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Home My WebLink AboutPermit D12-174 - AT&T - BATTERY CABINETAT &T 16500 SOTJTHCENTER PY EXPIRED 01-21-13 D12 -174 City oilkukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Inspection Request Line: 206 - 431 -2451 Web site: http: / /www.TukwilaWA.gov DEVELOPMENT PERMIT Parcel No.: 6437300010 Address: 16500 SOUTHCENTER PY TUKW Suite No: Project Name: AT &T Permit Number: D12 -174 Issue Date: 07/25/2012 Permit Expires On: 01/21/2013 Owner: Name: CHA SOUTHCENTER LLC Address: 16500 SOUTHCENTER PKWY , SEATTLE WA 98188 Contact Person: Name: SUNNY AUSINK Address: 111S JACKSON ST, SUITE 200 , SEATTLE WA 98104 Contractor: Name: WESTOWER COMMUNICATIONS INC Address: 9961 SYDNEY HAYES RD , ORLANDO FL 32824 Contractor License No: WESTOCI975J8 Lender: Name: Address: Phone: 206 - 446 -0448 Phone: 407 - 852 -1755 Expiration Date: 12/14/2012 DESCRIPTION OF WORK: AT &T PROPOSES TO MODIFY EXISTING WIRELESS FACILITY LOCATED AT ABOVE REFERENCE BY ADDING (1) Te40 BATTERY CABINET TO EXISTING ROOFTOP. Value of Construction: $10,000.00 Fees Collected: $464.52 Type of Fire Protection: NONE International Building Code Edition: 2009 Type of Construction: N/A Occupancy per IBC: 0026 Electrical Service Provided by: PUGET SOUND ENERGY * *continued on next page ** doc: IBC -7/10 D12 -174 Printed: 07 -25 -2012 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Storm Drainage: Street Use: Profit: N Water Main Extension: Private: Water Meter: N Permit Center Authorized Signature: ate: Public: Non - Profit: N Public: I hereby certify that I have read and examined t ref 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 to this permit. Signature: Print Na rforman of work. I am authorized to sign and obtain this development permit and agree to the conditions attached WJ tl%lim/U' Date: 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 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. 4: 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. 5: Manufacturers installation instructions shall be available on the job site at the time of inspection. 6: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431- 3670). 7: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, doc: IBC -7/10 012 -174 Printed: 07 -25 -2012 any violation of any of the provisions of the ing code or of any other ordinances of the of Tukwila. Permits presuming to give authority to violate or ca he provisions of the code or other ordinanc 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 -7110 D12 -174 Printed: 07 -25 -2012 t• • CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http: / /www.TukwilaWA.gov Building Permit No. 1. -.' 71 Project No. Date Application Accepted: Date Application Expires: (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** SITE LOCATION King Co Assessor's Tax No.: 6437300020 Site Address: 16500 Southcenter Pkwy, Tukwila, WA Suite Number: Floor: Tenant Name: AT &T MOBILITY (WA094) PROPERTY OWNER Name: CHA SOUTHCENTER LLC Address: 16500 SOUTHCENTER PKWY City: TUKWILA State: WA Zip: 98188 CONTACT PERSON — person receiving all project communication Company Name: WESTOWER COMMUNICATIONS Name: SUNNY AUSINK City: ORLANDO State: FL Zip: 32824 Address: 111 S. JACKSON ST. #200 Contr Reg No.: WESTOCI975J8 Exp Date: 12/14/2012 City: SEATTLE State: WA Zip: 98 104 Phone: (206) 446 -0448 Fax: (206) 903 -8513 Email: SAUSINK @PTSWA.COM GENERAL CONTRACTOR INFORMATION 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\Forms- Applications On Line \2011 Applications\Permit Application Revised - 8- 