ES AC3O8 Eq. (D -16m) ICC -ES AC3O8 Eq. (D -16g) ICC -ES AC3O8 Eq. (D -16h) ICC -ES AC3O8 Eq. (D -16i) ICC -ES AC3O8 Eq. (D -16j) ICC -ES AC3O8 Eq. (D -16p) ICC -ES AC308 Eq. (D -16f) danchor [in.] he [in.] ca,min [in.] sang [in.] 0.625 5.000 6.000 15.000 Calculations Sa,Na [in.] 14 119 ect.N [in.] ec2,N [in.] cac [in.] Kbond 0.000 0.000 7.500 1.00 n Ccr,Na [in.] AN. [in.21 ANa0 [in.2] Wed,Na 7 060 368 78 199 35 0.955 Wect,Na Wec2,Na Wp,Na Nao [Ib] 1.000 1.000 1.000 8061 Results Nag [lb] 14240 bond 4, Nag [Ib] Nua [Ib] 0.650 9256 4607 2 Tk,nax [psi] 1060 tk,c [psi] 821 kc 17 Wg,NaO Wg,Na 1 132 1.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003 -2009 HKIS AG, FL -9494 Schaan Hilti is a registered Trademark of Hdti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: PROFIS Anchor 2.1.2 PTS Engineering Page: 4 CKS Project: Tukwila Sub - Project I Pos. No.: WA094 - I - Date: 3/31/2011 Concrete Breakout Strength Equations Nc g — (A ) wec,N Wod,N Wc,N Wcp,N Nb Ncbg 2 Nua ACI 318 -08 Eq. (D -1) ANC see ACI 318 -08, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 hat ACI 318 -08 Eq. (D -6) 1 lllec N = \ 1 + N / 5 1.0 ACI 318 -08 Eq. (D -9) 3 het Wed,N = 0.7 + 0.3 (C ="° ") 5 1.0 ACI 318 -08 Eq. (D -11) 1.5het ACI 318 -08 Eq. (D -5) =MAX Ca_min 1.5hef 5 1.0 Wep.N ( Cac ) Nb = kc A. heir ACI 318 -08 Eq. (D -13) ACI 318 -08 Eq. (D -7) Variables het [In.] ec1,N [in.] ec2,N [in•1 ce,rrun [in.] Wc,N cac [in.] kc 5.000 0.000 0.000 6.000 1.000 7.500 17 1 tc [psi] 3000 Calculations uA ee ^NC [in.2] Anico [In•2] Wecl.N Wec2.N lifed,N ll/cp,N Nb [Ib] 405.00 225.00 1.000 1.000 0.940 1.000 10410 Results N ee9 [Ib] Oconcrete Ncbg [Ib] - Nee [Ib] 17614 0.650 11449 4607 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilt is a registered Trademark of Hilt AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: PROFIS Anchor 2.1.2 PTS Engineering Page: 5 CKS Project: Tukwila Sub - Project I Pos. No.: WA094 - I - Date: 3/31/2011 4. Shear Toad Proof Load V. [Ib] Capacity 4V * [Ib] Utilization p„ [ %] = V./4)Vn Status Steel Strength* 1609 5898 27 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength ** 3219 19936 16 OK Concrete edge failure in direction 3219 8350 39 OK x + ** * anchor having the highest loading * *anchor group (relevant anchors) Steel Strength Equations Vsa = (n 0.6 Asev fut.) V5tssi a Vua refer to ICC -ES ESR 3013 ACI 318 -08 Eq. (D -1) Variables n Asa.v [in.2] fern [psi] (n 0.6 Nov futa) [lb] 1 0.23 72500 9830 Calculations Vs. [Ib] 9830 Results V.. [Ib] 9830 steel Vsa [Ib] Vua [Ib] 0.600 5898 1609 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us PROFIS Anchor 2.1.2 Company: PTS Engineering Specifier: CKS Address: Phone I Fax: - I - E-Mail: Page: 6 Project: Tukwila Sub - Project I Pos. No.: WA094 Date: 3/31/2011 Pryout Strength (Bond Strength controls) Equations nnN V`P9 = ^op[(^Na0) Wed,Na 1Vg,Na 11/ac.Na Wp,Na Nao]ACI 318 -08 Eq. (D -31) Vc;,9 2 Vua Atte see ICC -ES AC308, Part D.5.3.7 2 ANaO _ SaNa Sct,Na = 20 d 1450 5 3 het 1450 Scr Na Ctx,Na — — 2 Wed,Na ( . ' = " " ) Ccr,Na 0.5 Wg,Na = Wg,NaO +[(sue ) (1 - Wg,Nao)]Z 1.0 ICC -ES AC308 Eq. (D -16g) Sa,Na 1.5 = '15 - r' 1 ( Tk•° ) ]z 1 0 ICC -ES AC308 Eq. (D-16h ) Tk,n ax,c Tkmax,c = n d h� t fc ICC -ES AC308 Eq. (D -16i) 1 Wec,Na = ( 1 + 2e,N / 5 1.0 ICC -ES AC308 Eq. (D -16j) Scr,Na = MAX( rin Cc-11-12) 5 1.0 WP,Na Cac ' Cac Nao = Tk.c )(bond 1[ d hef ACI 318 -08 Eq. (D -1) ICC -ES AC308 Eq. (D -16c) ICC -ES AC308 Eq. (D -16d) ICC -ES AC308 Eq. (D -16e) ICC -ES AC308 Eq. (D -16m) ICC -ES AC308 Eq. (D -16p) ICC -ES AC308 Eq. (D -16f) Variables kcp tk,c,uncr [Psi] Tk,c [Psi] danchor [In.] het [in.] Se, [in.] n kc 2.000 1850 821 0.625 5.000 15.000 2 17 fc [PSI] ec1,N [in.] ec2,N [in.] Can [in.] cac [in.] Kbond 3000 0.000 0.000 6.000 7.500 1.00 Calculations sp,Na [in.] Ccr.Na [in.] AN. [in.2] ANaO [in.2] Wad,N Tk,max [Psi] 14.119 7 060 368 78 199 35 0 955 1060 41ec1,N Wec2,N Wp,Na Nao [Ib] 1.000 1.000 1.000 8061 Results Vcpg [Ib] 4/concrete 4 Vcpg [Ib] Vua [Ib] 28480 0.700 19936 3219 Wg,Nao 1.132 Wg,Na 1 000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Sthaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: PROFIS Anchor 2.1.2 PTS Engineering Page: 7 CKS Project: Tukwila Sub - Project I Pos. No.: WA094 - 1 - Date: 3/31/2011 Concrete edge failure in direction x+ Equations Aycl Vcbg = (A7,0 Wec,V yled.V yrc,V wh,V wparallel,V Vb ACI 318 -08 Eq. (D -22) Vct, 2 Vu8 Avc see ACI 318 -08, Part D.6.2.1, Fig Avm =4.5c1 1 41ec,v (i+2ev)�1.0 3ca1 ll yfed,V = 0.7 + 0.3(1 2 / 5 1.0 = 1.Sce1 z 1.0 ha ylh,V Vb `0 = (7 (d .2 ) viT) ia VTc ce1 e Variables cal [in.] ca2 [in.] 8.000 6 -000 fc [Psi] ylparallel,V 3000 1.000 Calculations Avc [in.2] Avco [in.2] 324.00 288.00 ACI 318-08 Eq (D-1) RD621(b) ACI 318 -08 Eq. (D -23) ACI 318 -08 Eq. (D -26) ACI 318 -08 Eq. (D -28) ACI 318 -08 Eq. (D -29) ACI 318 -08 EQ. (D -24) ecv [in.] 1yc,v ha [in.] le [in.] � da [in.] 0.000 1 200 12.000 5.000 1 0.625 1yeo,V yr�,V 1yh,v 1.000 0.850 1.000 Results Veb, [lb] 4)concrete 4) Vcbg [Ib] Vaa [Ib] 11929 0.700 8350 3219 5. Combined tension and shear Toads 13, = N• /4)N„ Qv = V•/4)V• Vb [Ib] 10396 Utilization pnv [ %] Status 0.498 0.385 5/3 52 OK F'MV = Vn + Nv <= 1 6. Warnings • Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to ACI 318, Part D.4.4(c). • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • The present version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications. Refer to the ICC -ES Evaluation Service Report (e.g. section 4.1.1 of the ICC -ESR 2322) for details. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! • The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for piauslbllltyl PROFIS Anchor ( c) 2003-2009 Nib AG, FL -9494 Schaan Hily Is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: PTS Engineering CKS Page: Project: Sub - Project I Pos. No.: Date: PROFIS Anchor 2.1.2 8 Tukwila WA094 3/31/2011 7. Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: d, = 0.688 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Anchor type and diameter: HIT -HY 150 MAX -SD + HAS, 5/8 Installation torque: 720.001 in. -lb Hole diameter in the base material: 0.750 in. Hole depth in the base material: 5.000 in. Minimum thickness of the base material: 6.500 in. A 0 0 0 0 u) 2 O x 0 0 0 O 0 3.0000 3.0000 3.0000 3.0000 Coordinates Anchor [in.] Anchor x y c c„ cy cw 1 0.000 -7.500 20.000 425.000 6.000 21.000 2 0.000 7.500 20.000 425.000 21.000 6.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilt AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: PROFIS Anchor 2.1.2 PTS Engineering Page: 1 CKS Project: Tukwila Sub - Project I Pos. No.: WA094 - I - Date: 3/31/2011 Specifiers comments: 1. Input data Anchor type and diameter: HIT -HY 150 MAX -SD + HAS, 5/8 Effective embedment depth: h, = 5.000 in. (h„,,,,, = - in.) Material: 5.8 Evaluation Service Report:: ESR 3013 Issued I Valid: 4/1/2010 I - Proof: design method ACI 318 / AC308 Stand -off installation: e, = 0.000 in. (no stand -off); t = 0.500 in. Anchor plate: I x Iv x t = 6.000 x 20.000 x 0.500 in. (Recommended plate thickness: not calculated) Profile no profile Base material: cracked concrete , 3000, f, = 3000 psi; h = 12.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, installation condition: dry Reinforcement: tension: condition B, shear condition B; no supplemental splitting reinforcement present edge reinforcement: > No. 4 bar Seismic loads (cat. C, D, E, or F): no Geometry [in.] & Loading [Ib, in. -lb] z -g Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hile AG, FL -9494 Schaan Hila is a registered Trademark of Hilt AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: PROFIS Anchor 2.1.2 PTS Engineering Page: 2 CKS Project: Tukwila Sub - Project I Pos. No.: WA094 - I - Date: 3/31/2011 2. Load case /Resulting anchor forces Load case (governing): Anchor reactions [Ib] Tension force: ( +Tension, - Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2 0 2304 0 2304 0 2304 0 2304 max. concrete compressive strain [%e]: 0.00 max. concrete compressive stress [psi]: 0 resulting tension force in (x/y)= (0.000 /0.000) [Ib]: 0 resulting compression force in (x/y) =(0/0) [Ib]: 0 3. Tension Toad Proof y x Load N [Ib] Capacity On [Ib] Utilization PN [%] = NA N,, Steel Strength* N/A N/A Bond Strength*' N/A N/A Concrete Breakout Strength" N/A N/A * anchor having the highest loading **anchor group (anchors in tension) 4. Shear Toad N/A N/A N/A Status N/A N/A N/A Proof Load V. [Ib] Capacity 4V„ [Ib] Utilization p„ [ %] = V./mVn Status Steel Strength* 2304 5898 39 OK Steel failure (with lever arm)` N/A N/A N/A N/A Pryout Strength*' 4607 19936 23 OK Concrete edge failure in direction 4607 5672 81 OK anchor having the highest loading **anchor group (relevant anchors) Steel Strength Equations VsB = (n 0.6 Ase.v futa) 4 Vsteel 2 Vua refer to ICC -ES ESR 3013 ACI 318 -08 Eq. (D -1) Variables n ASe,v [in.2] futa [psi] (n 0.6 Ase,v futa) [Ib] 1 0.23 72500 9830 Calculations V8e [Ib] 9830 Results Vsa [Ib] 9830 4/steel j Vs, [Ib] Vua [Ib] 0.600 5898 2304 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilb is a registered Trademark of HIS AG, Schaan www.hilti.us PROFIS Anchor 2.1.2 Company: PTS Engineering Specifier: CKS Address: Phone I Fax: - I - E-Mail: Page: 3 Project: Tukwila Sub - Project I Pos. No.: WA094 Date: 3/31/2011 Pryout Strength (Bond Strength controls) Equations Vcpg = kcp[(r) Wed,Na Wg,Na Wec,Na 1Vp,Na Na0]ACI 318 -08 Eq. (D -31) Vcpg z Vua ACI 318 -08 Eq. (D -1) AANa see ICC -ES AC308, Part D.5.3.7 ANa0 = S r,Na ICC -ES AC308 Eq. (D -16c) Sor,Na = 20 d ik — "cr 50 s 3 hef ICC -ES AC308 Eq. (D -16d) 14 Sn'Na C x,Na — ICC -ES AC308 Eq. (D -16e) 2 Wed Na = 0.7 + 0.3 (c =r"") s 1.0 ICC -ES AC308 Eq. (D -16m) Ccr,Na 1 Wg,Na = Wg,NaO +[(sue-) (1 - g,Na0)] 1.0 ICC -ES AC308 Eq. (D -16g) Sa,Na 0.5 W 1.5 r- ik,c Wg,NaO =117.1" (Vfl - 1) (,tk,0s,c) Z 1.0 ICC -ES AC308 Eq. (D -16h) Xk.max.c = nd hat • 'c ICC -ES AC308 Eq. (D -16i) 1 Wec,Na = \1 Ze,N s 1.0 ICC -ES AC308 Eq. (D -16j) Sa,Na Wp,Na = MAX(c —ruin c«,Na) s 1.0 ICC -ES AC308 Eq. (D -16p) Cac Cac N50 = tk,c Kbond Tr d het ICC -ES AC308 Eq. (D -16f) Variables kcp Tk,c,unc, [Psi] tk.c [Psi] danchor [in.] het [in.] Savg [in.] n kc 2.000 1850 821 0.625 5.000 15.000 2 17 fc [Psi] ec1,N [in.] ecZN [in.] ;AN) [in.] cac [in.] Kbond 3000 0.000 0.000 6.000 7.500 1.00 Calculations sc,,Na [in.] Ccr,Na [in.] Arta [01.2] ANa0 fin-21 Wed,N Tk,mas [Psi] 14.119 7.060 368.78 199.35 0.955 1060 �rec1,N Wec2,N Wp,Na Neo [Ib] 1.000 1.000 1.000 8061 Results Vcpg [Ib] 4/concrete t Vcpg [Ib] Vaa [Ib] 28480 0.700 19936 4607 Wg,Nao 1.132 Wg,Na 1.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003.2009 Hilo AG, FL-9494 Schaan Hilb is a registered Trademark of Multi AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: µ111`T1,. PROFIS Anchor 2.1.2 PTS Engineering Page: 4 CKS Project: Tukwila Sub - Project I Pos. No.: WA094 - - Date: 3/31/2011 Concrete edge failure in direction y+ Equations Vcbg = (KZ) Wec,v Wed,V Wc,v why Wparallel,V Vb ACI 318 -08 Eq. (D -22) Vag Z VUe ACI 318 -08 Eq. (D -1) Ave see ACI 318 -08, Part D.6.2.1, Fig RD 6 2 1(b) Av„g = 4.5 c ACI 318 -08 Eq. (D -23) Wec,V Wed,V Wh,V Vb 1 2ev s 1.0 1 + 3cat = 0.7 +0.3(15cet)s1.0 - 1 "121.0 he � � = (7 (d) 0.2 VVe) lL YTc � Gtejs a Variables cap [in 1 cat [in.] 6.000 18.000 ff [psi] Wparallel,V 3000 1.000 ACI 318 -08 Eq. (D -26) ACI 318 -08 Eq. (D -28) ACI 318 -08 Eq. (D -29) ACI 318 -08 EQ. (D -24) ecv [In ] 0.000 WaV he [in ] le [in 1 de [in ] 1.200 12.000 5.000 1 0.625 Calculations Avc [in.2] Avca [in 2] Wec,V Wed,V Wh,V Vb [Ib] 162.00 162.00 1.000 1.000 1.000 6752 Results Vag [Ib] 4concrete Vcbg [Ib] Vue [Ib]_ _ - 8102 0.700 5672 4607 5. Warnings • Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to ACI 318, Part D.4.4(c). • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • The present version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications. Refer to the ICC -ES Evaluation Service Report (e g section 4 1 1 of the ICC -ESR 2322) for details. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! • The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilo is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: PTS Engineering CKS Page: Project: Sub - Project I Pos. No.: Date: PROFIS Anchor 2.1.2 5 Tukwila WA094 3/31/2011 6. Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: d1= 0.688 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Anchor type and diameter: HIT -HY 150 MAX -SD + HAS, 5/8 Installation torque: 720.001 in. -lb Hole diameter in the base material: 0.750 in. Hole depth in the base material: 5.000 in. Minimum thickness of the base material: 6.500 in. A O 0 0 0 N 2 O X O 1 0 O N 0 O 0 0 3.0000 3.0000 3.0000 3.0000 Coordinates Anchor [in.] Anchor x y c_, c„ c, c,y 1 0.000 -7.500 18.000 425.000 6.000 21.000 2 0.000 7.500 18.000 425.000 21.000 6.000 Input data and results must be checked for agreement with the existing conditions and for ptausbitityl PROFIS Anchor ( c ) 2003-2009 Hilb AG, FL -9494 Schaan Hilti is a registered Trademark of Hilt AG, Schaan Rooftop Analysis Report Carrier Site Number: WA094 March 31, 2011 B Appendix — Previous Calculations 568 First Avenue S, #650, Seattle, WA 98104 • [Phone] 206.342.9000 • [Fax] 206.903.8513 SEATTLE 1 PORTLAND 1 SAN FRANCISCO 1 COSTA MESA DARROLD E. BOLTON Consulting Engineer Pa* teA-0-b SHEET NO CALCULATED BY .174-171,1‘ CHECKED BY OF DATE DATE SCALE ?4x/ re,VA/4 - SaPP-'x' r ct: -My cc: ..5/.3-4,fic ,-„cs - 144</D 5PE - 47f/ 4c)(R C i/4-A,(.