9- 11.docx Revised: August 2011 bh New Tenant: ❑ Yes ® ..No ARCHITECT OF RECORD Company Name: CORNERSTONE ENGINEERING Architect Name: JONATHAN D. GIBSON Address: 16928 WOODINVILLE - REDMOND RD N] City: WOODINVILLE State: WA Zip: 98072 Phone: (425) 487 -1732 Fax: (425) 487 -1734 Email: ENGINEER OF RECORD Company Name: CORNERSTONE ENGINEERING Engineer Name: JONATHAN D. GIBSON Address: 16928 WOODINVILLE - REDMOND RD NI City: WOODINVILLE State: WA Zip: 98072 Phone: (425) 487 -1732 Fax: (425) 487 -1734 Email: LENDER/BOND ISSUED. (required for projects $5,000 or greater per RCW 19.27.095) Name: NOT APPLICABLE Address: City: State: Zip: Page 1 of 4 BUILDING PERMIT INFORMATION — 206 -431 -3670 Valuation of Project (contractor's bid price): $ 10,000 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 (1) Te40 BATTERY CABINET TO EXISTING ROOFTOP. Will there be new rack storage? ❑ Yes 0.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes 0 No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes I 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 -1 I.docx Revised: August 201 I bh Page 2 of 4 Existing; , Interior'Rerimodel: Addition to ` Existing Structure , NeW . , Type of Construction per IBC„ _ : Type of `- Occupancy per. IBC . In Floor 2nd Floor • 3'd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck . Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes 0 No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes I 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 -1 I.docx Revised: August 201 I 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 OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR UTHORI . D A N Signature: Print Name: SUNNY AUSIN Mailing Address: 111 S. JACKSON ST. #200 H:Wpphcauons\Forms- Apphcanons On Line \2011 Apphcat ons\Perma Appltcauon Revised - 8- 9- 11.docx Revised: August 2011 bh Date: 05/22/2012 Day Telephone: (206) 446 -0448 SEATTLE WA 98104 City State Zip Page 4 of 4 1 • City of Tukwila Department 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 Parcel No.: 6437300010 Address: 16500 SOUTHCENTER PY TUKW Suite No: Applicant: AT &T RECEIPT Permit Number: 1)12-174 Status: APPROVED Applied Date: 05/23/2012 Issue Date: Receipt No.: R12 -02195 Payment Amount: $283.30 Initials: TLS User ID: 1670 Payment Date: 07/25/2012 01:59 PM Balance: $0.00 Payee: HEATHER H WASNICK TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. O2243C ACCOUNT ITEM LIST: Description 283.30 Account Code Current Pmts BUILDING - NONRES STATE BUILDING SURCHARGE 000.322.100 640.237.114 Total: $283.30 278.80 4.50 DCD— PW— PERMIT CTR 6300 SOUTHCENTER BLUD TUKWILA, WA 98188 TERMINAL ID. : 02845883 MERCHANT R: 362313263885 UI SA CIK. 1670 $$$$$$$$$$$$4169 t SALE BATCH: 080381 INVOICE 5543102139 DATE: Jul 25, 12 TIME: 13:57 SEO :0803 AUTH:02243C TOTAL $283.30 ACCORDING100PCARD ISSUERTAGREEMENT MERCHANT AGREEMENT IF CREDIT VOUCHER MERCHANT COPY II • w4s City of Tukwila ti Department of Community Development 6. A 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206-431-3665 Web site: http: / /www.TukwilaWA.gov Parcel No.: 6437300010 Address: 16500 SOUTHCENTER PY TUKW Suite No: Applicant: AT &T RECEIPT Permit Number: D12 -174 Status: PENDING Applied Date: 05/23/2012 Issue Date: Receipt No.: R12 -01669 Initials: User ID: WER 1655 Payment Amount: $181.22 Payment Date: 05/23/2012 02:37 PM Balance: $283.30 Payee: WESTOWER COMMUNICATIONS TRANSACTION LIST: Type Method Descriptio Amount Payment Check 117429 181.22 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 181.22 Total: $181.22 doc: Receiot -06 