*// cnte z/ Z3 c - ZaStE.0 MA/22 yb.,e_ESSZ//4" Ce= AC-1 Cg, ! ‘,4" -7 Ce /11//72,c '10 (/, )(/'‘, ) (/) 37 PS _ 7-741 .2*,-4 PCS S 09o-/3 _ev't74,4ir = 9.76 5/ " 7- ) DARROLD E. BOLTON Consulting Engineer JOB Dill G/,BG 45 rx,e CELL S /7- SHEET NO 2 OF 6 pp CALCULATED BY DEB DATE /0/ 2/ /6 CHECKED BY DATE SCALE 44'r,v ,VA SiP/ c i< r 2 4 .0,D. Pi x MAXI MCI (5.ak 1105-1 Mailed] /TS:no .le< ram Um 01471 I. Wet Mild TOLL FREI 14:6725/380 DARROLD E. BOLTON Consulting Engineer JOB V011E,Z, e r LL SHEET NO OF 6, CALCULATED BY DATE /43/2/ 0‘" CHECKED BY DATE SCALE Atre,c,4:4 . (crAiri) • kV/A/D ZoA.R5- A/./7"?:--,c/x/4 4 S75 NE w //xi/ $ . .13/P5 f,t,4,445 M/7/' 4 P/Pf _ 2/3 - ( ;;7fyi7 %/)(2/3)- - (/2),- " • . 2 • x/ •, ,/C2/64A. :/7/,6 ?c 6G'94e /2.6- 330 •=-///'2771/ 4,2540)7,7.0 25) (2, 6 5)-0/ s ) (4,5)=- f7,483-. - - / 2.77- 4X,if Al 5,fe4>ib • - 77.7 C_^,v‘v Cot. - 315 - dic 7--•AC 747 • >4,1/C<I.r,f - 267 = °'2.7 ..54" -1,o•Zr 0,2O.2 X 2 zo,10,77) - : li5e Scii, 1'/R.c < 44=-3o,h.4 1110011C1 MI 1040 Stmels1 X6-1 (1,40114/-7.1nc.Walsa Mats 01471 loOtilit RICK 101.1 11141 1-10:1223-000 DARROLD E. BOLTON Consulting Engineer Eyslt/oxi -5./V 2B/ JOB CAL G 5 / 7--n SHEET NO 4 OF 6 CALCULATED BY DATE j 1�(/ CHECKED BY ' DATE SCALE r-t -1 J C r� J • t S' : MOO= 701.E 15+a S1mn)E125I 1F•,men Mekt. r ma LW OWL to Oleo na■ TOLL FREE E-0OUE DARROLD E. BOLTON Consulting Engineer EC,': /t: D,t•:' .vr ... /3LA-TA R' M (e'CW Jo vVW f-.741.+4 / /[[. C.; t• C.7 4.L .i/ / L SHEET NO 5 Of to CALCULATED BY D E145 DATE /61//i/6:76. CHECKED BY DATE / / SCALE /4 ; -) 7/T /�)r //� �ii/' / /25-0 gar, .Z1 o 4 _dl/ 0) ("C) . - 2. 2,080 P 3° P.."` . f i ,t9 (2, s) li s)._. �1AX ¢ s . ¢ 2.bAc ' 3,o9 2 .. ail) 05 -1 _.__.._ /.2,¢7k 1 /S" G/SE :14/8K/3 `l�s� 1P1/Bx/3`._ POOOICt 2044 Ong Shen) MI 01114 Mete- Gfolc , Yus. 01171 W trda PHONE MUM Id: 01254M DARROLD E. BOLTON Consulting Engineer JOB .f_/! /Gt. / G L / 7 SHEET NO. 6 OF .6 CALCULATED BY LJ E- 13 DATE / O,//96 CHECKED BY DATE SCALE . ,eQ1/hi*elc_/T...: PLAT F...9 '/(4. (41c r 1) . C. 2,e3 D, K . :. 534 4-.of 2,oS 2:11( 2.0 r • /2 1 4' ► 2,5 4' f2,51 31 - -tA,1,?/` 2 B /747.i . . . . ..4.34 =.. �R : /(1 ._c,�)�,� 5 2. �,.� /AC S /6,- �os;�� /2)��.�~ k-Y'� B)(¢) ,L pS33? = 2.53 4104 -X - (2..,. 3)(1/A) '..C.1)/ 4) = 38. 3G M (3$ 36(/2) , 2 . *- /6) = - ,Sty.6r. /..69. 77 B� . 47. 3 ; ,4 - (6,77)(//.5' ) -(�.3-9(Z5). -._ .2 . 28..7_.7: _. _4 i i _ _- , .- ..M `- 428.77)(f/2} .- /.�,.3�. SnFaP .F 2 4- fl'2o'x 2G- ._... _ _ NCO= 20-1 (Sk v o(N6-I(Mit M, Mc wmwu OIV1. t.O%u NOM ICU reu I403mi Project: Tukwila (WA094) Date: December 28, 2005 Client: Cingular Wireless Prepared By: J. Gibson CEI No.: 05- 20002 -WA094 Page 3 Appendix 11 Structural Calculations by Whalen & Company, Inc. dated January 30, 2001 14201 NE 200'h Street, Suite 200 Woodinville, WA 98072 Email: cei(eornerstone- engr.com Web: www.cornerstone- ener.com CORNERS-TONE • E N G, N r E A 1 N G. I N C. Phone: (206) 250 -7306 (425) 487-1732 Fax: (425) 487 -1734 January 30, 2001 SBC Communications 2445 140th Ave. NE, Ste 202 Bellevue, WA 98005 RE: Structurals Site Number: WA0094 Site Name: Tukwila To Whom It May Concern: Er Whalen & Company, Inc. 3003 Northup Way, Suite 101 Bellevue, WA 98004 This site was designed as a raised platform. The design included a provision for a future Motorola 5,000# cabinet. In Lieu of this future cabinet, the 1,200# Ericsson cabinet has been placed and, therefore, structurals were not required. Bob Stafford Construction Manager Whalen & Company, Inc. Office 425- 889 -2881 Fax 425 -827 -1053 Project: Tukwila (WA094) _ Date: December 28, 2005 Client: Cingular Wireless Prepared By: J. Gibson CEI No.: 05- 20002 -WA094 Page (aS Appendix 111 Structural Calculations by Peterson Strehle Martinson, Inc. dated June 8, 2005 14201 NE 200`" Street, Suite 200 Woodinville, WA 98072 Email: cei r cornerstone- engr.com Web: www.cornerstone - engr.com C".---- CORNERS-If-ONE E N G i N L E N. N G. I N C. Phone: (206) 250 -7306 (425) 487-1732 Fax: (425) 487 -1734 i1 ETERSON .JTREHLE ARTINSON, INC. CONSULTING ENGINEERS Structural Calculations for Cingular Wireless WA UMTS SC1865 (WA094) Tukwila 16500 Southcenter Pkwy, Tukwila, WA June 8, 2005 C05265 ExPREs 6/30/ 2007 (C). 2200 SIXTH AVENUE, SUITE 601 SEATTLE WASHINGTON 98121 PHONE 206 - 622-4580 FAX 206 - 622 -0422 . ETERSON JTREHLE HARTINSON, INC. CONSULTING ENGINEERS C05265 June 8, 2005 Mr. K.V. Lew LSI Adapt, Inc. 615 8th Avenue South Seattle, WA 98104 Re: Cingular Wireless WA UMTS New & Change Out Antennas, Tukwila SC1865 (WA094) Dear Mr. Lew: As per your instructions we reviewed the existing antennae mounting system for the antenna change out on this cell site. The existing mounting assembly is adequate to sustain Toads from the new antennas. We are assuming that the new antennas will be mounted on the platform supported by the steel pole like the existing antennas. The antennae change out and the new antennas proposed (per attached RF sheet) for this site can be adequately supported by the existing steel pole and the mounting assembly. Appurtenance calculations and cut sheets have been attached for reference. Sincerely, PETERSON STREHLE MARTINSON, INC. V . teven C. Strehle, P.E., S.E. Enclosures 2200 SIXTH AVE, SUITE 601 SEATTLE, WASHINGTON 98121 PSM@PSM- ENGINEERS.COM PHONE 206 -622 -4580 FAX 206- 622 -0422 rl jj rETERSON S.TREHLE /IARTINSON, INC. CONSULTING ENGINEERS 2200 SIXTH AVE.,SUITE 601 SEATTLE, WASHINGTON 98121 OFFICE (206) 622 -4580 / FAX (206) 622 -0422 JOB• GO Z6,S TUK4pL,{ DATE- 6/3/05 8Y: Ile4J SUBJECT. S (-t r Kr (-cm o 4 q ) R oo F Te_p Pc3 _ _C4 &N.C-LTIO_A_1_ rA....ITV!. 12Jdr.0__ .. =_... .- "-- POt, - 4 ! 4 / T . . . . . Q o c k F - A ' [ I A - c - i t _ e “ t ti T C . oF_ 4.1kcsS._ CAM—_ -C 1T Y._ - e1K_t. , A-T Lctr t.D Tg c aALC..G .u.sL;_ ._._.._ _ _--=-=--.-_---- 4- Itt1 .h4 T LC L: • • -r -,- L 1 PETERSON NTREILLE MARTINSON, INC. Consulting Engineers 2200 6th Ave Suite 601 Seattle, WA 98121 Office (206) 622 -4580 / Fax (206) 622 -0422 JOB: C05265 DATE: Jun 03, 2005 BY: vew SUBJECT: Average Property Values SITE: SC1871 (WA146) Round Pole Analysis Yield strength of steel, Fy 36 ksl MONOPOLE SECTION DATA 88.0 90.0 93.0 12.75 12.75 12.75 0.375 0.375 0.375 14.6 14.6 279.3 43.8 279.3 43.8 14.6 279.3 43.8 14.6 I 279.3 43.8 14.6 279.3 I 43.8 34.00 23.76 34.00 34.00 23.76 23.76 PETERSON, STREHLE, MARTINSON, INC. Monopole Section Properties Page 1 (EIA -TIA 222 -F) Pole elev. heights (ft) Outside Diameter (in) Wall thickness (in) _ Calculated values Member average values Ratio D / t Allowed Stress (ksi) Area (in`) Mom Iner I (1n4) Section M. (in') Area (in`) Mom Iner 'Section I (in`) M. (in) _ 88.0 90.0 93.0 12.75 12.75 12.75 0.375 0.375 0.375 14.6 14.6 279.3 43.8 279.3 43.8 14.6 279.3 43.8 14.6 I 279.3 43.8 14.6 279.3 I 43.8 34.00 23.76 34.00 34.00 23.76 23.76 PETERSON, STREHLE, MARTINSON, INC. Monopole Section Properties Page 1 PETERSON STREIELE MARTINSON, INC. Consufung Engineers 2200 6111 Ave Suite 601 Seatlle, WA 98121 Office (206) 622 -1580 / Fax (206) 622 -0422 Round Pole Input Data: Basic wind velocity, V Gust Factor, GH Average Diameter. Op Ice build -up Overload factor, OLF Manuf multiplier JOB: C05265 DATE: Jun 03. 2005 BY: vew SUBJECT: EIAITIA -222F Wind forces for monopoles SITE: SC1871 (WA146) 80 mph 1.69 12.75 in 0.5 in 1.10 1.0 MONOPOLE FORCE CALCULATIONS Pole elev. heights (ft) Outside Wall thickness _ (in) Exposure Coeff. K: " Velocity Pressure gZ(psl) Pole veloc Coeff. C Force Coeff. CF Pole Weight (lbs) Ice Weight (lbs) Total Weight (lbs) Load Case 1 Wind (k/ft) Load Case 2 Wind (k/ft) Diameter (in) 12.8 0.4 1.3 88.0 12.8 0.4 1.3 21.7 97.8 0.59 0.0 356.1 356.1 0.023 0.019 90.0 12.8 0.4 1.3 21.8 98.1 0.59 109.1 16.2 - 125.3 0.023 0.019 93.0 12.8 0.4 . 1.3 22.0 98.6 0.59 163.7 24.3 188.0 • . 0.006 0.005 PETERSON, STREHLE, MARTINSON, INC. EIA -TIA Pole Loads Page 2 r PETERSON STREE LE MARTINSON, INC. CONSULTING ENGINEERS 2200 6th Ave Suite 601 Seattle, WA 98121 OFFICE (206) 622.4580 / FAX 206) 622 -0422 JOB: C05265 DATE Jun 03, 05 SUBJECT: Appurtenances SITE: SC1871 A146 BY: VeW 1. These computations comply with EIAITIA -222 -F 2. The reduction factor Is to account for the drafting effect of appurtenances attached In the same horizontal plane 3. K., and q, as per EIAJTIA -222 -F section 2.3.3 4. Ca Is as per table 3 pg. 8 of EIA/TIA -222 -F 5. Load combo's as per ELA/TIA- 222 -F section 2.3.16 - pg. 9 8. EPA as provided by Manufacturer. APPURTENANCES: Wind speed Tower total height, h Is this a Tower/ Monopole (T / M)7 Overload factor, OLF Factor GH 80 mph 70.5 ft M 1.00 1.69 Discrete Appurtenance Applied Force Computations: DESCRIPTION Elevation ft <Without Ice >6 Area Weight (ft`) Ibs <With Ice).* Area Weight (ft') bs Reduction Factor Ca Qty Owner K,3 <Without Ice >' • k(.s <With Ica >6 —0- (kips KATHREIN 742 -265 95 Platform (conservative area and w 93 5.46 52.9 28.00 2.220.0 6.07 33.50 93.2 3300.0 0.75 1.00 1.41 1.00 Cingular Cingular 1.353 1.345 22.183 22.028 1.950 1.042 2.993 0.476 2.220 2.696 1.628 0.935 2.561 0.839 3.300 4.139 SUMS I PETERSON, STREHLE, MARTINSON, INC. Discrete Appurtenances Page 3 PETERSON STREHLE MARTINSON, INC. Consulting Engineers 2200 6th Ave Suite 601 Seattle. WA 98121 Office (206) 622 -4580 / Fax (206) 622 -0422 JOB: C05265 DATE Jun 03.2005 BY: VOW SUBJECT: Unear Appurtenances Properties sore SC1871 (WA146) LINEAR APPURTENANCES PROPERTIES INPUT: DESCRIPTION Bottom Elevation (8) Top Elevation (ft) Bottom Elevation Outside pole (8) Top Elevation Outs kW pole (ft) Carder Round (r) or Flat (f) CA Quantity inside pole Quantity outside pole Diameter or width On) Thickness if flat On) Weight (Pe) Duantdy Exposed 10 wind Unear Appurtenance 1 718' Coax 0 93 0 0 Cingular r . 1.2 0 18 1.09 - 0.33 6 Unear Appurtenance 2 - 0 0 0 0 - r 0 0 0 0 - 0 0 Unear Appurtenance 3 0 0 0 0 - r 0 0 0 0 - 0 0 Unear Appurtenance 4 - 0 0 0 0 - r 0 0 0 0 - 0 0 Unear Appurtenance 5 - 0 0 D 0 - r •0 0 0 0 - • 0 0 Unear Appurtenance 6 - 0 0 0 0 - r 0 0 0 0 - 0 0 Unear Appurtenance 7 - 0 0 0 0 - r 0 0 0 0 - 0 0 Unear Appurtenance 8 - 0 0 0 0 - r 0 0 0 - 0 - 0 0 Unear Appurtenance 9 - • 0 0 0 0 - r 0 0 0 0 - 0 0 Unear Appurtenance 10 - 0 0 0 0 - r 0 0 0 0 - 0 0 PETERSON, STREHLE, MARTINSON, INC. Linear Appurtenances Properties Page 4 PETERSON STREHLE MARTINSON, INC. Consulting Engineers 2200 6th Ave Suite 601 Seattle. WA 88121 Office (206) 622 -4580 / Fax (206) 622 -0422 JOB: C05265 DATE: Jun 03. 2005 BY: vew SUBJECT: Linear Appurtenances Forces SITE: SC1871(WA146) 1. These computations comply with EIA/TIA -222 -F 2. Itz and qz as per EIA/TIA -222 -F section 2.3.3 3. Ca is as per table 3 pg. 8 of EIA/TIA -222 -F 4. Load combo's as per EIA/TIA -222 -F section 2.3.16 - pg. 9 Input Data: Factor GH Depth of ice: Wind velocity: 1.69 0.5 In 80 mph LINEAR APPURTENANCE APPLIED FORCES CALCULATIONS Segment elevation (ft) Segment Length App.1 (8) Segment Length App. 2 (N Segment wind Area App. 1 (si) Segment wind Area App. 2 (si) Exposure Coeff. K Velocity Pressure CPO Linear Apps. Weight (Ibs) lee Weight Ms) Total Weight (t?) Load Case 1 W4d(Ida) Load Case 2 Wind(kp) 88.0 90.0 45.0 2.5 0.0 0.0 0.0 0.0 1.3 0.0 0.0 1.3 • 93.0 1.5 0.0 0.0 0.0 1.3 PETERSON, STREHLE, MARTINSON, INC. 21.7 1 267.3 1 0.0 1 267.3 1 0.00 1 0.00 I 21.8 14.9 0.0 14.9 0.00 22.0 8.9 0.0 8.9 0.00 O 0 0 0.0 0.00 O 0 0 0.0 0.00 O 0 0 0.0 0.00 O 0 0 0.0 0.00 O 0 0 0.0 0.00 0 0 0 0.0 0.00 O 0 0 0.0 0.00 0 0 0 0.0 0.00 O 0 0. 0.0 0.00 O 0 0 0.0 0.00 O 0 0 0.0 0.00 0 0 0 0.0 0.00 0 0 0 0.0 0.00 0 0 0 0.0 0.00 0 0 0 0.0 0.00 0 0 0 0.0 0.00 0 0 0 0.0 0.00 O 0 0 0.0 0.00 0 0 0 0.0 0.00 0 0 0 0.0 0.00 0 0 0 0.0 0.00 0 0 0 0.0 0.00 O 0 0 0.0 0.00 0 0 0 0.0 0.00 0 0 0 0.0 0.00 O 0 0 0.0 0.00 O 0 0 0.0 0.00 0 0 0 0.0 0.00 0 0 0 0.0 0.00 0 0 0 0.0 0.00 0 0 0 0.0 0.00 0 0 0 0.0 0.00 0 0 0 0.0 0.00 0 0 0 0.0 0.00 0 0 0 0.0 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 Linear Appurtenances Forces Page 5 PETERSON STREHLE MARTINSON, INC. CONSULTING ENGINEERS 820 John Street, Seattle, Washington 98109 OFFICE (206) 622.4580 / FAX (206) 622 -0422 JOB: C05265 DATE Jun 03.2005 BY vew SUBJECT: Pole Stress Ratios - Load Case 1 SITE: SC1871 (WA146) MONOPOLE STRESS AND SWAY CALCULATIONS: LOAD CASE 1 100% WIND + 0" ICE t� 3 RESULTS SUMMARY Maximum Stress ratio m 0.150 OK 50mph Wind Tip Sway = 0.590 OK Segment Section Section Section Appurtenance Loads Axial Shear Bending Deflection Secondary Total Bending Axial Combined Allowed Actual / Pole Tip Elevation Area Mod Wt Horiz. Vert. Force Force Moment d Moment Moment lip) (t.) (F,,,) Stress Allowable Sway ft) (ins) (in') (lb) kips (kl•s (ki•s kips (k -ft In k-ft k-ft ksl ksl ksi ksl Stress Ratio deg) 88 14.6 43.8 0 90 14.6 43.8 109 0.287 3.26 3.11 15.3 4.200 1.3 16.6 4.54 0.22 4.76 31.68 0.150 1.5 0.015 2.88 3.06 9.1 4.492 1.2 10.3 2.82 0.20 3.02 31.68 0.095 1.5 93 14.6 43.8 184 2.993 2.705 2.71 2.99 4.943 12 1.2 0.32 0.19 0.51 31.68 0.016 1.5 PETERSON, STREHLE, MARTINSON, INC. Load Cases 1 Page 6 I PETERSON STREHLE MARTINSON, INC. CONSULTING ENGINEERS 820 John Street, Seatde, Washington 98109 OFFICE (206) 622.4580 / FAX (206) 622 -0422 JOB: C05265 DATE Jun 03.2005 BY: Yew SUBJECT: Pole Stress Ratios - Load Case 2 SITE SCIB71 A146 MONOPOLE STRESS AND SWAYCALCULATIONS: LOAD CASE 2 75% WIND + 112" ICE RESULTS SUMMARY Maximum Stress ratio = 0.138 OK Segment Section Section Section • •purtenance _oads Axial Shear Bending lief ectlon econ•ary otal Bending Axial Combined Allowed Actual / Elevation Area Mod Wt Hartz. Vert. Force Force Moment d Moment Moment (fb) (f.) (F„j Stress Allowable Sway (ft) (in`) (in*) (lb) (ki• s (kips (kips (kips) k -ft in) k -ft k -ft) (ksi (ksi) (ksi) (ksi) Stress Ratio (de•) 88 14.6 90 14.6 93 14.6 43.8 43.8 43.8 356 125 0.267 4.74 2.65 13.0 3.590 1.8 14.8 4.05 0.33 4.38 31.68 0.138 1.3 0.015 4.35 2.62 7.8 3.840 1.6 9.3 2.56 0.30 2.86 31.68 0.090 1.3 188 2.561 4.148 4.15 2.56 0 4.226 1.5 1.5 0.42 0.28 0.70 31.68 0.022 1.4 PETERSON, STREHLE, MARTINSON. INC. . Load Cases 2 Page 7 CINGULAR WIRELESS Market: SEATTLE /TACOMA Dual Band 850/1900 M112 Cluster Id: Site Id: SC1865 Site name: Tukwila Latitude[1222608055 Longitude 47.4541944 Updated owl-Worth 31, 2005 Address: {16500 S01.111-{CENTEN PKVVY, t1KVVILA, WA, (County,: KING) 1 • - Note: If the New Mech. Tilt Is not feasible, add It to Ple■drical Tilt 5 Iniorin"Cinmdar 0f" contact below. RF EnqineerFd.i,ItivKulkarni (425) 802 4312 (Pant name) CIngolarRF:k1,FIM,21115-7,53.1049 (Print name) DA,' [31-Mar 05 VO1 'ix.. I 1.1 o "LSEMM,IORS,' _ - > . • .. 