Printed: 05 -23 -2012 mil,. COFF- ,NERS"1rONE ENGINEERING, INC. CIVIL ♦ SJRUCILIRAL ♦ SURVEY 16928 Woodinville- Redmond Rd NE, Suite 210 Woodinville, WA 98072 Email: cei @cornerstone - engr.com Web: www.cornerstone- engr.com FILE C ! PY por1t No. Structural Calculations Prepared By: Checked By: Prepared Date: CEI Project No.: For Battery Cabinet Installation at &t Site Name: Tukwila Site Number: WA094 16500 Southcenter Parkway Tukwila, WA 98188 King County John M. Ricardi, E.I.T. Jonathan D. Gibson, P.E. May 7, 2012 12 -13054 Phone: (425) 487 -1732 (206) 250-7306 Fax: (425) 487 -1734 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 0 2012 City of Tukwila BUILDING DIVISION RECEIVED MAY 2 3 2012 PERMIT CENTER t)12- RAI lams emu WI3 Comprehensive Design Solutions for Your Project Success! 1 Project: WA094 Tukwila Date: May 7, 2012 Client: AT &T Prepared By: J. Ricardi CEI No.: 12 -13054 Page I. Project Description The existing AT &T telecommunications site is located atop the building at 16500 Southcenter Parkway in the city of Tukwila, King County, Washington. The site currently consists of (2) NOKIA cabinets, (1) TE43 Auxiliary cabinet, (1) UMTS cabinet, (2) TE40 Battery Cabinets, and (1) TE21 power cabinet located on and supported by the existing rooftop platform beams. The structural design and analysis for the AT &T battery cabinet installation includes the addition of (1) TE40 cabinets. The additional equipment is to be installed on the existing rooftop platform beams. The equipment and platform loads transfer directly to the load bearing columns of the building. All the loads then transfer from the load bearing columns of the building into the foundation and to the soil. II. Design Procedure The information in this report summarizes the requirements for construction of structural elements for the proposed design in conformance with the 2009 International Building Code (2009 IBC). Unless noted otherwise, all means and methods used shall be in keeping with good and generally accepted construction practices and all prescriptive design requirements of the 2009 IBC. The proposed additional loading has had a structural stability evaluation in accordance with structural code compliance. This analysis derives its applied loads from minimum 85 mph basic wind speed (3- second gust), Exposure "B ". Since soil properties are not available, seismic site class "D" were conservatively used for this analysis per 2009 International Building Code (Section 16). III. Conclusions and Recommendations The existing rooftop platform beams are structurally adequate to support the proposed loading of the additional battery cabinets with the addition of the (2) steel L4x4x1 /4 below each proposed cabinet provided for positive anchorage. Please refer to the following structural calculations and supporting drawings for the equipment cabinet addition. General Contractor shall verify all existing dimensions, member sizes and conditions prior to commencing any work. All dimensions of existing condition shown on the calculation are intended as guidelines only and must be verified in field. Any discrepancies shall be called to the attention of the architect or engineer and shall be resolved before proceeding with the work. Contractor shall provide temporary bracing for the structure and structural components until all final connections have been completed in accordance with the plans. IV. Design Criteria The design and analysis is based on the following site specific conditions: 1. Occupancy Catergory: II (Standard Occupancy) 2. Seismic: Ss = 