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RF EnqineerFd.i,ItivKulkarni (425) 802 4312 (Pant name) CIngolarRF:k1,FIM,21115-7,53.1049 (Print name) DA,' [31-Mar 05 VO1 'ix.. I 1.1 o 7 0005535 (3) Bn00 HOLES FOR 1520 A325 LOCATION OF BEAM ADDITION) L4X4Xi'4tOd W GuP ANGLE CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY BRACING AS NECESSARY UNTIL PERMANENT SUPPORT AND STIFFENERS ARE SAFELY INSTALLED DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION, WHERE CONDITIONS ARE NOT SPECIFICALLY SOCATED. BUT ARE OF A SIMILAR CIARACTER TO DETAILS SHOWN. SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED. SUBJECT TO REVIEW AND APPROVAL BY THE ENGINEER. STRUCTURAL DRAWINGS PULL BE USED N CONJUNCTION WITH ARCHITECTURAL AND ELECTRICAL DRAWINGS FOR BODING AND CONSTRUCTION CONTRACTOR SMALL FMELO VERIFY ALL DIMENSIONS, ELEVATIONS AND DETAILS PRIOR TO FABRICATION OR CONSTRUCTION. CODE ALL MATERIALS, WORKUANSXIP, OESIGN AND CONSTRUCTION SMALL CONFORM TO THE DRAWINGS AND THE INTERNATIONAL BUILDING CODE DBC). 20tA EDITION. STANOAROS WHERE REFERENCED ON THE ORAIMNOS SNAIL BE THE LATEST EOTON pESIG N LDApb I IM' • WIC GINN STEEL W EONPMQR 'A GRA EQUIPMENT 1.-- O g PER MFR I I MO • Milli, (E) WI @36 11 II • PLATFOR AI W Rte... 1111111111 MFNICNOLS STAINLESS. GRATING FASTENER (TYPE MI 1520 BOLT W/ NUT a WARIER INSTALL PER MANUFACTURERS RECOMMENDATIONS ' WO 1] 1 ? SNOW LOAD • 25PM WIND LOAD' (OTHER STRUCTURE) SI=WIND SPEED • 8S MPN EXPOSURE "Cr (SSECAND GUST) IMPORTANCE FACTOR • 1 CO (NON•ESSENTAL FACIUTIES) SEISMIC WAD. (COMPONENTS) SOS •O%7 UAPORTARCE FACTOR. I D 1 I5 EEL (2) 0/1810 HOLES FOR 1 ?0 AILS BOLTS TYP EACH CONNECTION ALL METAL WORK SHALL BE IN ACCORDANCE WITH THE SPECS-CATKINS UNLESS NOTED OTHERWISE. KATES AND SHAPES SHALL CONFORM TO ASTM 436, Fy • ]Rai LWLESS NOTED OTHERWISE ALL WELDING SMALL BE DONS USING NNW LOW HYDROGEN ELECTRODES AND WELDING 811µL CONFORM TO AWS Of 1.05 WHERE FILLET WELD SIZES ARE NOT SHOWN. PROMISE THE MINIMUM SIZE PEA TABLE BB N AWS 01.1.05 BOLTED CONNECTIONS SHALL USE BEARING TYPE GALVANIZED ASTMA137 BOLTS AND SHALL HAVE A MINIMUM OF TWO BOLTS UNLESS NOTED DTHETMESE. ALL STEEL SHALL BE NOT DIP GALVANIZED N ACCORDANCE 4OTH ASTM AID NO)„� GENERAL CONTRACTOR SMALL VERIFY EXISTING PLATFORM COLMdN3 TO BE LOCATED DIRCETLY OVER THE EXISTING CONCRETE BUILNG COLUMNS. F OTHERWISE CONTACT APPOINTED ENGINEER. • STEEL BEAM CONNECTION DETAIL 14 EQUIPMENT CONNECTION DETAIL 1 s 22144 SCALE12.10 1 11117 SCALE: B •Td 227]a SCALE: S • 1•d ) 11.17 SCALE: B • 1'd • CUP ANGLE LO CUV ANGLE 1 i2, LE) W1045 WII1 TO BE RFAIACED (E) PARAPET WALL 1V�YYItr11 i�5� ^ 4 \�/ —� Oa FI —_ 1 II 8 ^ I li ' ^I 1 .� 55341.8 m 01100 MOLES FOR 140 A325 BOLTS TYP EACH CONNECTION (4 W0113 (4 WHD All 5.r' w II (E) PLATFORM PIPE COLUMNS (TYP OF 4) 21.? STRUCTURAL NOTES CHANNEL BRACING CONNECTION DETAIL 12 STRUCTURAL PLAN 244 SCALE. NTS 1 11.17 SCAL @NTS 7331 SCALE: 7.1:0. 11107 SCALE. r•rd 23346CALC' 1M• • 1•.0 1 110» SCALE. 1/B • 1'd IOTA IM Mt ST. FMME 700 WODDNALA, YP F10:1 h1 .5.4> 1177 FAX, 03,447,1134 START DATE: M DRAWN BY: CHECKED Br REVISIONS I 00 SITE x1065(04004) TJKWBA lamb ROUTHCENTER PKWY TUKWILA WA010B SHEET TITLE STRLCTURALS SHEET NUMBER S -1 1 Merit Company Proj: 16/i00 y 3020 South 98 Street Tacoma, WA 98409 Sect: Z /V/i 2064884100 Voles CC: 2084884188 Fax Fax MERIT COMPANY Proj: W ily Sect: / J //1 cc:. To: Walter Malone - White, JM Consulting From: Tom Motland Fax: 206-637-8651 Pages: 5 Including Cover Phone: 206. 635.6839 Dates February 13, 1997 Re: Doubletree Suites -GTE CC: Jerry Thompson -Merit ❑ Urgent X For Review ❑ Please Comment ❑ Please Reply ❑ Please Recycle • Comments: Walter. The following is the information sent to how and where their antenna will be remounted. For your Please let me know if you have any questions or concerns T'd 222'0N Thanks, Mr. Albert Cha at Sprint Spectrum showing flies his telephone number Is 206-602-2412. regarding this item. Tom Motland JUJbdW00 1I81W WbTT:8 L66T'9 '8bW Merit Company 3020 South 88 Street Tacoma, WA 98409 206.888 -9100 Voice 2064888186 Fax Fax To Mr. Albert Cha, Sprint Spectrum From Tom Motland Fax: 206 -602 -2260 Pages: S including cover Phone: 208.602 -2412 Date: February 13, 1997 Re: Doubletree Suites Cell Site CC: Walter Malone- White, JM Consulting p Urgent x For Review p Please Comment 0 Please Reply p Please Recycle e Comments: Dear Albert The following Is a copy of the mast location and detail for the GTE antenna structure showing how the Sprint antenna will be remounted. Please let me know if this meets with your approval. pp-APJ 2'd 202'ON Yb4 Thanks, Tom Motland ,lNtidWOO 1183W Wd I I : 8 2.56r9 '88W • NEW ANTtDt4A • PLATFORM SEE • I , 1 EXIST1Tib • PENT OUSE STRUCTURE • EXI9T1M6 12° CONCRETE . COLUMN _4 5 pet w.1 A►^ e-sAs✓ ,m04►A+4.d +a NuAr °...— — ANTF18A CABLES ria.....wr I 1: �— IV LNISTRUT x IV LOSS r+/ COAX CABLE BLOC** • 9'-O': ex �"� SIN: TO' DETAIL. ; • . ATTACH TO I2'0 PIPE ri/ U -HO.T. r;Il, 4 1 ANTENNA PLATFORM - ELEVATION • SCALE 1/4 "01' -0' bar! ONE PAGE OF ANTENNA MOUNT PLATFORM TO 9E ORIENTATED . • 40 DEGREES OFF OF TRUE NORM to dog to *arm . 11/4--.\;0_des 0° (TRUE TORTEN SECTOR C - (330°) '-, (2) DIRECTIONAL PANEL ANTENNAS, , ANTENNAS 1 MICROFLECT PIIRELESS- ANTENNA ROTATABLE E ' dTPnl120z ' ONL.AR TO 4i AN idWO3 1I83W WK T : 8 L669 '8110W OPS ANTENNA eXISTIN5 EXTERIOR FINIS EXISTIN• cCNGRETE G4U11 2' SGM. 40 PIPE SPACER SADDLE GUT MC 6z = • • EXP3TIN6 GONG RL?T� WWII • P_Li°r 1 VIEW I In• kr., • 12' SGI4EPILE 40 PIPS 5 /a' TrRp Roo SET K/ EPDXY • GAPS)L.E ANC4101, MILT1 NvA OR MAL. ALTERNATE% GfONGRESIVE LPL•EPDXY cOWT. SEALANT ALL A1ROL140. PIPE • HALL AND TRI D ROD • GHNE4EL.. (TM) SEALANT SHALL F!E DOM GORNINO 7d10 OR 6oIJAL.. 2. NEM GADI•ES . ATTAV•46 r BY GGHTRAGTOR ASOYQ9 . ' • PiI .mouwr DETAIL (OPTION) ��,�• ,� • FILL VOID IN 5PA461 MOND TNR'0 ROD COMPLETELY Wl7N seALAtft. 2' WA. 40 PIPE SPAG • • • . . 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' • l -1 1 1... _ •. •. • •• 41.10 . • • 9▪ 'd 102'ON - ANedW00 1Ia34 Wd2I : 8 2.66T'9 ..8u14 © MERIT COMPANY G E N E R A L C O N T R A C T O R RECORD OF TELEPHONE CONVERSATION -" COMPANY: V �'-' l ILt li ONTACT: DATE: f 12. 11 TELEPHONE NO.: G 01.-- 24{11-- TIME: HE,SHE CALLED: r Sa I CALLED: V-- PROJECT: rce.. NO.: ********************************+ r *** * * * * * * * * * * * * ** * * ** * * * * * ** ** SUBJECT: REMARKS: /74 titrii 427 c6-1/1,1,„. (1.„4"4„,„ tL1 a° pwte,d h t_et:„ (1) :r C -144.0-t,H/rt-trt_o_ia_al ZAAtiftp..rx..a.--- (Ay ‘r-1- rltdato-t fErv- Ty Lt.. 1*-- ate-, 6-14-v Y►� -�-� �e -�..�P SIGNATURE: V 3020 SOUTH 961N SI • TACOMA, WA 98409 TEL 206.38&9100 • FAX 206.5884186 L'd 1.02'0N ANddW00 1I83W WtiE t : 8 466T-9 ' 8UW JOB #11482 DESIGN #96-1159 TUKWILA (WA0094), WA GTE MOBILNET 45' MONOPOLE JUL 2 4 1996 • Firer 11.. X901 East Loop 820 South, Fort Worth, Texas 76112 ;417) 457 -3060 FAX (817) 429 -6010 0 12.24 in. Across Flats 0 45' -0" 40' -6" Page 1 of 2 By MAR Pole 45 ft Monopole Site WA0094, TUKWILA, WASHINGTON Job No. 11482 Checked By Design Number 96 -1159 Date 7/17/96 Revision Number Date Owner GTE MOBILNET Reference No. Design Specs.: EIAllIA - 222 - E 1991 Load Cases: Case 1: Basic Wind = 90 mph Case 2: Wind = 78 mph w/ 1/2" Ice Case 3: Operational Wind = 50 mph, No Ice POLE SPECIFICATIONS Pole Shape Type: 50 MPH WIND 12 -Sided Polygon Taper: ' 0.1300 In / ft Shaft Steel: TOP /42' ASTM A572 Grade 65 Base PL Steel: 5.1 ASTM A633 GR. E (60 ksi) Anchor Bolts: #18J ASTM A615 Grade 75 NQ EL ANTENNA LIST PL 3/16 " x 40 ' - 6 " TOP 5/8*E1 LIGHTNING ROD (Est. Shaft Wt. = 1.22 Kips) 1 -6 TOP (6) PCS S 090 - 0-13 -0 FUT TOP (6) PCS S 090 - 0-13 -0 TOP 14 ft LOW PROFILE PLATFORM itIUL 241096 17.50 In. Across Flats Step Bolts Full Height Antenna Feed Lines Run Inside Of Pole • 90 MPH WIND 50 MPH WIND , EL Lateral Deflection (Inches) Rotation (sway) (degrees) Lateral Deflection (Inches) Rotation (sway) (degrees) TOP /42' 16.6 3.24 5.1 1.00 Shaft Sect, Sect Length (feet) Plate Thickness (in.) Lap Splice (feet) Diameter Across Flats (In. ) 0 Top ® Bottom 1 40.500 0.1875 12.235 17.500 Base PL. 1.75 in X 23 In. Square W/ 4 Anchor Bolts on 23.75 In. B.C. W/ Min 6' -0' Embedment into Pier (W/ Nut & Template PL @ Bottom) (Est. Base PL Wt = 0.26 Kips) UNFACTORED BASE REACTIONS MOMENT = 163 Ft -Kips SHEAR = 4.6 Kips AXIAL = 4.9 Kips Est Shaft + Base PL Stl Wt = 1.48 Kips Pole Shaft & Base PL Finished Grade No Grout cc 4" CLR 16 ft 0 in Total Pier Length Anchor Bolts 1 2" CLR 12 - #5 Ties ®6 "CtoC REM #5 Ties 18" C to C FVP7 llnc0 1901 East Loop 820 South, Fort Worth, Texas 76112 (817) 457 - 3060 Fax (817) 429 - 6010 Page: 2 of 2 By: MAR Date: 7/17/96 Job No.: 11482 Design No.: 96 -1159 Revision No.: Date: Pole: 45 ft Monopole Site: WA0094, TUKWILA, WASHINGTON Owner: GTE MOBILNET Design: 90 MPH+ 1/2 1RADIAL ICE According to ANSI /EIA 222 -E 1991 NOTES: 1. All concrete shall have a minimum compressive strength of 4000 psi at 28 days. 2. Reinforcing steel shall conform to the requirements of ASTM A -615 (Grade 60) except that caisson ties may be ASTM A -615 (Grade 40). 3. See previous page for anchor bolt size and 2' - 0" Min. Lap length. 6 - #11 Vertical Reinf. Full Height — 4" CLR F 4ft -0 in Shaft Diem. 4. Total Concrete: 7.45 Cubic Yards. 5. Foundation design based upon: Geotechnical Report Prepared by: EARTH CONSULTANTS, INC Report No.: PROJ. # E- 7147 -121 Dated: JUNE, 1996 SERVICE LOADS MOMENT = SHEAR = AXIAL = £XPIAI~S y 163 4.6 4.9 Ft -Kips Kips Kips == — JUL 2 41996 CAISSON Version 2.7 Wed Jul 17 09:47:06 1996 FWT Inc. • • PIER FOUNDATIONS ANALYSIS AND DESIGN - (C) 1995, POWER LINE SYSTEMS, INC.* • ••• ANALYSIS IDENTIFICATION : 45 FT MONOPOLE, 90 MPH/ 78 MPH + 1/2' ICE, 96 -1159, GTE MOBILNET, WA0094, TUKWILA, WA NOTES : EARTH CONSUTLANTS, INC. - PROJ. / 7147 -121, DATED: JUNE, 1996 PIER PROPERTIES CONCRETE STRENGTH (ksi) = 3.00 STEEL STRENGTH (ksi) = 60.00 DIAMETER (ft) = 4.000 DISTANCE FROM TOP OF PIER TO GROUND LEVEL (ft) = 0.50 SOIL PROPERTIES LAYER TYPE THICKNESS DEPTH AT TOP OF LAYER DENSITY CU KP PHI (ft) (ft) (pcf) (psf) (degrees) 1 C 3.00 0.00 0.0 0.0 2 S 4.50 3.00 110.0 3.690 35.00 3 S 8.00 7.50 140.0 4.204 38.00 ••• DESIGN (FACTORED) LOADS AT TOP OF PIER MOMENT (ft -k) = 244.5 VERTICAL (k) = 7.3 SHEAR (k) = 6.9 ADDITIONAL SAFETY FACTOR AGAINST SOIL FAILURE = 1.33 ••• CALCULATED PIER LENGTH (ft) = 13.000 4 3'7. 16,1 ••• CHECK OF SOILS PROPERTIES AND ULTIMATE RESISTING FORCES ALONG PIER TYPE TOP OF LAYER BELOW TOP OF PIER THICKNESS DENSITY CU KP FORCE ARM (ft) (ft) (pcf) (psf) (k) (ft) C 0.50 3.00 0.0 0.0 0.00 2.00 S 3.50 4.50 110.0 3.690 49.32 6.50 S 8.00 2.55 140.0 4.204 86.74 9.39 S 10.55 2.45 140.0 4.204 - 126.40 11.84 SHEAR AND MOMENTS ALONG PIER DISTANCE BELOW TOP OF PIER (ft) 0.00 1.30 2.60 3.90 5.20 6.50 7.80 9.10 10.40 11.70 13.00 WITH THE ADDITIONAL SAFETY FACTOR WITHOUT ADDITIONAL SAFETY FACTOR SHEAR (k) MOMENT (ft -k) SHEAR (k) MOMENT (ft -k) 9.7 362.2 7.3 272.3 9.7 374.7 7.3 281.8 9.7 387.3 7.3 291.2 9.3 399.8 7.0 300.6 2.6 408.4 2.0 307.1 -12.3 403.0 -9.2 303.0 - 35.4 373.0 -26.6 280.4 - 71.4 305.2 -53.7 229.4 -119.9 182.1 -90.2 136.9 - 72.4 48.4 -54.4 36.4 0.0 -0.0 0.0 -0.0 ••• TOTAL REINFORCEMENT PCT = 0.30 REINFORCEMENT AREA (in '2) = 5.43 ••• USABLE AXIAL CAP. (k) = 7.3 USABLE MOMENT CAP. (ft -k) = 482.4 ••• US Standard Re -Bars 28 BARS 14 (AREA = 0.20 in02 DIA = 0.500 in) AT SPACING (in) = 4.26 18 BARS 15 (AREA = 0.31 in ^2 DIA = 0.625 in) AT SPACING (in) = 6.63 13 BARS 16 (AREA = 0.44 in ^2 DIA = 0.750 in) AT SPACING (in) = 9.18 10 BARS 17 (AREA = 0.60 in ^2 DIA = 0.875 in) AT SPACING (in) = 11.94 7 BARS 18 (AREA = 0.79 in ^2 DIA = 1.000 in) AT SPACING (in) = 17.05 6 BARS 19 (AREA = 1.00 in ^2 DIA = 1.128 in) AT SPACING (in) = .19.90 5 BARS 110 (AREA = 1.27 in ^2 DIA = 1.270 in) AT SPACING (in) = 23.88 4 BARS 811 (AREA = 1.56 in ^2 DIA = 1.410 in) AT SPACING (in) = 29.85 3 BARS i14 (AREA = 2.25 in ^2 DIA = 1.693 in) AT SPACING (in) = 39.79 ••• PRESSURE UNDER CAISSON DUE TO DESIGN AXIAL LOAD (psf) = 584.9.' USE'- 0,s rib Cis rti1 11'A i\ 11J vLj FWT Inc. Ato-- 7X o.cc : 0) • oug VOZS Page 1/1 8.40 8.40 2.82 105.13 11.49 9.089 EIA-222-E Monopole Load Calculations [ '‘!" -',-,eneral Infant' lc:Mon'. - Area Weight Area Weight fftn2) 1112,1 w/ ice w/ Ice 0.6 12 1.4 19 30 3018 34 4318 Elevation Quant, Lfll 1 49 00 4..42.00 • - Weight Area Ca Weight Cable Cable Elev. QL w/ ice w/ ice-- w/ ice Quant lyo Wt. (lb/f0 Lft Page 1 Calculations Velocity Pressure Coefficient = Gust Factor = 1.69 Force Coefficient = 1.027 0.00256 12 -Sided ` Page 2 50 mph Operational Wind 10.49 psf OLF = 1.00 w' Elev. (ft.) Vertical Horizontal Sway Limit Load (Ib) Load (Ib) (Degr.) Elev. (ft.) Vertical Horizontal Sway Limit Load (Ib) Load (Ib) (Degr.) 49 12 7 12 3662 24 2843 42 3662 877 . . ' . Loading: Wind Pressure = 90 mph Wind, No Ice 33.98 psf OLF = 1.00 Elev. (ft.) Vertical Load (lb) Horizontal Load (lb) Elev. (ft.) ' Vertical Horizontal Load (lb) Load (Ib) 49 42 12 3662 24 2843 .. Page 3 (, % ^+ •7'NGTH OF POLE SHAFT (FT) - 40.500 TOTAL WEIGHT OF POLE SHAFT (LES) 1220 TUBE 1 TUBE 2 TUBE 3 TUBE 4 TUBE 5 TUBE 6 TUBE 7 TUBE 8 TUBE 9 TUB 10 LENGTHS OF INDIVIDUAL TUBES - STARTING FROM TOP (FT) 40.