1.423g, S1 = 0.487g, Sps = 0.949g, Sp, = 0.491g I = 1.0, Site Class = "D ", Seismic Design Category= "D" 3. Wind: Wind Speed = 85 mph, Ir„ = 1.0, Exposure: "B" Topographic Factor, Kn = 1.00 16928 Woodinville- Redmond Rd NE, Suite 210 Woodinville, WA 98072 Email: cei @cornerstone - engr.com Web: www.cornerstone- engr.com CORNERS-TONE ENGINEERING INC. Phone: (425) 487 -1732 (206) 250 -7306 Fax: (425) 487 -1734 i Project: WA094 Tukwila Date: May 7, 2012 Client: AT &T Prepared By: J. Ricardi CEI No.: 12 -13054 Page 2 Seismic Design Parameters Conterminous 48 States 2009 International Building Code Latitude = 47.454563 Longitude = - 122.26292400000001 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.423 (Ss, Site Class B) 1.0 0.487 (S1, Site Class B) Conterminous 48 States 2009 International Building Code Latitude = 47.454563 Longitude = - 122.26292400000001 Spectral Response Accelerations SMs and SM1 SMs =FaxSs and SM1 =FvxS1 Site Class D - Fa = 1.0 ,Fv = 1.513 Period Sa (sec) (g) 0.2 1.423 (SMs, Site Class D) 1.0 0.737 (SM1, Site Class D) Conterminous 48 States 2009 International Building Code Latitude = 47.454563 Longitude = - 122.26292400000001 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.0 ,Fv = 1.513 Period Sa (sec) (g) 0.2 0.949 (SDs, Site Class D) 1.0 0.491 (SD1, Site Class D) 16928 Woodinville- Redmond Rd NE, Suite 210 Woodinville, WA 98072 Email: cei@comerstone-engr.com Web: www.cornerstone- engr.com CORNERSIr'ONE E N G I N E E R I N G , I N C. Phone: (425) 487 -1732 (206) 250-7306 Fax: (425) 487 -1734 Site Name: WA094 TUKWILA Date: 05/07/12 Client: AT &T CEI No.: 12 -13054 By: JMR Page: Subject: Lateral Design Calculation Seismic Load Calculation for Components and System (Reference: IBC 2009, Sec. 1613 & ASCE 7 -05, Ch. 13, USGS Earthquake Ground Motion Parameters v5.0.9a) Design Seismic Force: 0.2s Spectral Response Acceleration, Site Class B, Ss 1.0s Spectral Response Acceleration, Site Class B, Si Site Class Occupancy Category = �1F:Ilti "'.�Itli .jai {_�+3�ir,y laulktu'�C Site Coefficient per Ss & Site Class, Fa Site Coefficient per Si & Site Class, F„ SMS = FaSs SM, = FvS, SDs = 2/3 SMs S01 = 2/3 SM, Seismic Design Category per SDs (Per ASCE 7 -05, Chapter 13) Component amplification factor, ap Component Importance factor, Ip Component operating weight, Wp Component response modification factor, Rp Height in structure at point of attachment of component, z Average roof height of structure, h () 0 1.000 1.513 1.423 0.737 (IBC 09, Figure 1613.5(1)) (IBC 09, Figure 1613.5(2)) (IBC 09, Table 1613.5.2) (IBC 09, Table 1604.5) (IBC 09 Table 1613.5.3(1)) (IBC 09 Table 1613.5.3(2)) (IBC 09, Eq 16 -36) (IBC 09, Eq 16 -37) 0.949 (IBC 09, Eq 16 -38) 0.491 (IBC 09, Eq 16 -39) = D Seismic Design Force, Fp Max. Seismic Design Force, Fp, max Min. Seismic Design Force, Fp. min Min. swismic design force, Max. seismic design force, Seismic Design Force, Fp, min = Fp, max = Fp 0.7Fp = 1 (1 iOO Wp 100 100 (ASCE 7 -05, Table 13.6 -1) (ASCE 7 -05, Section 13.1.3) Ib (ASCE 7 -05, Table 13.6 -1) ft ft 0.4apSnsWF, Rp/li (1 +2zJh) 1.6SDSIpWF 0.3SDSIpWn 0.28 1.52 WF, (Ib) Wp (Ib) (Eq. 13.3 -1) (Eq. 13.3 -2) (Eq. 13.3 -3) (Strength Design) (ASD) 6928 Woodinville- Redmond Rd NE, #210 Woodinville, WA 98072 E-mail: cei @cornerstone - engr.com Web: www.cornerstone- engr.com TeL (425) 487 -1732 (206) 250 -7306 Fax: (425) 487 -1734 Site Name: WA094 TUKWILA Client: AT &T By: JMR Date: 05/07/12 CEI No.: 12 -13054 Page: Subject: Lateral Design Calculation Wind Load Calculation for Other Structure (Reference: IBC 2009, Section 1609 & ASCE 7 -05, Chapter 6) Wind Velocity Pressure: Basic Wind Speed, Vas (mph) Exposure Category Occupancy Category Wind Load Importance Factor, IW Velocity pressure exposure coefficient, K, Topographic Factor, K2, Wind Directionality Factor, Kd Velocity Pressure, q, Design Wind Force: For Open Structures & Equipment Gust effect factor, G Net force coefficient, Cf On building rooftop w/ h <60ft, fr Projected area normal to the wind, Af Design Wind Force, F.„„ F 1.6F Height z, (ft) Exposure B (K,) Case 1 ' Case 2 0 -15 0.70 0.57 20 0.70 0.62 25 0.70 ', 0.66 30 0.70 0.70 40 0.76 0.76 50 0.81 0.81 60 0.85 0.85 70 0.89 ' 0.89 80 0.93 0.93 90 0.96 0.96 100 0.99 0.99 120 1.04 1.04 140 1.09 1.09 160 1.13 1.13 180 1.17 1.17 200 1.20 1.20 (ASCE 7 -05, Figure 6 -1) (ASCE 7 -05, Section 6.5.6) (IBC 09, Table 1604.5) (ASCE 7 -05, Table 6 -1) (ASCE 7 -05, Table 6 -3) (ASCE 7 -05, Figure 6 -4) (ASCE 7 -05, Table 6 -4) 0.00256K,K,tKdV2IW (ASCE 7 -05, Eq. 6 -15) 16.48 psf (ASCE 7 -05, Section 6.5.10) (ASCE 7 -05, Section 6.5.8) (ASCE 7 -05, Figure 6- 20 -23) (ASCE 7 -05, Section 6.5.15.1) ft' frq,GC,A, lb Velocity Pressure (q,) Case 1 Case 2 11.65 11.65 11.65 11.65 12.65 13.48 14.15 14.82 15.48 15.98 16.48 17.31 18.14 18.81 19.48 19.98 9.49 10.32 10.99 11.65 12.65 13.48 14.15 14.82 15.48 15.98 16.48 17.31 18.14 18.81 19.48 19.98 (ASCE 7 -05, Section 6.5.15) (ASD) (Strength Design) 16928 Woodinville- Redmond Rd NE, #210 Woodinville., WA 98072 F -mail: cei @cornerstone- engr.com Web: www.cornerstone- engr.com Tel' (425) 487 -1732 (206) 250- 7306 Fax: (425) 487 -1734 ??roject: WA094 Tukwila Date: May 7, 2012 Client: AT &T Prepared By: J. Ricardi CEI No.: 12 -13054 Page S Analysis of Additional Battery Cabinet 16928 Woodinville - Redmond Rd NE, Suite 210 Woodinville, WA 98072 Email: cei @comerstone- engr.com Web: www.cornerstone- engr.com CORNERS-II-ONE E N G I N E E R I N G , I N C. Phone: (425) 487 -1732 (206) 250-7306 Fax: (425) 487 -1734 Specifications for Argus' Te40 Outdoor Battery Enclosure Electrical Input Voltage: Feeder Breaker: Mechanical Dimensions: Weight: Mounting: HVAC: Enclosure: Environmental Operating Temperature: Storage Temperature: Humidity: Elevation: Weather Tightness: Regulatory Approvals Enclosure Ratings: Telcordia: Product Safety: 120Vac, 60Hz single phase (for air conditioner) 15A recommended 2134mm H x 762mm W x 762mm D (84" H x 30" W x 30" D) 1451 kg (3200 lb.) fully loaded with batteries Pad or platform Air conditioner with built -in heater Aluminum, 5052 -H32 -40 to +46 °C (-40 to 115 °F) -40 to +85 °C (-40 to +185 °F) 0 to 95% non - condensing -50 to 4000 meters operating ( -164 to 13,123 feet) NEMA Type 3R CSA/UL Type 3R IEC enclosure designation IP56 See also Environmental (above) Designed to GR-487 CSA/UL 60950 The above information is valid at the time of publication. Consult factory for up -to -date ordering information. Specfcatlons are subject to change without notice. Argus Technologies Ltd. 029 - 030-01 Rev B WC Printed In Canada. ® 2009 Argus Technologies Ltd. ARGUS is a registered trademark of Argus Technologies Ltd. All Rights Reserved. 291.2 [11.46] CONCRETE PAD OR PLATFORM MOUNTING (USE THESE HOLES FOR SEISMIC) 1515.9 [0.63] 4 PLACES CONCRETE PAD MOUNTING: DRILL AND INSTALL CONCRETE ANCHOR BOLTS, USE HILT' HSLB- M12/25 (ARGUS P/N 633- 066 -10) OR EQUIVALENT PLATFORM MOUNTING: USE APPROPRIATE MOUNTING HARDWARE 762:0.