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 LENGTHS OF SPLICES AT BASES OF TUBES (FT) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 WEIGHTS OF INDIVIDUAL TUBES (LBS) 1220 0 0 0 0 0 0 0 0 0 • +•• ANALYSIS IDENTIFICATION : 45 FT MONOPOLE, 90 MPH/ 78 MPH + 1/2" ICE NOTES : GTE MOBILNET, 96 -1159 DATE (MONTH- DAY -YEAR) : 07 -17 -1996 TIME (HOUR:MIN:SEC) : 09:23:56 • ++ SHAFT PROPERTIES - 12 SIDED CROSS SECTION - TAPER (in /ft) 0.13000 SEC DIST. DIST. POLE OUTER WALL AREA T -MOMENT L -MOMENT D/t W/t STRESSES T -MOMENT L- MOMENT NO. ABOVE GRD. FROM TOP FEATURE DIAM. THICK. INERTIA INERTIA Fy Fa CAPACITY CAPACITY (FT) (FT) (IN) (IN) (IN*2) (IN ^4) (IN°4) (KSI) (KSI) (FT -K) (FT-K) 1 40.499 0.000 TOP 12.24 0.1875 7.3 135 135 0.00 14.81 65.0 65.0 120 120 2 35.499 5.000 12.89 0.1875 7.7 158 158 0.00 15.73 65.0 65.0 133 133 3 30.499 10.000 13.53 0.1875 8.0 184 184 0.00 16.66 65.0 65.0 147 147 4 25.499 15.000 14.19 0.1875 8.4 212 212 0.00 17.59 65.0 65.0 162 162 5 20.499 20.000 14.84 0.1875 8.8 243 243 0.00 18.52 65.0 65.0 177 177 6 15.499 25.000 15.48 0.1875 9.2 276 276 0.00 19.45 65.0 65.0 193 193 7 10.499 30.000 16.14 0.1875 9.6 313 313 0.00 20.38 65.0 65.0 210 210 8 5.499 35.000 16.78 0.1875 10.0 353 353 0.00 21.31 65.0 65.0 228 228 9 0.499 40.000 17.43 0.1875 10.4 396 396 0.00 22.24 65.0 65.0 246 246 10 0.000 40.499 GRD LINE 17.50 0.1875 10.4 400 400 0.00 22.33 65.0 65.0 248 248 11 -0.001 40.500 17.50 0.1875 10.4 400 400 0.00 22.33 65.0 65.0 248 248 STEEL POLE PROGRAM FWT, INC. PAGE - 1 ' qASEC (e c. r D. BELOW TOP (FT) 8.50 1.50 0.0 0.0 0.0 0.0 0.0 0.0 COMPONENTS OF LOADS APPLIED AT ENDS OF ARMS LOADS AT TIP OF ARM NUMB. VERTICAL (LBS) TRANSVERSE LONGITUDINAL (LBS) - (LBS) 1 15 2 4578 29 3554 LOAD FACTOR FOR WEIGHT OF POLE TRANSVERSE WIND PRESSURE ON POLE x DRAG COEFF. LONGITUDINAL WIND PRESSURE x DRAG COEFF. GROUNDLINE ROTATION - TRANSVERSE GROUNDLINE ROTATION - LONGITUDINAL POLE FEATURE (PSF) (PSF) (DEG) (DEG) LOADS REDUCED AT SHAFT CENTER LINE-- - CONCENTRATED FORCES CONCENTRATED MOMENTS VERTI. TRANS. LONGI. TORSION TRANS. LONGI (LBS) (LBS) (LBS) (FT -LB) (FT -LB) (FT -LB) 0 0 1.25 42.48 0.00 0.00 0.00 SHAFT PRIMARY MOMENTS TRANS. LONG. MOMENTS FROM ANALYSIS FINAL MOMENTS TRANS. LONG. (FT -K) (FT -K) (FT -K) (FT -K) FINAL transverse TORQUE def1. rot. (FT -K) (IN) (deg) 1 0.000 TOP 2 5.000 3 10.000 4 15.000 5 20.000 6 25.000 7 30.000 8 35.000 9 40.000 10 40.499 GRD LINE 4752 3805 0 0 5578 0 167 234 0 0 0 0 175 245 0 0 0 0 184 257 0 0 0 0 192 268 0 0 0 0 200 280 0 0 0 0 209 291 0 0 0 0 217 303 0 0 0 0 22 31 0 0 0 0 0 0 0 0 0 0 DIST. FORCES SEC BELOW AXIAL SHEARS NO. TOP LOAD TRAN. LONG. ROT. (FT) (K) (K) (K) (DEG) P/A PT1 PT2 KSI KSI KSI Mc /I PT3 PT9 KSI KSI c 6. 25. 45. 66. 89. 113. 138. 165. 194. 197. STRESSES PT5 PT6 PT7 KSI KSI KSI 0. 6. 0. 0.0 21.0 4.10 0. 26. 0. 0.0 16.7 3.95 0. 48. 0. 0.0 12.8 3.64 0. 71. 0. 0.0 9.2 3.22 0. 95. 0. 0.0 6.1 2.70 0. 120. 0. 0.0 3.5 2.11 0. 146. 0. 0.0 1.6 1.47 0. 174. 0. 0.0 0.5 0.79 0. 203. 0. 0.0 0.0 0.07 0. 205. 0. 0.0 0.0 0.00 - VO /It- PT1 PT7 KSI KSI TORS -- COMBINED - MAX. USAGE ALL. MAX. AT KSI KSI KSI t PT. 1 0.00 4.8 3.8 0.0 0 0.7 3.0 3.0 2.6 2.2 1.5' 0.8 0.0 STEEL POLE PROGRAM - FWT, INC. PAGE - 2 0.1 1.0 0.0 65.00 3.72 6 2 10 -01 -2012 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director SUNNY AUSINK 111 S JACKSON ST #200 SEATTLE WA 98104 RE: Permit No. D12 -097 AT &T MOBILITY (WA094) 16500 SOUTHCENTER PY TUKW Dear Permit Holder: In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and /or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 11/27/2012. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 -431 -2451 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and /or receive an extension prior to 11/27/2012, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Jenni er Marshall t Technician File: Permit File No. D12 -097 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206 -431 -3670 • Fax 206 -431 -3665 OPERMIT COORD COPO PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -097 PROJECT NAME: AT &T MOBILITY (WA094) SITE ADDRESS: 16500 SOUTHCENTER PY DATE: 03/30/12 X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # after Permit Issued DEPARTMENTS: Building d i ion tird` Fire Prevention Nil Planning Division OAR ublic Works MB r V Structural 64-P ile -1� n Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 04/03/12 Complete 610 .Ir.Incomplete ❑ Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route, REVIEWER'S INITIALS: DATE: Structural Review Required n No further Review Required n APPROVALS OR CORRECTIONS: DUE DATE: 05/01/12 Approved Approved with Conditions Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 02/29/12 Contractors or Tradespeople Pieter Friendly Page • General /Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name ROSH CONSTRUCTION LLC UBI No. 602329626 Phone 5035694183 Status Active Address Po Box 7227 License No. ROSHCCL97109 Suite /Apt. License Type Construction Contractor City Bonney Lake Effective Date 9/29/2003 State WA Expiration Date 3/10/2013 Zip 98391 Suspend Date County Pierce Specialty 1 General Business Type Limited Liability Company Specialty 2 Unused Parent Company Business Owner Information Name Role Effective Date Expiration Date LAUGHLIN, RON Partner /Member 09/29/2003 Bond Amount TURNRIDGE, JOSHUA Partner /Member 09/29/2003 100171816 Bond Information Page 1 of 1 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 4 American Contractors Indem CO 100171816 08/04/2011 Until Cancelled $12,000.0008/04 /2011 3 AM STATES INS 6592990 08/01/2008 Until Cancelled 08/01/2011 $12,000.0008/08 /2008 2 WESTERN SURETY CO 70227892 01/10/2007 Until Cancelled 07/18/2008 $12,000.0002/06 /2007 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 7 Colony Ins Co GL952501 06/10/2011 06/10/2013 $1,000,000.00 05 /04/2012 6 First Mercury Ins Co FMWA001496 06/10/2010 06/10/2012 $1,000,000.0004 /27/2011 5 01-110 CAS INS BK054108676 06/10/2009 06/10/2011 $1,000,000.00 05/10/2010 4 SCOTTSDALE INS CO CLS1502774 06/10/2008 06/10/2009 $1,000,000.00 07/09/2008 3 SCOTTSDALE INS CO CLS1376643 06/10/2007 06/10/2008 $1,000,000.0007 /12/2007 2 INS OTTSDALE CLS0807135 06/10/2006 06/10/2007 $1,000,000.0001 /24/2007 Summons /Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period https://fortress.wa.gov/lni/bbip/Print.aspx 05/31/2012 PROJECT INFORMATION PROJECT DESCRIPTION: AT &T PROPOSES TO MODIFY AN EXISTING UNSTAFFED TELECOMMUNICATIONS FACILITY BY ADDING (3) LTE PANEL ANTENNAS (1 PER SECTOR), (6) RRH UNITS (2 PER SECTOR) AND (1) SQUID SURGE SUPPRESSION UNIT -- ALL AT ANTENNA LEVEL ON A ROOF TOP MONOPOLE ASSEMBLY. INSTALLATION ALSO INCLUDES THE ADDITION OF (1) LTE BACK PACK UNIT INSTALLED ON THE SIDE OF AN EXISTING ARGUS TE43 EQUIPMENT CABINET CURRENTLY ANCHORED TO A PLATFORM ON THE ROOF OF THE SAME BUILDING WITH (1) GPS ANTENNA ANCHORED ADJACENT AN EXISTING GPS ANTENNA. APPLICANT: AT &T MOBILITY RTC BUILDING 3 16221 NE 72ND REDMOND, WA 98052 CODE INFORMATION: ZONING CLASSIFICATION: TUKWILA URBAN CENTER BUILDING CODE: 2009 IBC CONSTRUCTION TYPE: IIA IIB OCCUPANCY: B S -2 JURISDICTION: CITY OF TUKWILA CURRENT USE: TELECOMMUNICATIONS FACILITY PROPOSED USE: TELECOMMUNICATIONS FACILITY SITE LOCATION: (BASED ON NAD 83): LATITUDE: 47' 27' 16.1" N LONGITUDE: 122' 18' 38.9" W TOP OF STRUCTURE AGL: 97 -2" BASE OF STRUCTURE AMSL: 33.4' PARCEL NUMBER(S): 643730020 GENERAL INFORMATION: 1. PARKING REQUIREMENTS ARE UNCHANGED. 2. TRAFFIC IS UNAFFECTED. PROPERTY OWNER: CHA SOUTHCENTER, LLC 16500 SOUTHCENTER PKWY TUKWILA, WA 98188 CONTACT: CHA SOUTHCENTER, LLC PH: (206) 575 -8220 TEAM LEAD: WESTOWER 7525 SE 24TH STREET, SUITE 500 MERCER ISLAND, WA 98040 CONTACT: KEITH ELWELL PH: (425) 753 -3458 SITE ACQUISITION: PACIFIC TELECOM SERVICES, LLC 111 SOUTH JACKSON STREET, 2ND FLOOR SEATTLE, WA 98104 CONTACT: TERI BATTSTONE PH: (206) 342 -6386 PERMITTING: PACIFIC TELECOM SERVICES, LLC 111 SOUTH JACKSON STREET, 2ND FLOOR SEATTLE, WA 98104 CONTACT: SUNNY AUSINK PH: (206) 342 -6390 CONSTRUCTION MANAGER: WESTOWER 7525 SE 24TH STREET, SUITE 500 MERCER ISLAND, WA 98040 CONTACT: KEITH ELWELL PH: (425) 753 -3458 RF ENGINEER: WESTOWER 7525 SE 24TH STREET, SUITE 500 MERCER ISLAND, WA 98040 MICHELLE BRAASCH PROJECT TEAM PROJECT ARCHITECT RICHARD B. HALL, AIA PACIFIC TELECOM SERVICES, LLC 111 SOUTH JACKSON STREET, 2ND FLOOR SEATTLE, WA 98104 CONTACT: ROBERT LEIGHTON PH: (206) 464 -4402 EMAIL: RLEIGHTON ©PTSWA.COM PROJECT CONSULTANT PACIFIC TELECOM SERVICES, LLC 111 SOUTH JACKSON STREET, 2ND FLOOR SEATTLE, WA 98104 CONTACT: KATIE KENNY PH: (206) 909 -9454 PROJECT CONSULTANT WESTOWER 7525 SE 24TH STREET, SUITE 500 MERCER ISLAND, WA 98040 PH: (206) 819 -4727 at&t Your world. Delivered. TLIKWILA WA094 16500 SOUTHCENTER PKWY TUKWILA, WA 98188 VICINITY MAP DRIVING DIRECTIONS FROM AT &T MOBILITY OFFICE (REDMOND): HEAD EAST ON NE 72ND WAY TOWARD 164TH AVE NE 164 FT TAKE THE 1ST RIGHT ONTO 164TH AVE NE 203 FT TURN RIGHT AT BEAR CREEK PKWY 0.3 MI TURN LEFT AT LEARY WAY NE 0.3 MI TAKE THE RAMP ONTO WA -520 W 5.0 MI TAKE THE EXIT ONTO 1 -405 S TOWARD RENTON 14.6 MI TAKE THE SOUTHCENTER BLVD AND MALL EXIT 0.5 MI SHARP RIGHT AT SOUTHCENTER BLVD 0.2 MI TAKE THE 1ST RIGHT ONTO 61ST AVE S 0.1 MI TURN RIGHT AT TUKWILA PKWY 0.2 MI CONTINUE ONTO SOUTHCENTER PKWY DESTINATION WILL BE ON THE LEFT APPROVAL DATE SIGNATURE APPROVAL DATE SIGNATURE RF ENGINEER: 0 03/10/11 LANDLORD: BG 1 RF MANAGER: REVISED FOR FINAL CONSTRUCTION NL SITE ACQUISITION: OPPS MANAGER: ZONING AGENT: CONSTR MANAGER: PROJECT MANAGER: NSB MANAGER: CONSTR MANAGER: TRANSPORT: EQUIP ENGINEER: NOT FOR CONSTRUCTION UNLESS LABELED AS CONSTRUCTION SET COMPLIANCE: REVIEWERS SHALL CLEARLY PLACE INITIALS ADJACENT TO EACH REDLINE NOTE AS DRAWINGS ARE BEING REVIEWED SEP R 'TE PERMIT t QU RED FOR: Olodianical ir'Electricai ❑ Plumbing Cl Gas Pipes C:!. of Tukwila E i7110 DIVISION. PROPRIETARY INFORMATION THE INFORMATION CONTAINED IN THIS SET OF CONSTRUCTION DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN THAT WHICH RELATES TO CARRIER SERVICES IS STRICTLY PROHIBITED. REVISED FINAL CONSTRUCTION DRAWINGS DRAWING INDEX SHEET (DESCRIPTION T -1 TITLE SHEET G -1 GENERAL NOTES G -2 GENERAL NOTES & SYMBOLS A -1 SITE PLAN A -2 PARTIAL ROOF PLAN A -3 NORTH ELEVATION A -4 CONSTRUCTION DETAILS RF -1 ANTENNA LAYOUT PLAN RF -2 RF & EQUIPMENT DETAILS E -1 SCHEMATIC GROUNDING PLAN E -2 GROUNDING DETAILS PLANNING APPROVED No changes can be made to these plans without approval from the Planning DM :. of DCD Approved 9 Nx Date:, S —I t0 k 03/26/12 REVISIONS i`'o c`'anoes shall be made to the scope of Ivorl( without prior approval of uk'wila Building Division. r :.:: visions will require a new plan submittal and may include additional plan review fees. LEGAL DESCRIPTION OUTBACK STEAKHOUSE BSP FILE- COPY Permit No., D')_ Oct 7 Pl ^ r -view approval is subject to errors and omissions. of construction documents does not authorize .: at on of any adopted code or ordinance. Receipt o L droved Field Copy and conditions is advlowledged: By ) City Of Tlukwila BUILDING DIVISION Date: ABBREVIATIONS A/C AGL APPROX AIR CONDITIONING ABOVE GROUND LEVEL APPROXIMATELY BLDG BUILDING BLK BLOCKING CLG CLR CONC CO NST CO NT DBL DIA DIAG DN DET DWG EA ELEV ELEC EQ EQUIP EXT FIN FLUOR FLR FT CEILING CLEAR CONCRETE CONSTRUCTION CONTINUOUS DOUBLE DIAMETER DIAGONAL DOWN DETAIL DRAWING EACH ELEVATION ELECTRICAL EQUAL EQUIPMENT EXTERIOR FINISH FLOURESCENT FLOOR FOOT GA GAUGE GALV GALVANIZED GC GENERAL CONTRACTOR GRND GROUND GYP BD GYPSUM WALL BOARD HO RZ HR HT HVAC ID IN INFO INSUL INT IBC HORIZONTAL HOUR HEIGHT HEATING VENTILATION AIR CONDITIONING INSIDE DIAMETER INCH INFORMATION INSULATION INTERIOR INTERNATIONAL BUILDING CODE LBS POUNDS MAX MECH MTL MFR MGR MIN MISC NA NIC NTS OC MAXIMUM MECHANICAL METAL MANUFACTURE MANAGER MINIMUM MISCELLANEOUS NOT APPLICABLE NOT IN CONTRACT NOT TO SCALE ON CENTER OD OUTSIDE DIAMETER PLYWD PROJ PROP PT PLYWOOD PROJECT PROPERTY PRESSURE TREATED REQ REQUIRED RM ROOM RO ROUGH OPENING SHT SIM SPEC SF SS STL STR U CT STD SUSP THRU TN NG TYP SHEET SIMILAR SPECIFICATION SQUARE FOOT STAINLESS STEEL STEEL STRUCTURAL STU D SUSPENDED THROUGH TINNED TYPICAL REVIEWED FOR CODE COMPLIANCE APPROVED MAY 2 2 2012 A-7 City of Tukwila BUILDING DIVISION UNO UNLESS NOTED OTHERWISE VERT VERTICAL VIF VERIFY IN FIELD W/ W/O WP WITH WITHOUT WATER PROOF t1VtLJ KWLA MAR 3 0.2012 PERMIT CENTER THE INFORMATION CONTAINED IN THIS SET OF CONSTRUCTION DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN THAT WHICH RELATES TO CARRIER SERVICES IS STRICTLY PROHIBITED. 