[30.00] 693.2 [27.29] 1053.2 [41.46] DOOR OPEN 61.0 [ 2.40] BASE LAYOUT (TOP VIEW 762.0 [30.00] ENCLOSURE DIMENSION 706.1 [27.80] 27.9 [1.10] 640.1 [25.20] 61.0 [2.40] 165.1 [6.50] 431.8 [ 17.00] 27.9 [ 1.10] 762.0 [30.00] ENCLOSURE DIMENSION 291.5 [11.47] 165.1 [6.50] ARGUS FRONTs'r;M.s Ma_ : I5,e. ml •,os ses• sole NTS 0 14 mac: OUTLINE DRAWING, PWR SYS,BATTERY ENCLOSURE,Te40 MET 2 C.T 2 -101-06 P/A Mik .AeaueTECH»i.oa1Ea E.2CDRNEFSrDNE E N G I N E E R I N G, 1 N C. Site Name: WA094 TUKWILA Date: 05/07/12 Client: AT&T CEI No.: 12 -13054 By: JMR Page: Subject: Lateral Design Calculation Determine Anchorage Reactions from Wind Load (Reference: 2009 IBC, Section 1609 & ASCE 7 -05, Chapter 6) Load Combination (ASCE 7 -05, Section 2.3) 1 1.4D 2 1.2D 3 1.2D + 0.8W 4 1.2D + 1.6W 5 1.2D + 1.0E 6 0.9D + 1.6W 7 0.9D + 1.0E Argus Te40 Battery Cabinet Specifications: height of cabinet, h = width of cabinet, w = dist. between bolts, d = 84 in 30 in 25.2 in Design Parameter D = Equipment Weight (Wp) Af = 17.5 IW = 1.00 Vas = 85 Exposure = B kZ = 0.99 kd = 0.90 kn = 1.0 qZ = 0.00256 *kz *kd *kr *V3s *Iw = 16.48 psf G = 0.85 Cf 1.30 FW = qZ *G *Cf *Af = 318.7 lbs Cabinet Specifications Argus Te40 Battery Cabinet (Empty) Equipment Weight (Wp) = h/2 = d= Argus Te40 Battery Cabinet (Full) Equipment Weight (Wp) = h/2 = d= 800 lbs 42.0 in 25.2 in 3200 lbs 42.0 in 25.2 in (ASCE 7 -05, Table 6 -1) (ASCE 7 -05, Fig. 6 -1) (ASCE 7 -05, Table 6 -3) (ASCE 7 -05, Table 6 -4) (ASCE 7 -05, Fig. 6 -4) (ASCE 7 -05, Eqn. 6 -15) (ASCE 7 -05, 6.5.8.1) (ASCE 7 -05, Fig. 6 -21) (ASCE 7 -05, Eqn. 6 -28) 16928 Woodinville- Redmond Rd NE, #210 Woodinville, WA 98072 E -mail: cei @cornerstone - engr.com Web: www.cornerstone- engr.com Tel: (425) 487 -1732 (206) 250 -7306 Fax: (425) 487 -1734 ECOFNEFEflrOfJE ENGINEERING, INC. Site Name: WA094 TUKWILA Client: AT &T CEI No.: 12 -13054 By: JMR Page: q Subject: Lateral Design Calculation Anchorage Reactions Argus Te40 Battery Cabinet (Empty) V„= 1.6Fw T„ = T„ = 4 bolts h /2x1.6Fw- d/2x[1.20] d x 2 bolts h/2x1.6Fw- d /2x[0.9D] d x 2 bolts Argus Te40 Battery Cabinet (Full) V� _ 1.6Fw T„ = T„ = 4 bolts h/2 x1.6Fw - d /2x[1.2D] d x 2 bolts h/2 x1.6Fw - d /2x[0.9D] d x 2 bolts w d V SIDE WIND 0.13 kips 0.18 kips 0.24 kips 0.13 kips -0.54 kips -0.30 kips w FRONT 16928 Woodinville- Redmond Rd NE, #210 Woodinville, WA 98072 E -mail: cei @cornerstone - engr.com Web: www.cornerstone - engr.com Tel: (425) 487 -1732 (206) 250-7306 Fax: (425) 487 -1734 } ECOPLNEFLS1rONE ENGINEERING, INC. Site Name: WA094 TUKWILA Date: 05/07/12 Client: AT&T CEI No.: 12 -13054 By: JMR Page: 10 1 Subject: Lateral Design Calculation Determine Anchorage Reactions from Seismic Load (Reference: 2009 IBC, Section 1613 & ASCE 7 -05, Section 2,12,13) Load Combination (ASCE 7 -05, Section 2.3) 1 1.4D 2 1.2D 3 1.2D + 0.8W 4 1.2D + 1.6W 5 1.2D + 1.0E 6 0.9D + 1.6W 7 0.9D + 1.0E Argus Te40 Battery Cabinet Specifications: height of cabinet, h = 84 in width of cabinet, w = 30 in dist. between bolts, d = 25.2 in Design Parameter D = Equipment Weight (Wp) L = N/A W N/A E1 = PQE + 0.2SosD [ASCE 7 -05, Eq.12.4 -1] E2 = pQE - 0.2SDsD [ASCE 7 -02, Eq.12.4 -2] P = 1.0 QE, Fp = 0.45 Wp SIDS = 0.947 g Cabinet Specifications & Seismic Loads Argus Te40 Battery Cabinet (Empty) Equipment Weight (Wp) = Fp =pQE = 0.2SDsD = h/2 = d= Argus Te40 Battery Cabinet (Full) Equipment Weight w/ fuel (Wp) = Fp =pQE= 0.2SDsD = W2 = d= 800 Ibs 363.8 lbs 151.6 Ibs 42.0 in 25.2 in 3200 Ibs 1455.1 lbs 606.3 Ibs 42.0 in 25.2 in 16928 Woodinville- Redmond Rd NE, #210 Woodinville, WA 98072 E -mail: cei @cornerstone - engr.com Web: www.cornerstone - engr.com Tel: (206) 250 -7306 (425) 487 -1732 Fax: (425) 487 -1734 } EIIICOFNEREI1rONE E N G I N E E R I N G, I N C. Site Name: WA094 TUKWILA Client: AT &T CEI No.: 12 -13054 By: JMR Subject: Lateral Design Calculation Page: t % 1 Anchorage Reactions Argus Te40 Battery Cabinet (Empty) 1.0p QE V„ = 1.3 4 bolts T„= 1.3 h /2x1.0p QE +d /2x[1.0(0.2SpsD) -1.2D] T„= 1.3 h/2 x1.0p QE +d /2x[1.0(0.2SDSD) -0.9D] d x 2 bolts Argus Te40 Battery Cabinet (Full) 1.0pQE V" = 1.3 4 bolts T„= 1.3 T„ = 1.3 d x 2 bolts h/2 x 1.0p QE +d /2x[ 1.0(0. d x 2 bolts h/2 x 1.0p QE +d /2x[1.0(0. 2SDSD) -1.2D] 2SDSD) -0.9D] d x 2 bolts +1- 0.2SDSW d SIDE C SEISMIC 0.12 kips 0.13 kips 0.21 kips 0.47 kips 0.53 kips 0.84 kips 11 w FRONT 16928 Woodinville- Redmond Rd NE, #210 Woodinville, WA 98072 E -mail: cei @cornerstone - engr.com Web: www.cornerstone - engr.com Tel: (206) 250 -7306 (425) 487 -1732 Fax: (425) 487 -1734 ECORNEFS1rDNE E N G I N E E R I N G , I N C. project \n) A 0qW Ti location TU client Ael 4. - by zMK date 7M / I Z checked date sheet no. tiz CEI job no. 12- }3caS9 ZOLS x-1'70 Zol...7 \L\b 1 601_'1 "TM (Lt) '12. .c1) K30'1 SHcRR•• 6 s (041,)?- Z • 7E45 -11 cis F� = 3$1z 33. %K(;nZ _ 01133 <10 ok U S t (,1) t (7:96 i(511 L7 S To P0)JcNA0V. C�az�a GAT �RazN � io L 1 vs. SU >a<7 ECM, ECDFRNERB1rONE E N G I N E E R I N G , I N C. project by location date sheet no. 1.3 client checked date CEI job no. EQucL?Nk w.1 S ?owT ES-1.61\) •- i 1. %.1-\ x'Iw (■3)R5N c (..)-2.°6\t'17-‘5) �z> / Mh t 13%LA 3 4. LOADS 7E yo = 3Zbb1 COI\NEC- TLOm U ai.bN . TR`I s"")(;' R3o1 • N1/41- �T we Z� . 0,:30 t,L R-z. l 1.1 Le /0.0, ;:,-L r"v Ir6 Ksk 6:ZSy;C l 0 1.-1 -W -) (4 5 P.POZ -' bE '\ Wi27H s�$� 30� aoLTS T ' Po tM N i' t ..1j T-t) FI NV6E 13 -,..A.11\5 To S' JO CZ Oct N "V C.- 1.)E. i ,Steel ceam;,;.,r Lic. # : KW- 06006053 Description : L4x4x1/4 Material Properties. File: ZADat 1Storage1ComerstonelEngmeennnngV +Tq;201311213054 "1,094 Tukwila BAT1Calcsltukwiila bat ec6 t.�.,ENERCALCcINC, 1983= 2011LBuild •6_:1212.7NVer61127,1 :. Licensee : CORNERTSTONE ENGINEERING INC. Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7.05 Analysis Method : Load Resistance Factor Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7 -05 Fy : Steel Yield : 36.0 ksi E: Modulus : 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.640 k /ft, Extent = 1.250 —» 3.750 ft, Tributary Width = 1.0 ft, (TE40; DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn " Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.433: 1 L4X4X1 /4 1.444 k -ft 3.337 k -ft +1.40D 2.180ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.000 in Ratio = 0.000 in Ratio = 0.033 in Ratio = 0.000 in Ratio = 0 <360 0 <360 1455 0 <180 Design OK 0.072 : 1 L4X4X1 /4 1.40 k 19.440 k +1.40D 3.760 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V max Mu + max Mu - Summary of Moment Values Summary of Shear Values Mu Max Mnx Phi *Mnx Cb Rm VuMax Vnx Phi'Vnx +1.40D Dsgn. L = 4.00 ft 1 0.433 0.072 1.44 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span 1.44 3.71 3.34 1.18 1.00 1.40 21.60 19.44 Load Combination Max. " +" Defl Location in Span 1 0.0000 , 0.000 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Defl Location in Span 0.0000 0.000 Max. Upward Defl Location in Span D Only 1 Vertical Reactions - Unfactored Load Combination Support 1 0.0330 2.080 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 2 Overall MAXimum D Only 0.600 0.600 1.000 1.000 Steel Beam Lic. # : KW- 06006053 Description : L4x4x1/4 Steel Section Properties : L4X4X114 Depth = 4.000 in 1 xx Sxx Leg Width = 4.000 in R xx Thickness = 0.250 in Zx Area = 1.940 1n82 1 yy Weight = 6.600 pif S yy Kdesign = 0.625 in R yy Ycg Yp Eo 1.5 1.1 of 0.4 