0 Your world. Delivered. at &t WESTOVVER ifA Ail di At 1' At4, witAmmi AVM i PACIFIC TELECOM SERVICES, LLC REVISIONS NO. DATE DESCRIPTION INITIAL 1 12/08/10 PRELIMINARY CONSTRUCTION DRAWINGS SV 0 03/10/11 ISSUED FOR FINAL CONSTRUCTION BG 1 03/26/12 REVISED FOR FINAL CONSTRUCTION NL NOT FOR CONSTRUCTION UNLESS LABELED AS CONSTRUCTION SET SHEET TITLE TITLE SHEET SHEET NUMBER T -1 �p12- 011 GENERAL NOTES: 1. THE CONTRACTOR SHALL NOTIFY TOWER NETWORK CARRIER OF ANY ERRORS, OMISSIONS, OR INCONSISTENCIES AS THEY MAY BE DISCOVERED IN PLANS, DOCUMENTS, NOTES, OR SPECIFICATIONS PRIOR TO STARTING CONSTRUCTION INCLUDING, BUT NOT LIMITED BY, DEMOLITION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CORRECTING ANY ERROR, OMISSION, OR INCONSISTENCY AFTER THE START OF CONSTRUCTION WHICH HAS NOT BEEN BROUGHT TO THE ATTENTION OF TOWER NETWORK CARRIER CONSTRUCTION PROJECT MANAGER AND SHALL INCUR ANY EXPENSES TO RECTIFY THE SITUATION. THE MEANS OF CORRECTING ANY ERROR SHALL FIRST BE APPROVED BY TOWER NETWORK CARRIER CONSTRUCTION PROJECT MANAGER. 2. PRIOR TO THE SUBMISSION OF BIDS, CONTRACTORS INVOLVED SHALL VISIT THE JOB SITE TO FAMILIARIZE THEMSELVES WITH ALL CONDITIONS AFFECTING THE PROPOSED PROJECT. CONTRACTORS PRIOR TO THE COMMENCEMENT OF CONSTRUCTION, THE CONTRACTOR HAVING BEEN AWARDED THIS PROJECT SHALL VISIT THE CONSTRUCTION SITE WITH THE CONSTRUCTION /CONTRACT DOCUMENTS TO VERIFY FIELD CONDITIONS AND CONFIRM THAT THE PROJECT WILL BE ACCOMPLISHED AS SHOWN. PRIOR TO PROCEEDING WITH CONSTRUCTION, ANY ERRORS, OMISSIONS, OR DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT /ENGINEER VERBALLY AND IN WRITING. 3. FOR COLLOCATION SITES: CONTACT TOWER OWNER REPRESENTATIVE FOR PARTICIPATION IN BID WALK. 4. NOT USED 5. THE ARCHITECTS /ENGINEERS HAVE MADE EVERY EFFORT TO SET FORTH IN THE CONSTRUCTION AND CONTRACT DOCUMENTS THE COMPLETE SCOPE OF WORK. CONTRACTORS BIDDING THE JOB ARE NEVERTHELESS CAUTIONED THAT MINOR OMISSIONS OR ERRORS IN THE DRAWINGS AND OR SPECIFICATIONS SHALL NOT EXCUSE SAID CONTRACTOR FROM COMPLETING THE PROJECT AND IMPROVEMENTS IN ACCORDANCE WITH THE INTENT OF THESE DOCUMENTS. THE BIDDER SHALL BEAR THE RESPONSIBILITY OF NOTIFYING (IN WRITING) THE ARCHITECT /ENGINEER OF ANY CONFLICTS, ERRORS, OR OMISSIONS PRIOR TO SUBMISSION OF CONTRACTOR'S PROPOSAL. IN THE EVENT OF DISCREPANCIES THE CONTRACTOR SHALL PRICE THE MORE COSTLY OR EXTENSIVE WORK, UNLESS DIRECTED OTHERWISE. 6. DRAWINGS ARE NOT TO BE SCALED UNDER ANY CIRCUMSTANCE. TOWER NETWORK CARRIER IS NOT RESPONSIBLE FOR ANY ERRORS RESULTING FROM THIS PRACTICE WRITTEN DIMENSIONS TAKE PRECEDENCE OVER SCALE SHOWN ON PLANS. 7. OWNER, CONTRACTOR, AND TOWER NETWORK CARRIER CONSTRUCTION PROJECT MANAGER SHALL MEET JOINTLY TO VERIFY ALL DRAWINGS AND SPECIFICATIONS PRIOR TO THE START OF CONSTRUCTION. 8. THE GENERAL CONTRACTOR SHALL RECEIVE WRITTEN AUTHORIZATION TO PROCEED WITH CONSTRUCTION PRIOR TO STARTING WORK ON ANY ITEM NOT CLEARLY DEFINED BY THE CONSTRUCTION DRAWINGS /CONTRACT DOCUMENTS. 9. THE CONTRACTOR SHALL PERFORM WORK DURING OWNER'S PREFERRED HOURS TO AVOID DISTURBING NORMAL BUSINESS. 10. THE CONTRACTOR SHALL PROVIDE TOWER NETWORK CARRIER PROPER INSURANCE CERTIFICATES NAMING TOWER NETWORK CARRIER AS ADDITIONAL INSURED, AND TOWER NETWORK CARRIER PROOF OF LICENSE(S) AND PE & PD INSURANCE. 11. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE PROJECT DESCRIBED IN THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES FOR COORDINATING ALL PORTIONS OF THE WORK UNDER THE CONTRACT. 12. THE CONTRACTOR SHALL INSTALL ALL EQUIPMENT AND MATERIALS ACCORDING TO MANUFACTURER'S /VENDOR'S SPECIFICATIONS UNLESS NOTED OTHERWISE OR WHERE LOCAL CODES OR ORDINANCES TAKE PRECEDENCE. 13. ALL WORK PERFORMED ON THE PROJECT AND MATERIALS INSTALLED SHALL BE IN STRICT ACCORDANCE WITH ALL APPLICABLE CODES, REGULATIONS, AND ORDINANCES. CONTRACTOR SHALL GIVE ALL NOTICES AND COMPLY WITH ALL LAWS, ORDINANCES, RULES, REGULATIONS AND LAWFUL ORDERS OF ANY PUBLIC AUTHORITY, MUNICIPAL AND UTILITY COMPANY SPECIFICATIONS, AND LOCAL AND STATE JURISDICTIONAL CODES BEARING ON THE PERFORMANCE OF THE WORK. 14. NOT USED 15. A COPY OF GOVERNING AGENCY IS APPROVED PLANS SHALL BE KEPT IN A PLACE SPECIFIED BY THE GOVERNING AGENCY, AND BY LAW, SHALL BE AVAILABLE FOR INSPECTION AT ALL TIMES. THE ORIGINAL PERMIT SET PLANS ARE NOT TO BE USED BY THE WORKMEN. ALL CONSTRUCTION SETS SHALL REFLECT THE SAME INFORMATION AS GOVERNING AGENCY APPROVED PLANS. THE CONTRACTOR SHALL ALSO MAINTAIN ONE SET OF PLANS, IN GOOD CONDITION, COMPLETE WITH ALL REVISIONS, ADDENDA, AND CHANGE ORDERS ON THE PREMISES AT ALL TIMES UNDER THE DIRECT CARE OF THE SUPERINTENDENT. THE CONTRACTOR SHALL SUPPLY TOWER NETWORK CARRIER CONSTRUCTION PROJECT MANAGER. WITH A COPY OF ALL REVISIONS, ADDENDA, AND /OR CHANGE ORDERS AT THE CONCLUSION OF THE WORK AS A PART OF THE AS -BUILT DRAWING RECORDS. 16. THE STRUCTURAL COMPONENTS OF ADJACENT CONSTRUCTION OR FACILITIES ARE NOT TO BE ALTERED BY THIS CONSTRUCTION PROJECT UNLESS NOTED OTHERWISE. 17. THE CONTRACTOR SHALL STUDY THE STRUCTURAL, ELECTRICAL, MECHANICAL, AND PLUMBING PLANS AND CROSS CHECK THEIR DETAILS, NOTES, DIMENSIONS, AND ALL REQUIREMENTS PRIOR TO THE START OF ANY WORK. 18. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COMPLETE SECURITY OF THE PROJECT AND SITE WHILE THE WORK IS IN PROGRESS UNTIL THE JOB IS COMPLETE. 19. THE CONTRACTOR HAS THE RESPONSIBILITY OF LOCATING ALL EXISTING UTILITIES WHETHER OR NOT SHOWN ON THE PLANS, AND TO PROTECT THEM FROM DAMAGE. THE CONTRACTOR, OR SUBCONTRACTOR AS SPECIFIED IN THE AGREEMENT BETWEEN SUBCONTRACTOR AND CONTRACTOR, SHALL BEAR THE EXPENSES OF REPAIR AND /OR REPLACEMENT OF UTILITIES OR OTHER PROPERTY DAMAGE BY OPERATIONS IN CONJUNCTION WITH THE EXECUTION OF THE WORK. 20. THE REFERENCES ON THE DRAWINGS ARE FOR CONVENIENCE ONLY AND SHALL NOT LIMIT THE APPLICATION OF ANY DRAWING OR DETAIL. 21. ALL DIMENSIONS ON THE PLANS ARE TO FACE OF STUD (F.O.S.) UNLESS NOTED OTHERWISE (U.N.O.). 22. ALL EXISTING CONSTRUCTION, EQUIPMENT, AND FINISHES NOTED TO BE REMOVED SHALL BECOME THE PROPERTY OF THE CONTRACTOR AND WILL BE REMOVED FROM THE SITE WITH THE FOLLOWING EXCEPTIONS: A. PROPERTY NOTED TO BE RETURNED TO THE OWNER. B. PROPERTY NOTED TO BE REMOVED BY THE OWNER. 23. THE GOVERNING AGENCIES, CODE AUTHORITIES, AND BUILDING INSPECTORS SHALL PROVIDE THE MINIMUM STANDARDS FOR CONSTRUCTION TECHNIQUES, MATERIALS, AND FINISHES USED THROUGHOUT THE PROJECT. TRADE STANDARDS AND /OR PUBLISHED MANUFACTURERS SPECIFICATIONS MEETING OR EXCEEDING DESIGN REQUIREMENTS SHALL BE USED FOR INSTALLATION. 24. WHEN REQUIRED STORAGE OF MATERIALS OCCURS, THEY SHALL BE EVENLY DISTRIBUTED OVER ROUGH FRAMED FLOORS OR ROOFS SO AS NOT TO EXCEED THE DESIGNED LIVE LOADS FOR THE STRUCTURE. TEMPORARY SHORING AND /OR BRACING IS TO BE PROVIDED WHERE THE STRUCTURE HAS NOT ATTAINED THE DESIGN STRENGTH FOR THE CONDITIONS PRESENT. 25. PRIOR TO THE POURING OF ANY NEW SLAB OVER AN EXISTING SLAB THE CONTRACTOR SHALL VERIFY LOCATIONS OF ALL OPENINGS, CHASES, AND EQUIPMENT WHICH ARE TO BE IMPLEMENTED INTO THE NEW WORK. ALL ITEMS DESIGNATED TO BE ABANDONED SHALL BE NOTED AND DISCUSSED WITH THE OWNER AND TOWER NETWORK CARRIER CONSTRUCTION PROJECT MANAGER AS PART OF THE AS -BUILT DRAWING PACKAGE. 26. SEAL ALL PENETRATIONS THROUGH FIRE -RATED AREAS WITH U.L. LISTED OR FIRE MARSHALL APPROVED MATERIALS IF APPLICABLE TO THIS FACILITY AND OR PROJECT SITE. 27. BUILDING INSPECTORS AND /OR OTHER BUILDING OFFICIALS ARE TO BE NOTIFIED PRIOR TO ANY GRADING, CONSTRUCTION, AND ANY OTHER PROJECT EFFORT AS MANDATED BY THE GOVERNING AGENCY. 28. CONTRACTOR TO PROVIDE A PORTABLE FIRE EXTINGUISHER WITH A RATING OF NOT LESS THAN 2 -A OR 2 -A1OBC WITHIN 75 FEET TRAVEL DISTANCE TO ALL PORTIONS OF PROJECT AREA DURING CONSTRUCTION. 29. THE PROJECT, WHEN COMPLETED, SHALL COMPLY WITH LOCAL SECURITY CODES AND TITLE -24 ENERGY CONSERVATION REQUIREMENTS. (TITLE -24 WHEN APPLICABLE) 30. ALL GLASS AND GLAZING IS TO COMPLY WITH CHAPTER 54 OF THE U.S. CONSUMER SAFETY COMMISSION - SAFETY STANDARDS FOR ARCHITECTURAL GLAZING MATERIALS (42 FR 1428, CFR PART 1201) AND LOCAL SECURITY REQUIREMENTS. 31. CONTRACTOR SHALL MAKE NECESSARY PROVISIONS TO PROTECT EXISTING IMPROVEMENTS, EASEMENTS, PAVING, CURBING, ETC. DURING CONSTRUCTION. UPON COMPLETION OF WORK, CONTRACTOR SHALL REPAIR ANY DAMAGE THAT MAY HAVE OCCURRED DUE TO CONSTRUCTION ON OR ABOUT THE PROPERTY. 32. CONTRACTOR SHALL KEEP GENERAL WORK AREA CLEAN AND HAZARD FREE DURING CONSTRUCTION AND DISPOSE OF ALL DIRT, DEBRIS, AND RUBBISH. CONTRACTOR SHALL REMOVE EQUIPMENT NOT SPECIFIED AS REMAINING ON THE PROPERTY OR PREMISES. SITE SHALL BE LEFT IN CLEAN CONDITION AND FREE FROM PAINT SPOTS, DUST, OR SMUDGES OF ANY NATURE. 33. NEW CONSTRUCTION ADDED TO EXISTING CONSTRUCTION SHALL MATCH IN FORM, TEXTURE, FINISH, AND IN MATERIALS EXCEPT AS NOTED IN THE PLANS AND SPECIFICATIONS. 34. THE CONTRACTOR SHALL PROVIDE ALL NECESSARY BACKING, BLOCKING, AND /OR SLEEVES REQUIRED FOR THE INSTALLATION OF FIXTURES, MECHANICAL EQUIPMENT, PLUMBING, HARDWARE, AND FINISH ITEMS TO INSURE A PROPER AND COMPLETE JOB. 35. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING A PROJECT LEVEL, STRAIGHT, AND TRUE ACCORDING TO THE PLANS. THE CONTRACTOR SHALL COMPARE THE LINES AND LEVELS OF THE EXISTING CONDITIONS WITH THOSE SHOWN ON THE PLANS PRIOR TO THE START OF ANY CONSTRUCTION. TOWER NETWORK CARRIER SHALL BE NOTIFIED OF ANY ERRORS, OMISSIONS, OR INCONSISTENCIES PRIOR TO ANY CONSTRUCTION. 36. THE CONTRACTOR IS TO PROVIDE PROTECTION FOR ADJOINING PROPERTIES FROM PHYSICAL HARM, NOISE, DUST, DIRT, AND FIRE AS REQUIRED BY THE GOVERNING AGENCIES. 37. WHERE SPECIFIED, MATERIALS TESTING SHALL BE TO THE LATEST STANDARDS AND /OR REVISIONS AVAILABLE AS REQUIRED BY THE GOVERNING AGENCY RESPONSIBLE FOR RECORDING THE RESULTS. 38. THE CONTRACTOR IS RESPONSIBLE FOR THE STORAGE OF ALL MATERIALS AND SHALL NOT DO SO ON PUBLIC PROPERTY WITHOUT A PERMIT TO DO SO FROM THE GOVERNING AGENCIES FOR THIS PURPOSE. 39. GENERAL NOTES AND STANDARD DETAILS ARE THE MINIMUM REQUIREMENTS TO BE USED IN CONDITIONS WHICH ARE NOT SPECIFICALLY SHOWN OTHERWISE. 40. TRADES INVOLVED IN THE PROJECT SHALL BE RESPONSIBLE FOR THEIR OWN CUTTING, FITTING, PATCHING, ETC., SO AS TO BE RECEIVED PROPERLY BY THE WORK OF OTHER TRADES. 41. ALL DEBRIS AND REFUSE IS TO BE REMOVED FROM THE PROJECT PREMISES AND SHALL BE LEFT IN A CLEAN (BROOM FINISH) CONDITION AT ALL TIMES BY EACH TRADE AS THEY PERFORM THEIR OWN PORTION OF THE WORK. 42. TOWER NETWORK CARRIER DOES NOT GUARANTEE ANY PRODUCTS, FIXTURES, AND /OR ANY EQUIPMENT NAMED BY A TRADE OR MANUFACTURER. GUARANTEE OR WARRANTY THAT MAY BE IN EFFECT IS DONE SO THROUGH THE COMPANY OR MANUFACTURER PROVIDING THE PRODUCT, FIXTURE, AND /OR EQUIPMENT ONLY: UNLESS SPECIFIC RESPONSIBILITY IS ALSO PROVIDED BY THE CONTRACTOR /SUBCONTRACTOR IN WRITTEN FORM. 43. CAUTION! CALL BEFORE YOU DIG! BURIED UTILITIES EXIST IN THE AREA AND UTILITY INFORMATION SHOWN MAY NOT BE COMPLETE. CONTACT THE ONE -CALL UTILITY LOCATE SERVICE A MINIMUM OF 48 HOURS PRIOR TO CONSTRUCTION. 1- 800 - 227 -2600. 44. CONTRACTOR TO REPLACE AND /OR REROUTE ANY EXISTING UNDERGROUND UTILITIES ENCOUNTERED DURING TRENCHING AND GENERAL CONSTRUCTION. 45. CONTRACTOR SHALL CALL FOR LOCATE CONSTRUCTION. 46. SEE CIVIL DRAWINGS FOR ADDITIONAL SITE INFORMATION. 47. CONTRACTORS TO DOCUMENT ALL WORK PERFORMED WITH PHOTOGRAPHS AND SUBMIT TO TOWER NETWORK CARRIER ALONG WITH REDLINED CONSTRUCTION SET. 48. CONTRACTOR SHALL DOCUMENT ALL CHANGES MADE IN THE FIELD BY MARKING UP (REDLINING) THE APPROVED CONSTRUCTION SET AND SUBMITTING THE REDLINED ALONG WITH PHOTOGRAPHS PER NETWORK CARRIER REQUIREMENTS. 49. GENERAL CONTRACTOR IS TO COORDINATE ALL POWER INSTALLATION WITH POWER COMPANY AS REQUIRED. CONTRACTOR TO REPORT POWER INSTALLATION COORDINATION SOLUTION(S) TO NETWORK CARRIER REPRESENTATIVE, PROJECT CONSTRUCTION MANAGER AND ARCHITECT. 50. ANY SUBSTITUTIONS OF MATERIALS AND /OR EQUIPMENT, MUST BE APPROVED BY TOWER NETWORK CARRIER CONSTRUCTION MANAGER. 51. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL REMEDY ALL FAULTY, INFERIOR, AND /OR IMPROPER MATERIALS, DAMAGED GOODS, AND /OR FAULTY WORKMANSHIP FOR ONE (1) YEAR AFTER THE PROJECT IS COMPETE AND ACCEPTED UNDER THIS CONTRACT; UNLESS NOTED OTHERWISE IN THE CONTRACT BETWEEN THE OWNER AND THE CONTRACTOR. (EXCEPTION) THE ROOFING SUBCONTRACTOR SHALL FURNISH A MAINTENANCE AGREEMENT FOR ALL WORK DONE, COSIGNED BY THE GENERAL CONTRACTOR, TO MAINTAIN THE ROOFING IN A WATERTIGHT CONDITION FOR A PERIOD OF TWO (2) YEARS STARTING AFTER THE DATE OF SUBSTANTIAL COMPLETION OF THE PROJECT, UNLESS OTHERWISE WRITTEN IN THE CONTRACT BETWEEN THE OWNER AND THE CONTRACTOR. 52. THE CONTRACTOR SHALL PROVIDE ADEQUATE PROTECTION FOR THE SAFETY OF THE OWNER'S EMPLOYEES, WORKMEN, AND ALL TIMES DURING THE CONSTRUCTION OF THE PROJECT. 53. THE CONTRACTOR SHALL BE REQUIRED TO PAY FOR ALL NECESSARY PERMITS AND /OR FEES WITH RESPECT TO THE WORK TO COMPLETE THE PROJECT. BUILDING PERMIT APPLICATIONS SHALL BE FILED BY THE OWNER OR HIS REPRESENTATIVE. CONTRACTOR SHALL OBTAIN PERMIT AND MAKE FINAL PAYMENT FOR SAID DOCUMENT. 54. NOT USED 55. TOWER NETWORK CARRIER WILL REVIEW AND APPROVE SHOP DRAWINGS AND SAMPLES FOR CONFORMANCE WITH DESIGN CONCEPT. TOWER NETWORK CARRIER PROJECT APPROVAL OF A SEPARATE ITEM SHALL NOT INCLUDE APPROVAL OF AN ASSEMBLY IN WHICH THE ITEM FUNCTIONS. 56. ALL ANTENNAS MOUNTED ON ROOF SUPPORT FRAMES TO BE PROVIDED BY TOWER NETWORK CARRIER COMMUNICATIONS. 57. CONTRACTOR TO PROVIDE TRENCH AS REQUIRED TO INSTALL BOTH ELECTRICAL AND TELEPHONE UNDERGROUND CONDUITS ( #40 PVC) PER S.C.E. WORKORDER. BACKFILL WITH CLEAN SAND AND COMPACT TO THE SATISFACTION OF THE DISTRICTS INSPECTOR. REPLACE FINISH GRADE WITH MATCHING MATERIALS (GRASS, ASPHALT, CONCRETE, ETC.) 58. CONTRACTOR TO PROVIDE HEAVY STEEL PLATES AT OPEN TRENCHES FOR SAFETY AND TO PROTECT EXISTING GROUND SURFACES FROM HEAVY EQUIPMENT UTILIZED DURING CONSTRUCTION. 59. CONTRACTOR TO PATCH AND REPAIR ALL GROUND SURFACES WITHIN THE CONSTRUCTION AREA AS NECESSARY TO PROVIDE A UNIFORM SURFACE AND MAINTAIN EXISTING SURFACE DRAINAGE SLOPES. 60. CONTRACTOR TO REPLACE LANDSCAPE VEGETATION THAT WAS DAMAGED DUE TO CONSTRUCTION, AND TO MODIFY REMAINING IRRIGATION LINES TO OPERATING CONDITION, PROVIDING FULL COVERAGE TO IMPACTED AREAS. 61. IN THE CASE OF ROOFTOP SOLUTIONS FOR EQUIPMENT AND /OR ANTENNA FRAMES WHERE PENETRATION OF EXISTING ROOFING MATERIALS OCCUR, THE GENERAL CONTRACTOR SHALL COORDINATE WITH BUILDING OWNER AND BUILDING ROOFING CONTRACTOR OF RECORD FOR INSTALLATION, PATCH, REPAIR OR ANY AUGMENTATION TO THE ROOF, AND HAVE THE WORK GUARANTEED UNDER THE ROOFING CONTRACTOR'S WARRANTY FOR MOISTURE PENETRATION OR AND OTHER FUTURE BREACH OF ROOFING INTEGRITY. 62. IN THE CASE OF ROOFTOP SOLUTIONS WITH THE INSTALLATION OF ANTENNAS WITHIN CONCEALED (SHROUDED) SUPPORT FRAMES OR TRIPODS, THE GENERAL CONTRACTOR SHALL COORDINATE WITH THE FRP DESIGNER /FABRICATOR TO ENSURE THAT THE FINAL FRP SHROUD IS SIMULATING (IN APPEARANCE) DESIGNATED EXISTING EXTERIOR BUILDING FACADE MATERIALS, TEXTURES, AND COLORS. THE CONTRACTOR SHALL FURTHERMORE ENSURE THE USE OF COUNTERSUNK FASTENERS IN ALL FRP CONSTRUCTION. WHEN PHOTOSIMULATIONS ARE PROVIDED, THE CONTRACTOR SHALL ENSURE THAT FINAL CONSTRUCTION REPRESENTS WHAT IS INDICATED IN PHOTOSIMULATION. SHOP DRAWINGS SHALL BE PROVIDED TO THE GENERAL CONTRACTOR, CONSTRUCTION COORDINATOR, AND ARCHITECT PRIOR TO FABRICATION AND CONSTRUCTION. 63. IN THE CASE OF ROOFTOP SOLUTIONS FOR EQUIPMENT AND /OR ANTENNA FRAMES WHERE ANCHORING TO A CONCRETE ROOF SLAB IS REQUIRED, CONTRACTORS SHALL CONFIRM (PRIOR TO SUBMITTING BID) WITH CONSULTING CONSTRUCTION COORDINATOR AND ARCHITECT THE PRESENCE OF POST TENSION TENDONS WITHIN THE ROOF SLAB - RESULTING FROM AN UNDOCUMENTED DESIGN CHANGE IN THE EXISTING BUILDING "AS -BUILT DRAWING SET" - HAVING INDICATED AN ORIGINAL DESIGN SOLUTION OF REINFORCED CONCRETE W/ EMBEDDED STEEL REBAR. IN THE EVENT POST TENSION SLAB SOLUTION IS PRESENT, CONTRACTOR SHALL INCLUDE PROVISIONS FOR X -RAY PROCEDURES (INCLUDED IN BID) FOR ALL PENETRATION AREAS WHERE ANCHORING OCCURS. 64. GENERAL & SUB CONTRACTORS SHALL USE STAINLESS STEEL METAL LOCKING TIES FOR ALL CABLE TRAY TIE DOWNS AND ALL OTHER GENERAL TIE DOWNS (WHERE APPLICABLE). PLASTIC ZIP TIES SHALL NOT BE PERMITTED FOR USE ON TOWER NETWORK CARRIER PROJECTS. RECOMMENDED MANUFACTURE SHALL BE: PANDUIT CORP. METAL LOCKING TIES MODEL NO. MLT4S -CP UNDER SERIES -304 (OR EQUAL). PANDUIT PRODUCT DISTRIBUTED BY TRIARC. 65. NOT USED. REVIEWED FOR CODE COMPLIANCE - APPROVED MAY 2 2 2012 k.> City of Tukwila BUILDING DIVISION 0c7 RECtty tW CITY OF TUKWILA MAR 3 0 201 PERMIT CENTER THE INFORMATION CONTAINED IN THIS SET OF CONSTRUCTION DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN THAT WHICH RELATES TO CARRIER SERVICES IS STRICTLY PROHIBITED. EXPIRATION DATE OF THE LICENSE: 08120/13 REVISIONS NO. DATE DESCRIPTION INITIAL 1 12/08/10 PREUMINARY CONSTRUCTION DRAWINGS SV 0 03/10/11 ISSUED FOR FINAL CONSTRUCTION BC 1 03/26/12 REVISED FOR FINAL CONSTRUCTION NL NOT FOR CONSTRUCTION UNLESS LABELED AS CONSTRUCTION SET SHEET TITLE GENERAL NOTES SHEET NUMBER G -1 DESIGN CRITERIA: 1. THE STRUCTURAL DESIGN OF THIS PROJECT IS IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE 2009 WITH WASHINGTON STATE BUILDING CODE AMENDMENTS (2009 IBC) 2. DESIGN LOADS: DESIGN DATA FOR [TUKWILA, WA 98188] - ROOF SNOW LOAD - BASIC WIND SPEED - WIND EXPOSURE - SEISMIC ZONE CONCRETE NOTES: REFER TO STRUCTURAL FOR DESIGN CRITERIA 1. ALL CONCRETE CONSTRUCTION SHALL BE IN ACCORDANCE WITH ACI -318. 2. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH CHAPTER 19 OF THE 2006 IBC. STRENGTHS AT 28 DAYS AND MIX CRITERIA SHALL BE AS FOLLOWS. TYPE OF CONSTRUCTION A. SLABS ON GRADE TOPPING SLABS CONCRETE PIERS B. ALL STRUCTURAL CONCRETE EXCEPT WALLS 28 DAY STRENGTHS (f'c) 2,400 PSI W/C RATIO MINIMUM CEMENT CONTENT PER CUBIC YARD < .45 5 y2 SACKS 4,000 PSI < .45 0. CONCRETE WALLS 4,000 PSI < .45 CEMENT SHALL BE ASTM C150, PORTLAND CEMENT TYPE II U.N.O. 3. THE GENERAL CONTRACTOR SHALL SUPERVISE AND BE RESPONSIBLE FOR THE METHODS AND PROCEDURES OF CONCRETE PLACEMENT. 6 Y2 SACKS 6 Y2 SACKS 4. ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR - ENTRAINED WITH AN AIR - ENTRAINING AGENT CONFORMING TO ASTM C260, C494, C618, C989 AND C1017. TOTAL AIR CONTENT SHALL BE IN ACCORDANCE WITH TABLE 1904.2.1 OF THE 2006 IBC. 5. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT 51), GRADE 60, fy= 60,000 PSI. EXCEPTIONS: ANY BARS SPECIFICALLY SO NOTED ON THE DRAWINGS SHALL BE GRADE 40, fy= 40,000 PSI. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615(S1) MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN A.W.S. D14 ARE SUBMITTED. 6. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH AC1 315 AND 318. LAP ALL CONTINUOUS REINFORCEMENT AT LEAST 30 BAR DIAMETERS OR A MINIMUM OF 2' -0 ". PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP CORNER BARS AT LEAST 30 BAR DIAMETERS OR A MINIMUM OF 2' -0 ". LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. 7. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A -185. 8. SPIRAL REINFORCEMENT SHALL BE PLAIN WIRE CONFORMING TO ASTM A615, GRADE 60, fy= 60,000 PSI. 9. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE CONSULTANT. 10. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: - FOOTINGS AND OTHER UNFORMED 3" SURFACES, EARTH FACE - FORMED SURFACES EXPOSED ( #6 BARS OR LARGER) 2" TO EARTH OR WEATHER ( #5 BARS OR SMALLER) 1 1/2" - SLABS AND WALLS (INTERIOR FACE) 11. BARS SHALL BE SUPPORTED ON CHAIRS OR DOBIE BRICKS. 12. ANCHOR BOLTS TO CONFORM TO ASTM A307. 3/4" 13. NON- SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT IS PLACED (3,000 PSI MINIMUM). 14. ALL EXPANSION ANCHORS TO BE HILTI BRAND. ADHESIVE ANCHORS REQUIRE TESTING TO CONFIRM CAPACITY UNLESS WAIVED BY ENGINEER. STRUCTURAL STEEL NOTES: 1. SHOP DRAWINGS FOR STRUCTURAL STEEL SHALL BE SUBMITTED TO THE CONSULTANT FOR REVIEW PRIOR TO FABRICATION. 2. STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION (INCLUDING FIELD WELDING, HIGH STRENGTH FIELD BOLTING, EXPANSION BOLTS, AND THREADED EXPANSION ANCHORS) SHALL BE BASED ON THE A.I.S.C. "SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" LATEST EDITION. SUPERVISION SHALL BE IN ACCORDANCE WITH 2006 IBC CHAPTER 22, BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE CONSULTANT. THE CONSULTANT SHALL BE FURNISHED WITH A COPY OF ALL INSPECTION REPORTS AND TEST RESULTS. 3. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: TYPE OF MEMBER A. PLATES, SHAPES, ANGLES, AND RODS B. SPECIAL SHAPES AND PLATES C. PIPE COLUMNS D. STRUCTURAL TUBING E. ANCHOR BOLTS F. CONNECTION BOLTS ASTM A36, Fy 36 KSI ASTM A572, Fy 50 KSI ASTM A53, Fy 35 KSI ASTM A500, Fy 46 KSI ASTM A307 ASTM A325 TWIST -OFF -TYPE 4. ALL MATERIAL TO BE HOT DIPPED GALVANIZED AFTER FABRICATION PER Al23/A123M -00. 5. ALL WELDING SHALL BE IN CONFORMANCE WITH A.I.S.C. AND AWS STANDARDS AND SHALL BE PERFORMED BY W.A.B.O. CERTIFIED WELDERS USING E70 XX ELECTRODES. ONLY PREQUALIFIED WELDS (AS DEFINED BY AWS) SHALL BE USED. WELDING OF GRADE 60 REINFORCING BARS (IF REQUIRED) SHALL BE PERFORMED USING LOW HYDROGEN ELECTRODES. WELDING OF GRADE 40 REINFORCING BARS (IF REQUIRED) SHALL BE PERFORMED USING E70 XX ELECTRODES. WELDING WITHIN 4" OF COLD BENDS IN REINFORCING STEEL IS NOT PERMITTED. SEE REINFORCING NOTE FOR MATERIAL REQUIREMENTS OF WELDED BARS. 6. COLD- FORMED STEEL FRAMING MEMBERS SHALL BE OF THE SHAPE, SIZE, AND GAGE SHOWN ON THE PLANS. PROVIDE MINIMUM SECTION PROPERTIES INDICATED. ALL COLD- FORMED STEEL FRAMING SHALL CONFORM TO THE A.I.S.S. "SPECIFICATION FOR THE DESIGN OF COLD- FORMED STEEL STRUCTURAL MEMBERS." 7. BOLTED CONNECTIONS SHALL USE BEARING TYPE ASTM A325 BOLTS (3/4" DIA.) AND SHALL HAVE A MINIMUM OF TWO BOLTS UNLESS NOTED OTHERWISE. 8. NON- STRUCTURAL CONNECTIONS FOR STEEL GRATING MAY USE 5/8" DIA. ASTM A307 BOLTS UNLESS NOTED OTHERWISE. 9. ALL STEEL WORK SHALL BE PAINTED IN ACCORDANCE WITH THE DESIGN Sc CONSTRUCTION SPECIFICATION AND IN ACCORDANCE WITH ASTM A36 UNLESS NOTED OTHERWISE. 10. ALL WELDS TO BE 1/4" FILLET UNLESS NOTED OTHERWISE. 11. TOUCH UP ALL FIELD DRILLING AND WELDING WITH 2 COATS OF GALVACON (ZINC RICH PAINT) OR APPROVED EQUAL. TOWER /POLE NOTES: 1. VERIFICATION THAT THE EXISTING APPLICABLE BUILDING, TOWER, POLE OR WATER TANK CAN SUPPORT THE PROPOSED ANTENNA LOADING SHALL BE PERFORMED BY A REGISTERED STRUCTURAL ENGINEER. ABBREVIATED ROOF TOP SAFETY PROCEDURES (WHEN APPLICABLE): (AS PER "ACCIDENT PREVENTION PROGRAM" - BY PERMISSION OF WREN CONSTRUCTION, INC. - 03/01/99) FALL PROTECTION METHODS AND EQUIPMENT ROOF TOP INSTALLATIONS 1. FOR WORK IS BEING PERFORMED WITHIN 25' OF AN UNPROTECTED ROOF EDGE, THE CONSTRUCTION SUPERVISOR SHALL DESIGNATE A TRAINED SAFETY MONITOR TO OBSERVE THE MOVEMENTS AND ACTIVITIES OF THE CONSTRUCTION WORKERS. 2. SAFETY MONITOR SHALL WARN CONSTRUCTION WORKERS OF HAZARDS (I.E., BACKING UP TOWARD A ROOF EDGE, ETC.) OR UNSAFE ACTIVITIES. THE SAFETY MONITOR MUST BE ON THE SAME ROOF AND WITHIN VISUAL AND VERBAL DISTANCE OF THE CONSTRUCTION WORKERS. 3. CONSTRUCTION INVOLVING WORKERS TO APPROACH WITHIN 6' OR LESS OF AN UNPROTECTED ROOF EDGE, REQUIRES WORKERS TO USE SAFETY LINE. 4. SAFETY LINE SHALL BE MINIMUM 34" DIAMETER NYLON, WITH A NOMINAL TENSILE STRENGTH OF 5400 LBS. 5. SAFETY LINE SHALL BE ATTACHED TO A SUBSTANTIAL MEMBER OF THE STRUCTURE. 6. SAFETY LINE LENGTH SHALL BE SET ALLOWING CONSTRUCTION WORKER TO REACH EDGE OF ROOF, BUT NOT BEYOND. 7. SAFETY BELTS SHALL BE WORN BY ALL CONSTRUCTION WORKERS. 8. MONTHLY SAFETY INSPECTION AND MAINTENANCE OF THE FALL PROTECTION EQUIPMENT SHALL OCCUR BY THE SAFETY COMMITTEE REPRESENTATIVES, INCLUDING: INSPECTION OF CONSTRUCTION AREA FOR HAZARDS USE OF AN INSPECTION CHECKLIST INTERVIEWING COWORKERS REGARDING SAFETY CONCERNS REPORTING AND DOCUMENTING ANY HAZARDS REPORTING HAZARDS TO THE SAFETY COMMITTEE FOR CONSIDERATION POSTING RESULTS OF INSPECTION AND ANY ACTION TAKEN RECEIVING AN UNBIASED REVIEW OF ONE'S OWN WORK AREA BY ANOTHER COWORKER SAFETY REPRESENTATIVE REFER TO ROOFTOP WORK AREA SAFETY PROTOCOL NATIONAL ASSOCIATION OF TOWER ERECTORS 2000 PUBLICATION REFERENCED OSHA REGULATION /STANDARDS SHALL BE REVIEWED BY TOWER ERECTORS, EQUIPMENT INSTALLERS, AND TOWER /ROOF TOP CONTRACTORS /SUBCONTRACTORS 29 CFR 1926.500 - SCOPE, APPLICATION, AND DEFINITIONS 29 CFR 1926.501 - DUTY TO HAVE FALL PROTECTION 19 CFR 1926.502 - FALL PROTECTION SYSTEMS CRITERIA AND PRACTICES SPECIAL INSPECTIONS REQUIRED: SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION CONCRETE OVER 2400 PSI (5Y2 SACK MIX) AT 28 DAYS CONCRETE PLACEMENT AT SLAB ON GRADE WRITTEN CERTIFICATION FOR PROPER PLACEMENT OF REINFORCEMENTS AT SLAB ON GRADE FOUNDATION EXCAVATION AND FILL INCLUDING UTILITY TRENCHES CERTIFICATION OF BUILDING PAD, FOUNDATION AND FILL BY THE GEOTECHNICAL ENGINEER OF THE RECORD ❑ VERIFICATIONS OF MILL REPORT SYIV BOLS: Q/H GRID REFERENCE DETAIL REFERENCE ELEVATION REFERENCE SECTION REFERENCE CENTERLINE PROPERTY /LEASE LINE MATCH LINE WORK POINT GROUND CONDUCTOR TELEPHONE CONDUIT ELECTRICAL CONDUIT COAXIAL CABLE OVERHEAD SERVICE CONDUCTORS I GROUT OR PLASTER (E) BRICK I'/ 22G7/.W/l_lllZZ.Z..1 (E) MASONRY CONCRETE EARTH 1 Ll L -1. it ;) GRAVEL E1z�T III PLYWOOD SAN D ;Ij WOOD CONTINUOUS WOOD BLOCKING ................ [:allT 1Z/tZ llrl STEEL NEW EXISTING NEW ANTENNA EXISTING ANTENNA GROUND ROD GROUND BUS BAR • MECHANICAL GRND. CONN. IDENTIFICATION OF STEEL AND AT JOB SITE O ADHESIVE BOLTS IN CONCRETE OR MASONRY n ANCHOR BOLTS INSTALLATION AND PLACEMENT IN CONCRETE HIGH STRENGTH BOLTING SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT OR ENGINEER OF RECORD, WHO SHALL REVIEW THEM AND FORWARD THEM TO THE BUILDING OFFICIAL WITH A NOTATION INDICATING THAT THE DEFERRED SUBMITTAL DOCUMENTS HAVE BEEN REVIEWED AND THAT THEY HAVE BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE DEFERRED AND SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. CADWELD GROUND ACCESS WELL ELECTRIC BOX TELEPHONE BOX LIGHT POLE FND. MONUMENT SPOT ELEVATION SET POINT REVISION REVIEWED FOR CODE COMPLIANCE APPROVED MAY 2 2 2012 City of Tukwila BUILDING DIVISION n SPRAYED -ON- FIREPROOFING n STRUCTURAL MASONRY ❑ PRESTRESSED CONCRETE ❑ ALL FIELD WELDING • REINFORCING PLACEMENT ❑ DESIGNER SPECIFIED (SEE SHEET #__) ❑ OTHER RECtbVtU CITY OF TUKWILA MAR 3 0 201 2 PERMIT CENTER THE INFORMATION CONTAINED IN THIS SET OF CONSTRUCTION DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN THAT WHICH RELATES TO CARRIER SERVICES IS STRICTLY PROHIBITED. at &t Your world. Delivered. r f ESTOWER -mitaiettArooms PACIFIC TELECOM SERVICES, LLC RICHAR9: -HALL STATE OF WASHINGTON I J EXPIRATION DATE OF THE LICENSE: 0812W13 0 16500 SOUTHCENTER TUKWILA, WA 98188 REVISIONS NO. DATE DESCRIPTION INITIAL 1 12/08/10 PRELIMINARY CONSTRUCTION DRAWINGS SV 0 03/10/11 ISSUED FOR FINAL CONSTRUCTION BG 1 03/26/12 REVISED FOR FINAL CONSTRUCTION NL NOT FOR CONSTRUCTION UNLESS LABELED AS CONSTRUCTION SET SHEET TITLE GENERAL NOTES & SYMBOLS SHEET NUMBER G -2 PROPERTY LINE SOUTHCENTER EXISTING BUILDING/ EXISTING PARKING EXISTING PARKING /EXISTING BUILDING/ L PROPERTY LINE 350'-0"± PROPERTY LINE APPROX. 255' L1 W z J 0 v 7 5 v 1 PROPOSED 9412 a MOUNTED ARGUS o �. Gam) ca ) ,may c) moo? TE43 %c 7 � a (-" I/ ckIi: moo? v) 7�TW Paz f a� c'r., W 1' X > • O �'`r "c SETBACK EXISTING PARKING PROPERTY LINE APPROX. 197.67' n AT &T PROPOSES TO MODIFY AN EXISITING UNSTAFFED TELECOMMUNICATIONS FACILITY BY ADDING (3) LTE PANEL ANTENNAS (1 PER SECTOR), (6) RRH UNITS (2 PER SECTOR) AND (1) SQUID SURGE SUPPRESSION UNIT -- ALL AT ANTENNA LEVEL ON A ROOF TOP MONOPOLE ASSEMBLY. INSTALLATION ALSO INCLUDES THE ADDITION OF (1) LTE BACK PACK UNIT INSTALLED ON THE SIDE OF AN EXISTING ARGUS TE43 EQUIPMENT CABINET CURRENTLY ANCHORED TO A PLATFORM ON THE ROOF OF THE SAME BUILDING WITH (1) GPS ANTENNA ANCHORED ADJACENT AN EXISTING GPS ANTENNA. EXISTING BUILDING/ v) Wy? :6") 21 lic � 5 (\_, `moo, v l -, J »-' F f em e (I �I S F I' J �e (J fir 1 v f wo 11 _ r Ml/ C? do sr F )i sr4,f TL# 6437300020 r'<l PROPERTY LINE APPROX. 350' ■, 5 (\cJ GCS d( 11 mac ti 4ISTING BUILDING/ 1 LEGEND OHP OHP JC. OHT OHT w w w w ss SD ss SD ss SD — x —x —x —x — x — X — x — X A P T NOTE: NO SQUARE FOOTAGE WILL BE ADDED TO THE BUILDING ROOFTOP NOTE: ALL NEW AT &T LTE ANTENNAS MOUNTING HARDWARE AND EQUIPMENT TO BE PAINTED TO MATCH EXISTING PARCEL NUMBER (S): 643730020 LEGAL DESCRIPTION: OUTBACK STEAKHOUSE BSP North to be etermined by site survey (if possible). x TRANSFORMER LIGHT STANDARD POWER VAULT UTILITY BOX UTILITY POLE POLE GUY WIRE GAS VALVE GAS METER TELEPHONE VAULT TELEPHONE RISER VICINITY MAP SUBJECT BOUNDARY LINE RIGHT —OF —WAY CENTERLINE RIGHT —OF —WAY LINE ADJACENT BOUNDARY LINE SECTIONAL BREAKDOWN LINE OVERHEAD POWER LINE BURIED POWER LINE BURIED GAS LINE OVERHEAD TELEPHONE LINE BURIED TELEPHONE LINE BURIED WATER LINE BURIED SANITARY SEWER BURIED STORM DRAIN DITCH LINE /FLOW LINE ROCK RETAINING WALL VEGETATION LINE CHAIN LINK FENCE WOOD FENCE x BARBED WIRE /WIRE FENCE — 9- FIRE HYDRANT VI GATE VALVE ® WATER METER FIRE STAND PIPE ❑ CATCH BASIN, TYPE I CATCH BASIN, TYPE II - SIGN O BOLLARD ED MAIL BOX 234.21 SPOT ELEVATION REVIEWED FOR CODE COMPLIANCE APPROVED MAY 2 2 2012 City of Tukwila BUILDING DIVISION �1rw11 °3atsa' NocchAt'ofx- Iii, D « -097 REGbtvt� CITY OF TUKWILA MAK 3 0- 2012 PERMIT CENTER 24 "x36" SCALE: 1" = 30' -0" 11"x17" SCALE: 1" = 60' -0" 30' 15 0" 30' ENLARGED SITE PLAN 1 THE INFORMATION CONTAINED IN THIS SET OF CONSTRUCTION DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN THAT WHICH RELATES TO CARRIER SERVICES IS STRICTLY PROHIBITED. at &t Your world. Delivered. WESTOV'VER AA OA a,i Ali A r i 16 A' Ai PACIFIC TELECOM SERVICES, LLC ■ REGISTERED ARCHITECT j i/ (CHARD B. HALL STATE OF WASHINGTON' EXPIRATION DATE OF THE LICENSE: 08/20/13 c) O 16500 SOUTHCENTER PKWY 03 00 00 rn TUKWILA, WA REVISIONS NO. DATE DESCRIPTION INITIAL 1 12/08/10 PRELIMINARY CONSTRUCTION DRAWINGS SV 0 03/10/11 ISSUED FOR FINAL CONSTRUCTION BG 1 03/26/12 REVISED FOR FINAL CONSTRUCTION NL NOT FOR CONSTRUCTION UNLESS LABELED AS CONSTRUCTION SET SHEET TITLE ENLARGED SITE PLAN SHEET NUMBER A -1 NOTE: ALL NEW AT &T LTE ANTENNAS MOUNTING HARDWARE AND EQUIPMENT TO BE PAINTED TO MATCH EXISTING EXISTING ROOFTOP PARAPET PROPOSED AT &T 9412 LTE BACK PACK MOUNT TO EXISTING ARGUS TE43 CABINET PROPOSED AT &T GPS ANTENNA TO BE MOUNTED NEAR EXISTING PROPOSED AT &T (1) FIVER RUN AND (2) DC RUNS ROUTED WITHIN EXISTING CABLE TRAY EXISTING ROOFTOP PROPOSED AT &T LTE PANEL ANTENNA TO BE ADDED TO AN EXISTING (3) SECTOR ANTENNA ARRAY (1) LTE ANTENNA PER SECTOR FOR A (TOTAL OF (3) NEW LTE ANTENNAS) (PAINT TO MATCH EXISTING) PROPOSED AT &T (1) 700MHz RRH PER SECTOR FOR A TOTAL OF (3) PROPOSED AT &T (1) AWS RRH PER SECTOR FOR A TOTAL OF (3) North to be determined by site survey if possible). 24 "x36" SCALE: 1/4" = 1' -0" 11 "x17" SCALE: 1/8" = EXISTING PENTHOUSE EXISTING EQUIPMENT SHELTER PROPOSED AT &T (1) SQUID AT ANTENNA LEVEL EXISTING ROOFTOP PARAPET EXISTING AT &T NOKIA CABINET (TO REMAIN) EXISTING AT &T NOKIA CABINET (TO REMAIN) EXISTING AT &T NOKIA CABINET (TO REMAIN) gliall=1M4 EXISTING AT &T UMTS CABINET (TO REMAIN) EXISTING AT &T GPS ANTENNA EXISTING AT &T ARGUS P.P.C. CABINET (TO REMAIN) EXISTING JUNCTION FIBER BOX EXISTING AT &T UTILITY H -FRAME (TO REMAIN) EXISTING AT &T STEP DOWN TRANSFORMER (TO REMAIN) EXISTING AT &T COAX CABLE TRAY (TO REMAIN) EXISTING ROOFTOP EXISTING AT &T (3) SECTOR ANTENNA ARRAY WITH (2) ANTENNAS PER SECTOR TO REMAIN EXISTING AT &T UMTS ANTENNA TO BE RELOCATED (TYP OF (1) PER SECTOR) REVIEVVED FOR CODE COMPLIANCE APPROVED MAY 2 2 2012 Clty of Tukwila BUILDING DIVISION North to be determined by site survey (if possible). EXISTING PENTHOUSE EXISTING EQUIPMENT SHELTER RECtIVtU CITY OF TUJKWILA MAR 3 0 201 PERMIT CENTER 4' 3' 2' 1' 0" 4' PROPOSED PARTIAL ROOF PLAN 24 "x36" SCALE: 1 /4" = 1 ' -0" 11"x17" SCALE: 1 /8" = l'-O" THE INFORMATION CONTAINED IN THIS SET OF CONSTRUCTION DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN THAT WHICH RELATES TO CARRIER SERVICES IS STRICTLY PROHIBITED. 4' 4' 3' 2' 1' 0" 4' EXISTING PARTIAL ROOF PLAN 1 at &t Your world. Delivered. ESTOWER _ ti M'atP91i:r &ei r ii. j : PACIFIC TELECOM SERVICES, LLC EXPIRATION DATE OF THE LICENSE: 08/20/13 REVISIONS NO. DATE DESCRIPTION INITIAL 1 12/08/10 PRELIMINARY CONSTRUCTION DRAWINGS SV 0 03/10/11 ISSUED FOR FINAL CONSTRUCTION BG 1 03/26/12 REVISED FOR FINAL CONSTRUCTION NL NOT FOR CONSTRUCTION UNLESS LABELED AS CONSTRUCTION SET SHEET TITLE PARTIAL ROOF PLAN SHEET NUMBER A -2 PROPOSED AT &T LTE PANEL ANTENNA TO BE ADDED 4 TO AN EXISTING (3) SECTOR ANTENNA ARRAY (1) LTE RF -2) ANTENNA PER SECTOR FOR A (TOTAL OF (3) NEW LTE ANTENNAS) (PAINT TO MATCH) PROPOSED AT &T AWS RRH 2 UNIT MOUNTED TO EXISTING MOUNTING ATTACHMENT RF -2 (TYP OF (1) PER SECTOR) (PAINT TO MATCH) 3 RF -2 PROPOSED AT &T 700MHz RRH - UNIT MOUNTED TO EXISTING MOUNTING ATTACHMENT (TYP OF (1) PER SECTOR) (PAINT TO MATCH) TOP OF EXISTING MONOPOLE 97' -2" A.G.L. RAD CENTER OF PROPOSED ANTENNAS BY OTHERS OSO PROPOSED BACK PACK MOUNTED AT ARGUS TE43 CABINET 94' -0" A.G.L. TOP OF EXISTING PENTHOUSE 89' -8" A.G.L. TOP OF EXISTING ROOFTOP PARAPET 82' -8" A.G.L. TOP OF EXISTING EQUIPMENT PLATFORM 78' -3" A.G.L. TOP OF EXISTING ROOF PROPOSED AT &T (1) RAYCAP SQUID MOUNTED NEAR ANTENNA LEVEL ON AN EXISTING MONOPOLE 76' -0" A.G.L. GRADE 0' -0" (A .M.S.L. 33.4') NOTE: ALL NEW AT &T LTE ANTENNAS MOUNTING HARDWARE AND EQUIPMENT TO BE PAINTED TO MATCH EXISTING 24 "x36" SCALE: 3/16" = 1' -O" s •=NM 11 "x17" SCALE: 3/32" = 1 ' -0" 4' 2' 0" 4' PROPOSED ELEVATION 2 EXISTING AT &T (3) SECTOR ANTENNA ARRAY WITH (3) ANTENNAS PER SECTOR TO REMAIN EXISTING EQUIPMENT SHELTER BY OTHERS 7 TOP OF EXISTING MONOPOLE I— —I L 97' -2" A.G.L. RAD CENTER OF EXISTING ANTENNAS BY OTHERS EXISTING AT &T UMTS CABINET (TO REMAIN) EXISTING AT &T ARGUS TE43 CABINET (TO REMAIN) 94' -0" A.G.L. TOP OF EXISTING PENTHOUSE 89' -8" A.G.L. TOP OF EXISTING ROOFTOP PARAPET 82' -8" A.G.L. TOP OF EXISTING EQUIPMENT PLATFORM 78' -3" A.G.L. TOP OF EXISTING ROOF 76' -0" A.G.L. GRADE 0' -0" (A .M.S.L. 33.4') bio 97 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 222012 City of Tukwila BUILDING DIVISION REGLIVtL CITY OF TWO/VILA MAK 3 0 2012 PERMIT CENTER 24 "x36" SCALE: 3/16" = 1' -0" 11"x17" SCALE: 3/32" = 1 ' -0" 4' 2' 0" 4' EXISTING ELEVATION 1 THE INFORMATION CONTAINED IN THIS SET OF CONSTRUCTION DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN THAT WHICH RELATES TO CARRIER SERVICES IS STRICTLY PROHIBITED. at &t Your world. Delivered. WESTOINER e tr esCA rr,er e i asweafig .a noworas iroorke0 PACIFIC TELECOM SERVICES, LLC 8828 REGISTERED ARCHITECT CHARD B. HALAL STATE OF WASHINGTON EXPIRATION DATE OF THE LICENSE: 08/20/13 0 16500 SOUTHCENTER TUKWILA, WA 98188 REVISIONS NO. DATE DESCRIPTION INITIAL 1 12/08/10 PRELIMINARY CONSTRUCTION DRAWINGS SV 0 03/10/11 ISSUED FOR FINAL CONSTRUCTION BG 1 03/26/12 REVISED FOR FINAL CONSTRUCTION NL NOT FOR CONSTRUCTION UNLESS LABELED AS CONSTRUCTION SET SHEET TITLE EXISTING AND PROPOSED ELEVATION SHEET NUMBER A -3 NOT USED 24 "x36" SCALE: NOT TO SCALE 11 "x17" SCALE: NOT TO SCALE NOT USED 24 "x36" SCALE: NOT TO SCALE 11"x17" SCALE: NOT TO SCALE MANUFACTURER: ALCATEL— LUCENT MODEL: LTE 9412 eNodeB COMPACT ENCLOSURE HEIGHT: 31" WIDTH: 20" DEPTH: 24" WEIGHT: 143 LBS D2Uv3ph3 BBU (2U) (SEE DETAIL 3, THIS SHEET) SIDE (DOOR OPEN) USER SPACE (2U) (2O0W MAX) eAM ALARM MODULE (1/2U) FAN TRAY FRESH AIR FILTER NOTE: USER EQUIPMENT POWERED VIA SINGLE INPUT FEED Yi l 1.x`1(111:171, 0 w 2 1- 1-- 0 0 E 0 0 rr w 0 0 0 0 DC SWITCH PANEL (FOR d2U) (1U) PDP —B (1U) TOP FRONT LUCENT CABINET SPECIFICATIONS 24 "x36" SCALE: NOT TO SCALE 11 "x17" SCALE: NOT TO SCALE 3 NOT USED 24 "x36" SCALE: 1/2"= —0 11"x17" SCALE: 1/4"=1'-0" 2 FRONT (RIGHT SIDE MOUNTING) NOTE(S) LTE 9412 eNodeB COMPACT ENCLOSURE ARGUS Te43 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 222012 City of Tukwila BUILDING DIVISION 1. ONLY ONE 9412 CABINET CAN BE INSTALLED ON THE TE43 SIDE, EITHER ON LEFT OR RIGHT, DEPENDING UPON THE LINE —UP AS THERE WILL BE OTHER CABINETS ON THE SIDE OF MODCELL. 2. SIDE OVERHANG OF LTE 9412 CABINET IS 21.4" RECtiVt CITY OF TIJKWILA MAR 3 02012 PERMIT CENTER LUCENT CABINET "BACKPACK" MOUNTING 24 "x36" SCALE: NOT TO SCALE 11"x17" SCALE: NOT TO SCALE 1 THE INFORMATION CONTAINED IN THIS SET OF CONSTRUCTION DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN THAT WHICH RELATES TO CARRIER SERVICES IS STRICTLY PROHIBITED. at &t Your world. Delivered. r WESTOVVER- ie PACIFIC TELECOM SERVICES, LLC EXPIRATION DATE OF THE LICENSE: 08/20/13 REVISIONS N 0 . DATE DESCRIPTION INITIAL 1 12/08/10 PREUUINARY CONSTRUC110N DRAWINGS SV 0 03/10/11 ISSUED FOR FINAL CONSTRUCTION BG 1 03/26/12 REVISED FOR FINAL CONSTRUCTION NL NOT FOR CONSTRUCTION UNLESS LABELED AS CONSTRUCTION SET SHEET TITLE CONSTRUCTION DETAILS SHEET NUMBER A -4 THE INFORMATION CONTAINED IN THIS SET OF CONSTRUCTION DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN THAT WHICH RELATES TO CARRIER SERVICES IS STRICTLY PROHIBITED. at &t Your world. Delivered. WESirsO WIER •• Oki M iih M r id A f i 14.404, a stepokro row*, PACIFIC TELECOM SERVICES, LLC 88 REGISTERED ARCHITECT (CHAR@ B. LC STATE OF WASHINGTON EXPIRATION DATE OF THE LICENSE: 08/20/13 c) O 0 16500 SOUTHCENTER TUKWILA, WA 98188 REVISIONS NO. DATE PROPOS1D ANTENNA CONFIGURATION AND SCHEDULE INITIAL 1 12/08/10 EXISTING ANTENNA CONFIGURATION AND SCHEDULE SV 0 SECTOR X AZIMUTH RADCENTER NUMBER OF ANTENNAS VENDOR MODEL ELEC. TILT MECH. TILT RET TMA NUMBER OF COAX CO's COAX LENGTH DIPLEXED SECTOR X AZIMUTH RADCENTER NUMBER OF ANTENNAS VENDOR MODEL ELEC. TILT MECH. TILT RET TMA NUMBER OF COAX COAX COAX LENGTH DIPLEXED GSM 850 100' 94' -0" 2 KATHREIN 742 265 4• 2• YES NONE 2 7/8" 100' -O" NO GSM 850 100' 94' -0" 2 KATHREIN 742 265 4' 2• YES NONE 2 7/8" 100' -O" No GSM 1900 1' YES (2) LPG 21403 2 7/8" 92' -0" NO GSM 1900 1' YES (2) LPG 21403 2 7/8" 92' -0" NO UMTS 850 100' 95' -0" 1 KATHREIN 742 265 4' 2' YES NONE 2 7/8" 121' -O" YES U8 U9 U9 -1 UMTS 850 100' 95' -0" 1 KATHREIN 742 265 4' 2' YES NONE 2 7/8" 121' -0" YES U8 U9 U9_1 UMTS 1900 2' YES (2) LGP 21401 UMTS 1900 2• YES (2) LGP 21401 UMTS 1900_1 (OFF) 2' YES (2) LGP 21401 UMTS 1900_1 YES LTE 700 125' 95'-0" 1 POWERWAVE Nbb -1/— XI H —RR 4' 0' YES - 0 FIBER „ 121 -0 NO SECTOR Y AZIMUTH RADCENTER NUMBER OF ANTENNAS VENDOR MODEL ELEC. TILT MECH. TILT RET TMA NUMBER OF COAX COAX 0 COAX LENGTH DIPLEXED SECTOR Y AZIMUTH RADCENTER NUMBER OF ANTENNAS VENDOR MODEL ELEC. TILT MECH. TILT RET TMA NUMBER OF COAX COAX 0 COAX LENGTH DIPLEXED GSM 850 220' 94' -0" 2 KATHREIN 742 265 0' -3• YES NONE 2 7/8" 100' -O" NO GSM 850 220' 94'-0" 2 KATHREIN 742 265 0' -3. YES NONE 2 7/8" 100' -0" NO GSM 1900 1' YES (2) LPG 21403 2 7/8" 86' -0" NO GSM 1900 1' YES (2) LPG 21403 2 7/8" 86' -0" NO UMTS 850 220' 95' -0" 1 KATHREIN 742 265 7' -3' YES NONE 2 7/8" 121' -0" YES U8 U9 U9_1 UMTS 850 220' 95' -0" 1 KATHREIN 742 265 7' -3' YES NONE 2 7/8" 121' -0" U8 EU9 U9_1 UMTS 1900 4' YES (2) LGP 21401 UMTS 1900 4' YES (2) LGP 21401 UMTS 1900_1 YES UMTS 1900_1 (OFF) Z YES (2) LGP 21401 SECTOR Z AZIMUTH RADCENTER NUMBER OF ANTENNAS VENDOR MODEL ELEC. TILT MECH. TILT RET TMA NUMBER OF COAX COAX 0 COAX LENGTH DIPLEXED LTE 700 235' 95' -0" 1 KATHREIN 80010766 T 2' YES - 0 FIBER 121' -0" NO GSM 850 345' 94' -0" 2 KATHREIN 742 265 5' 2• YES NONE 2 7/8" 100' -0" NO SECTOR Z AZIMUTH RADCENTER NUMBER OF ANTENNAS VENDOR MODEL ELEC. TILT MECH. TILT RET TMA NUMBER OF COAX COAX COAX LENGTH DIPLEXED GSM 1900 2' YES (2) LPG 21403 2 7/8" 91' -0" NO GSM 850 345' 94' -0" 2 KATHREIN 742 265 5' 2• YES NONE 2 7/8" 100' -0" NO UMTS 850 345' 95'-0" 1 KATHREIN 742 265 8' 2' YES NONE 2 7/8" 121 -0 YES U8 U9 U9_1 GSM 1900 2' YES (2) LPG 21403 2 7/8" 91'-o" NO UMTS 1900 5' YES (2) LGP 21401 UMTS 850 345' 95' -0" 1 KATHREIN 742 265 8' 2' YES NONE 2 7/8" 121' -0" YES U8 U9 U9_1 UMTS 1900_1 YES UMTS 1900 5' YES (2) LGP 21401 o (5' r, N G) G ? G EXISTING AT &T GSM PANEL cn ANTENNA TO BE REMOVED AND RELOCATED TO ACCOMMODATE PROPOSED ANTENNA UMTS 1900_1 (OFF) Z YES (2) LGP 21401 LTE 700 345' 95' -0" 1 POWERWAVE F'b5 -1 XI H —RR 1' 2' YES - 0 FIBER 121' -0" NO NOTES: * DO NOT USE COAX LENGTHS FOR CUT LENGTHS: ESTIMATES ONLY * CONFIRM THAT GENERAL CONTRACTOR IS USING LATEST VERSION OF RFDS. ANTENNA ANCHORAGE BY `5' r± a' o STRUCTURAL (TYP. OF ALL) N RELOCATED EXISTING AT &T GSM G G r ?i G PANEL ANTENNA AT PROPOSED ✓ r^ PROPOSED AT &T LTE PANEL ANTENNA ANTENNA PIPE MOUNT PROPOSED 700MHz RRH UNIT MOUNTED TO EXISTING MOUNTING ATTACHMENT PROPOSED AWS RRH UNIT MOUNTED TO EXISTING EXISTING AT &T GSM PANEL EXISTING AT &T UMTS PANEL __ EXISTING AT &T GSM PANEL ANTENNA TO BE REMOVED AND ' ANTENNA TO REMAIN RELOCATED TO ACCOMMODATE �� MOUNTING ATTACHMENT 4 ` °3 ANTENNA TO REMAIN ° 1 RELOCATED EXISTING AT &T UMTS ' PANEL ANTENNA AT PROPOSED PIPE PROPOSED ANTENNA EXISTING AT &T GSM PANEL - 4 ANTENNA MOUNT EXISTING AT &T GSM PANEL RELOCATED EXISTING AT &T UMTS ANTENNA TO REMAIN PANEL ANTENNA AT PROPOSED `'!' ANTENNA PIPE MOUNT • SECTOR ,X, 100' GSM V MTS w AZIMUTH) PROPOSED ANTENNA TO REMAIN ; puuuul SECTOR •x, �`� ( l 0p• AZIMUTHU MTS EXISTING AT &T UMTS PANEL ANTENNA TO BE REMOVED AND EXISTING AT &T GSM PANEL . RELOCATED TO ACCOMMODATE ANTENNA TO BE REMOVED AND PROPOSED ANTENNA RELOCATED TO ACCOMMODATE PROPOSED AT &T - m 700MHz RRH ` ' n LTE PANEL ANTENNA ! MOUNTING ATTACHMENT MOUNTED TO EXISTING ENT ,, -- yll �a • �•- 3�`� • PROPOSED AWS RRH UNIT ' '(a�'y�J��l i �� s '* MOUNTED TO EXISTING ��G 5 P1. �� MOUNTING ATTACHMENT '' PROPOSED ANTENNA EXISTING AT &T GSM PANEL ANTENNA TO BE REMOVED AND - RELOCATED TO ACCOMMODATE PROPOSED ANTENNA EXISTING AT &T UMTS PANEL ANTENNA TO BE REMOVED AND 4? RELOCATED TO ACCOMMODATE J4 RELOCATED EXISTING AT &T GSM RELOCATED EXISTING AT &T GSM PANEL ANTENNA AT PROPOSED PANEL ANTENNA AT PROPOSED ;'\ ANTENNA PIPE MOUNT ANTENNA PIPE MOUNT ' 1A 1 B ' PROPOSED AT &T (1) J4 RAYCAP SQUID MOUNTED RF -2 RF -2 PROPOSED 700MHz RRH 1 UNIT MOUNTED TO EXISTING �� ►%r NEAR ANTENNA LEVEL ON o J AN EXISTING MONOPOLE MOUNTING ATTACHMENT PROPOSED ANTENNA �� c, J �1 ty) '� ,\� * P , o�`�o �� `� �`� REVIEWED FOR CODE COMPLIANCE MAY 2 2 2012 City of Tukwila BUILDING DIVISION ,� �� P ,y �i '�`ti Ok ��J PROPOSED AWS RRH UNIT PROPOSED AT &T MOUNTED TO EXISTING �v `� scc 6 �`� LTE PANEL ANTENNA (1-4' MOUNTING ATTACHMENT RELOCATED EXISTING AT &T UMTS PANEL ANTENNA AT PROPOSED EXISTING AT &T GSM PANEL ANTENNA PIPE MOUNT .S., EXISTING AT &T GSM PANEL -1,c-'4�j� ZTF T'9 ANTENNA TO REMAIN ANTENNA TO REMAIN REQbIVEU CITY OF T UIILA b il...0 • - MAR 302012 PERMIT CENTER 24 "x36" SCALE: 1/2" = ,' -o" 2 24 "x36" SCALE: 1/2" = ,' -o" 1 PROPOSED ANTENNA LAYOUT PLAN 1 1 "x 17" SCALE: 1 /4" = 1 ' -0" 2' 1' 0" 2' 11"x17" SCALE: 1/4" = 1' -0" 2' 1 ' 0" 2' EXISTING ANTENNA LAYOUT PLAN THE INFORMATION CONTAINED IN THIS SET OF CONSTRUCTION DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN THAT WHICH RELATES TO CARRIER SERVICES IS STRICTLY PROHIBITED. at &t Your world. Delivered. WESirsO WIER •• Oki M iih M r id A f i 14.404, a stepokro row*, PACIFIC TELECOM SERVICES, LLC 88 REGISTERED ARCHITECT (CHAR@ B. LC STATE OF WASHINGTON EXPIRATION DATE OF THE LICENSE: 08/20/13 c) O 0 16500 SOUTHCENTER TUKWILA, WA 98188 REVISIONS NO. DATE DESCRIPTION INITIAL 1 12/08/10 PRELIMINARY CONSTRUCTION DRAWINGS SV 0 03/10/11 ISSUED FOR FINAL CONSTRUCTION BG 1 03/26/12 REVISED FOR FINAL CONSTRUCTION NL NOT FOR CONSTRUCTION UNLESS LABELED AS CONSTRUCTION SET SHEET TITLE ANTENNA LAYOUT PLAN SHEET NUMBER RF-1 700MHz & AWS RADIOS (2) DC POWER RUN (1) FIBER RUN DC POWER BUS DC6- 48 -60 —RM RACK MOUNTED SURGE PROTECTION BTS DC6- 48- 60 -18 -8F SQUID SURGE PROTECTOR FIBER /DC SCHEMATIC 24 "x36" SCALE: NOT TO SCALE 11 "x17" SCALE: NOT TO SCALE MANUFACTURER: POWERWAVE MODEL: P65- 17— XLH —RR WEIGHT: 70.0 LBS DIMENSIONS: 96.0" X 12.0" X 6.0" FREQUENCY: REFER TO RF DATA SHEET RF CONNECTOR, TYP TOP REMOTE ELECTRICAL DOWNTILT ACTUATOR, TYP BOTTOM RF CONNECTOR, TYP REMOTE ELECTRICAL DOWNTILT ACTUATOR, TYP MECHANICAL DOWNTILT 12.0 . _ BRACKET — FRONT 0 co rn 6.0 li li SIDE 0 co rn POWERWAVE ANTENNA SPECIFICATIONS 24 "x36" SCALE: 3/4"=1'-0" 11"x1 7" SCALE: 3/8"=1'-0" MANUFACTURER: KATHREIN MODEL: 80010766K WEIGHT: 61.7 LBS DIMENSIONS: 96.0" X 11.8" X 6.0" FREQUENCY: REFER TO RF DATA SHEET REMOTE ELECTRICAL DOWNTILT ACTUATOR, TYP RF CONNECTOR, TYP RF CONNECTOR, TYP TOP BOTTOM REMOTE ELECTRICAL DOWNTILT ACTUATOR, TYP AT &T GPS ANTENNA 1 7/8" O.D. PIPE NOTES: SITE PRO 1 PIPE TO PIPE CLAMP SET (PART# ACP08K) 1. LOCATION OF ANTENNA MUST HAVE CLEAR VIEW OF SOUTHERN SKY AND CANNOT HAVE ANY BLOCKAGES EXCEEDING 25% OF THE SURFACE AREA OF A HEMISPHERE AROUND THE GPS ANTENNA. 2. ALL GPS ANTENNA LOCATIONS MUST BE ABLE TO RECEIVE CLEAR SIGNALS FROM A MINIMUM OF FOUR (4) SATELLITES. VERIFY WITH HANDHELD GPS BEFORE FINAL LOCATION OF GPS ANTENNA. GPS MOUNTING DETAIL 24 "x36" SCALE: NOT TO SCALE 11"x17" SCALE: NOT TO SCALE 4 NOTE: MOUNT RRH UNITS PER MANUFACTURES SPECIFICATIONS 0 cV FRONT SOLAR SHIELD RRH MOUNTING BRACKETS MANUFACTURER: ALCATEL— LUCENT MODEL: 9442 RRH 700MHz_15.5 (Lower Band) HEIGHT: 21" WIDTH: 12.2" DEPTH: 10.8" WEIGHT: 51 LBS RRH 700MHZ DETAIL 24 "x36" SCALE: 1 1/2"=1'-0 1 1 "x 17" SCALE: 3/4"=1'-0" NOTE: MOUNT RRH UNITS PER MANUFACTURES SPECIFICATIONS TOP 10.6" uap uua s; FRONT ISO VIEW MANUFACTURER: ALCATEL— LUCENT MODEL: 9442 RRH AWS HEIGHT: 24.4" WIDTH: 10.6" DEPTH: 6.7" WEIGHT: 43 LBS RRH AWS DETAIL 24 "x36" SCALE: 1 1/2"=1 ' -0 11 "x17" SCAT F: 314 " =1' -0 11.8 FRONT MECHANICAL DOWNTILT BRACKET 0 6.0 SIDE KATHREIN ANTENNA SPECIFICATIONS 24 "x36" SCALE: 3/4 " =1 ' —0" 11"x17" SCALE: 3/8"=1' —0" REVIEWED FOR CODE COMPLIANCE APPROVED MAY 2 2 2012 City of Tukwila! BUILDING DIVISION NOT USED 24 "x36" SCALE: NOT TO SCALE 11"x17" SCALE: NOT TO SCALE 0 5 1B MOUNTING PIPE 11.0" 0) z 0 LJ 0 CV 00 °00 0 °e HE MBE ERR 0000 RR 00 RS 00 18.0" MOUNT RAYCAP "SQUID" DC SURGE PROTECTOR NOTE: TO BE INSTALLED WITHIN 6 FEET OF RADIO UNIT MANUFACTURER: RAYCAP MODEL: DC6- 48- 60 -18 -8F "SQUID" DixO97 MOUNTING BRACKET BY MANUFACTURER THE INFORMATION CONTAINED IN THIS SET OF CONSTRUCTION DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN THAT WHICH RELATES TO CARRIER SERVICES IS STRICTLY PROHIBITED. RECIdIVtL CITY OF TUKWILA MAR 3 02012 PERMIT CENTER RAYCAP SQUID DETAIL 24 "x36" SCALE: 1 1/2"=1'-0" 11 "x17" SCALE: 3/4''=1'-0" lA at &t Your world. Delivered. WESTOINER 4:ft Ad hi tx Oki at 1r l e Ai A tea mown *Am* � rc PACIFIC TELECOM SERVICES, LLC REGISTERED ARCHITECT ICHARD B. DIAL STATE OF WASHIN EXPIRATION DATE OF THE LICENSE: 08/20/13 c) 0 16500 SOUTHCENTER TUKWILA, WA 98188 REVISIONS NO. DATE DESCRIPTION INITIAL 1 12/08/10 PRELIMINARY CONSTRUCTION DRAWINGS SV 0 03/10/11 ISSUED FOR FINAL CONSTRUCTION BG 1 03/26/12 REVISED FOR FINAL CONSTRUCTION NL NOT FOR CONSTRUCTION UNLESS LABELED AS CONSTRUCTION SET SHEET TITLE RF DETAILS SHEET NUMBER RF -2 24 "x36" SCALE: 1 /2" = 1 -0" 1 1"x17" SCALE: 1/4" = 1 ' -0" 2' 1' 0" 2' SEP AF R ��0 10 REGt vru CITY Oi= ; MAR 3 0 201 ERMIT CENTER North to be determined by site survey (if possible). GROUNDING KEYED NOTES: 0 CAD WELD (TYP). SEE DETAIL 2/E -2. OEXISTING ANTENNA GROUND BUS BAR NEAR AT TOP OF TOWER WITH COAX GROUND KIT. SEE DETAIL 9/E -2 FOR GROUND BAR CONSTRUCTION, SEE DETAIL 7/E -2 FOR GROUND WIRE CONNECTIONS, AND SEE DETAIL 6/E -2 FOR COAX GROUNDING. OEXISTING TOWER GROUND BUS BAR AT BASE OF TOWER. SEE DETAIL 9/E -2 FOR GROUND BAR CONSTRUCTION, SEE DETAIL 7/E -2 FOR GROUND WIRE CONNECTIONS, AND SEE DETAIL 6/E -2 FOR COAX GROUNDING. O #6 AWG ANTENNA MOUNT GROUND TO ANTENNA GROUND BUS BAR (TYP OF 3) SEE DETAIL 5/E -2. 5 EXISTING GROUND FROM ANTENNA GROUND BUS BAR TO TOWER GROUND BUS BAR (TYP OF (2) PLACES). SEE DETAIL 7/E -2. 6 #6 AWG AWS RRH UNIT GROUND TO ANTENNA GROUND BUSS BAR O (TYP OF 3) SEE DETAIL 5/E -2. O 7 #6 AWG 700 RRH UNIT GROUND TO ANTENNA GROUND BUSS BAR (TYP OF 3) SEE DETAIL 5/E -2. ®#6 AWG RAYCAP SQUID GROUND TO ANTENNA GROUND BUSS BAR (TYP OF 3) SEE DETAIL 5/E -2. 0 #6 AWG GPS ANTENNA GROUND TO GROUND BUSS BAR 10 #6 AWG LTE EQUIPMENT CABINET TO TIE INTO EXISTING SYSTEM GROUND RING 11 #2 AWG THHN GROUND LEADS FROM REMOTE INDIVIDUAL BUSES TO BE COLLECTED AT ONE MAIN BUS AND FURTHER ROUTED TO BUILDING STEEL OR OTHER DESIGNATED BUILDING GROUNDING SYSTEM (FINAL DESIGNATED POINT OF GROUNDING TO BE COORDINATED WITH BUILDING OWNER) bLO9 7 GROUNDING NOTES & LEGEND GENERAL GROUNDING NOTES 1. ALL DETAILS ARE SHOWN IN GENERAL TERMS. ACTUAL INSTALLATION AND CONSTRUCTION MAY VARY DUE TO SITE SPECIFIC CONDITIONS. 2. GROUND ALL ANTENNA BASES, FRAMES, CABLE RUNS, AND OTHER METALLIC COMPONENTS USING GROUND WIRES AND CONNECT TO SURFACE MOUNTED BUS BARS. FOLLOW ANTENNA AND BTS MANUFACTURERS PRACTICES FOR GROUNDING REQUIREMENTS. GROUND COAX SHIELD AT BOTH ENDS AND EXIT FROM TOWER OR POLE USING MFR'S PRACTICES. 3. ALL GROUND CONNECTIONS SHALL BE CADWELD. ALL WIRES SHALL BE COPPER THHN /THWN. ALL GROUND WIRE SHALL BE GREEN INSULATED WIRE ABOVE GROUND. 4. CONTRACTOR TO VERIFY AND TEST GROUND TO SOURCE. GROUNDING AND OTHER OPERATIONAL TESTING WILL BE WITNESSED BY AT &T WIRELESS, LLC. REPRESENTATIVE. 5. REFER TO DIVISION 16 GENERAL ELECTRIC; GENERAL ELECTRICAL PROVISION AND COMPLY WITH ALL REQUIREMENTS OF GROUNDING STANDARDS. 6. ELECTRICAL CONTRACTOR TO PROVIDE DETAILED DESIGN OF GROUNDING SYSTEM, AND RECEIVE APPROVAL OF DESIGN BY AUTHORIZED AT &T MOBILITY REPRESENTATIVE, PRIOR TO INSTALLATION OF GROUNDING SYSTEM. PHOTO DOCUMENT ALL CADWELDS AND GROUND RING 7. NOTIFY CONSTRUCTION MANAGER IF THERE ARE ANY DIFFICULTIES INSTALLING GROUNDING SYSTEM DUE TO SITE SOIL CONDITIONS. SYMBOL DESCRIPTION SYMBOL DESCRIPTION SCHEMATIC GROLINDING PLAN THE INFORMATION CONTAINED IN THIS SET OF CONSTRUCTION DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN THAT WHICH RELATES TO CARRIER SERVICES IS STRICTLY PROHIBITED. 1 COPPER GROUND ROD • CADWELD CONNECTION GROUND BAR SIDE SPLICE CADWELD FIELD VERIFY & TIE INTO EXISTING GROUNDING SYSTEM TEST WELL GROUNDING ROD NOTES (WHERE APPLICABLE) ELECTRICAL CONTRACTOR SHALL ORDER GROUND RESISTANCE TESTING ONCE THE GROUND SYSTEM HAS BEEN INSTALLED; A QUALIFIED INDIVIDUAL, UTILIZING THE FALL OF POTENTIAL METHOD, SHOULD PERFORM THE TEST. THE REPORT WILL SHOW THE LOCATION OF THE TEST AND CONTAIN NO LESS THAN 9 TEST POINTS ALONG THE TESTING LINE, GRAPHED OUT TO SHOW THE PLATEAU. 2 POINT GROUND TEST OR 3 POINT 62% TESTS WILL NOT BE ACCEPTED AS ALTERNATIVES TO THE AFORE MENTIONED GROUND TESTS. TEST SHALL BE PERFORMED WHILE THE COUNTERPOISE IS ISOLATED FROM THE A/C SYSTEM GRIDS AND EXISTING COMMUNICATIONS FACILITY. at &t Your world. Delivered. tt At a IC A '1-* 0 At It PACIFIC TELECOM SERVICES, LLC EXPIRATION DATE OF THE LICENSE: 08/20/13 REVISIONS NO. DATE DESCRIPTION INITIAL 1 12/08/10 PREUMINARY CONSTRUCTION DRAWINGS SV 0 03/10/11 ISSUED FOR FINAL CONSTRUCTION BG 1 03/26/12 REVISED FOR FINAL CONSTRUCTION NL NOT FOR CONSTRUCTION UNLESS LABELED AS CONSTRUCTION SET SHEET TITLE SCHEMATIC GROUNDING PLAN SHEET NUMBER E -1 NOT USED 24 "x36" SCALE: NOT TO SCALE 11 "x17" SCALE: NOT TO SCALE 15 NOT USED 24 "x36" SCALE: NOT TO SCALE 11"x17" SCALE: NOT TO SCALE 14 NOT USED 24 "x36" SCALE: NOT TO SCALE 13 11 "x17" SCALE: NOT TO SCALE NOT USED 24 "x36" SCALE: NOT TO SCALE 11"x17" SCALE: NOT TO SCALE 11 NOT USED 24 "x36" SCALE: NOT TO SCALE 11"x17" SCALE: NOT TO SCALE 10 NOTE: COAT ALL MECHANICAL CONNECTIONS WITH "NOOX" OR APPROVED EQUAL NEW COAXIAL GROUND KITS W/ LONG BARREL COMPRESSION DOUBLE LUGS, ATTACH TO GROUND BAR & INSTALL BY ANTENNA CONTRACTOR (CADWELD TYPE -GL) NEW 4 "x 24 "x 1/4" thk COPPER GROUND BAR. INSTALLED BY GENERAL CONTRACTOR O 000 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24" FIELD VERIFY #2 SOLID BARE TINNED COPPER WIRE CADWELD (TYPE -GL) NOT USED 24 "x36" SCALE: NOT TO SCALE 11 "x17" SCALE: NOT TO SCALE a COPPER GROUND BAR ON WALL, ICE BRIDGE, FLOOR OR ON ANTENNA TOWER #6 AWG FROM ANTENNA CABLE GROUND KIT v 0000 O 0000 *TWO HOLE LUG, OR EXOTHERMIC WELD TO BE USED WITH #2 AWG BCW TO BUILDING SERVICE GROUND OR GROUND RING NOTE: GROUND BARS AT BOTTOM OF TOWERS /MONOPOLES SHALL ONLY USE EXOTHERMIC WELDS. \/ O 0 GROUND CONDUCTOR SHALL BE ELIMINATED WHEN GROUND BAR IS ELECTRICALLY BONDED TO METAL TOWER /MONOPOLE STRUCTURE GROUND WIRE INSTALLATION 24 "x36" SCALE: NOT TO SCALE 11"x17" SCALE: NOT TO SCALE 7 ANTENNA CABLE WEATHERPROOFING KIT (SEE NOTE 3) CABLE GROUND KIT 1 (TYPICALLY) 12" TO 24" N ■ #6 AWG STRANDED COPPER GROUND WIRE (GROUNDED TO GROUND BAR). SEE NOTE 1 & 2 CABLE CONNECTOR 120" MAX. NOTES: 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. CABLE GROUND KIT CONNECTION NOT USED 24 "x36" SCALE: NOT TO SCALE 11"x17" SCALE: NOT TO SCALE 4 THE INFORMATION CONTAINED IN THIS SET OF CONSTRUCTION DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN THAT WHICH NOT 24 "x36" SCALE: NOT 11 "x17" SCALE: NOT USED TO SCALE TO SCALE 3 24 "x36" SCALE: NOT TO SCALE 11 "x17" SCALE: NOT TO SCALE 6 COAX JUMPER (TYP.) TO ANTENNAS RX2 TX1 /RX1 NOT USED 24 "x36" SCALE: NOT TO SCALE 11"x17" SCALE: NOT TO SCALE GROUND BAR 24 "x36" SCALE: NOT TO SCALE 11"x17" SCALE: NOT TO SCALE CONNECTOR WEATHERPROOFING KIT (TYP.) SEE NOTE 2 ANTENNA CABLE TO BTS EQUIPMENT (TYP.) NOTES: DO NOT INSTALL CABLE GROUND KIT AT A DOWN TO ANTENNA GROUND BAR. WEATHERPROOFING KIT (TYP.) GROUND KIT (TYP.) #6 AWG 12 9 ISOLATE FROM TOWER HALO ww/R #2 TO LOWER TOWER BUS BA COPPER ANTENNA GROUND Lim... BAR, WITH INSULATORS. BONDED DIRECTLY TO TOP OF MONOPOLE OR UTILITY POLE TO GROUND RING BEND AND ALWAYS DIRECT GROUND WIRE WEATHER PROOFING SHALL BE TWO -PART TAPE KIT. COLD SHRINK SHALL NOT BE USED. TYPE TA TYPE VN TYPE NC TYPE SS TYPE VV TYPE VS TYPE VB TYPE PT TYPE GT TYPE GY TYPE GR TYPE GL CADWELD GROUNDING CONNECTIONS RELATES TO CARRIER SERVICES IS STRICTLY PROHIBITED. 24 "x36" SCALE: NOT TO SCALE 11 "x17" SCALE: NOT TO SCALE COAX CABLES GROUND CABLE CONNECTION 24 "x36" SCALE: NOT TO SCALE 5 11 "x17" SCALE: NOT TO SCALE COAX JUMPERS TO EQUIPMENT GROUND LPD DIRECTLY TO MASTER GROUND BUSS BAR RET LIGHTNING PROTECTION DEVICE (LPD) ATTACHED TO ICEBRIDGE NEAR COAX JUMPERS ( #6 GREEN) 2 ICEBRIDGE SUPPORT POST RECtiVti.J CITY OF TUKWILA MAR 3 0.2012 PERMIT CENTER LPD GROUND PROTECTION DETAIL 24 "x36" SCALE: 1" = 1 ' -0" 11"x17" SCALE: 1 /2" = 1 ' -0" 1 at &t Your world. Delivered. esos ESTCPWEIR • NM Ad Lk Ai itt A a F PACIFIC TELECOM SERVICES, LLC REVISIONS NO. DATE DESCRIPTION INITIAL 1 12/08/10 PRELIMINARY CONSTRUCTION DRAWINGS SV 0 03/10/11 ISSUED FOR FINAL CONSTRUCTION BG 1 03/26/12 REVISED FOR FINAL CONSTRUCTION NL NOT FOR CONSTRUCTION UNLESS LABELED AS CONSTRUCTION SET SHEET TITLE GROUNDING DETAILS SHEET NUMBER E -2