BEAM - -» 0.9 0.3 BEAN--» a -03 1 -0.9 1.080 in = 0.242 in = 0.242 in File: Z:\ Data\ StoragelCornerstonelEngineeringlAT &T1 _2012112 -13054 WA094 Tukwila BAT\Calcsltukwila bat.ec6 ENERCALC; INC. 1983-,2011, Builii:6.]1 12.7, Ver:6.11;12 :7 Licensee : CORNERTSTONE ENGINEERING INC. Qs lz Sz Rz Tariff 3.00 in^4 1.03 103 1.250 in 1.820 in^3 3.000 in84 1.030 in83 1.250 in 0.910 1.180 in84 0.419 in83 0.783 in 1.00 deg J = 0.044 in84 Cw = 0.05 106 Ro = 2.220 in 0.38 0.78 1.18 1.58 1.98 Distance (ft) • !1.400 2.38 2J8 3.18 3.58 3.98 0.38 0.78 1.18 1.58 1.98 Distance (ft) ■ ♦1.4DD 238 2J8 3.18 3.58 3.98 BEAN - -» -0.008 c6 -0.017 -0525 -0.034 0.38 0.78 1.18 158 1.98 Distance (ft) • DO•y 238 2J8 3.18 358 3.98 EcoRNERs1roNE • E N G I N E E R I N G , 1 N C. project by location date sheet no. !b client checked date CEI job no. i120ftxgD crNt,T T, (i (TYP of i-k) (E> E� U1:‘,. M_N•t -v SUPPock7 PrM . CoOM E-T�Z� EDPNERS1rDNE E N G I N E E R I N G , I N C. project by location date sheet no. 17 client checked date CEI job no. (OS EAM CAECA d. ox33 L.561.J \ . W ►o •,2d¢ LSgl Q.'1- _ ji= sz4 %‹ • �s� 7.313 W\ iliqui fu i LL1-1 TE Lj0 L� 13 . (E) U ate (E) NpKiA la\ UMV l7 Zl (E) Nokl>a �53. . 6`>1 , Cep 44 vole 0.4.,;., I Ft = 4 HOF IiN gox R� MOB ' drawer P,\'i. f3■.. PI la-r P&P. 1M t is a n<, DEA b 1.01S : . (E' Moki 9S!13 (E) UMT S - 7`iU (b (E) TE 3Za0 �e . (E) TE?I. . Z( 1.b (01-1OFFAhN. r1>\k.= \-1\ .10 rc (c),1 3 . (Q1 7_ S(zls�:_'S is EcoRNEFRs1raNE • E N G I N E E R I N G . I N C. project by location date client checked date sheet no. Ig CEI job no. bEP U C_NELb. \-1x 13 U7-1 VJ7'-'T- WaokiA t -1 i Os� j..512:4( Z,CF4 2 c4- �F1 " L 1g- lbfr.t (L,--) ,(913 °V + 13 16Ic t aF B attw BASED ON LOCA TLot (q5 Mai - c 0. 21 < 1)) - . r 6 \i\v4, h D t Q U "V p s u P oki eel =rBeam Lic. # : KW- 06006053 Description : (E) W8x13 Beam (B2) (A) Material Properties File. Z: 01 211 2 -1 3 0 5 4 WA094.Tukwila BAT1Caliisltukwile bat:ec6 ENERCALC ,INC.:1983a2011'�Build.6:11 12 7;'Ver611 127: Licensee : CORNERTSTONE ENGINEERING INC. Calculations per AISC 360.05, IBC 2006, CBC 2007, ASCE 7.05 Analysis Method : Load Resistance Factor Design Beam Bracing : Beam bracing is defined Beam -by -Beam Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7 -05 Unbraced Lengths Fy : Steel Yield : E: Modulus : 36.0 ksi 29,000.0 ksi Span # 1, Defined Brace Locations, First Brace at 3.0 ft, Second Brace at 5.50 ft, Third Brace at 8.0 ft D(0.106) D(0.4) + + + + + + + * * * + + D(0.06) L(0.1) + + Span = 15.0 ft W8x13 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.060, L = 0.10 k/ft, Tributary Width = 1.0 ft, (D + L Uniform Load : D = 0.40 k /ft, Extent = 0.50 -» 3.0 ft, Tributary Width = 1.0 ft, (Te40 Uniform Load : D = 0.1060 k/ft, Extent = 3.0 - -» 8.0 ft, Tributary Width = 1.0 ft, (Nokia' DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.321: 1 Maximum Shear Stress Ratio = 0.084: 1 Section used for this span W8x13 Section used for this span W8x13 Mu : Applied 9.877 k -ft Vu : Applied 3.320 k Mn * Phi : Allowable 30.780 k -ft Vn * Phi : Allowable 39.694 k Load Combination +1.20D+0.50Lr +1.60L +1.60H Load Combination +1.20D+0.50Lr +1.60L +1.60H Location of maximum on span 6.675ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.100 in Ratio = 1800 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.258 in Ratio = 696 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi *Mnx Cb Rm VuMax Vnx Phi *Vnx +1.40D Dsgn. L = 3.00 ft 1 0.169 0.062 5.21 5.21 34.20 30.78 1.45 1.00 2.47 39.69 39.69 Dsgn. L = 2.48 ft 1 0.206 0.019 6.34 5.21 6.34 34.20 30.78 1.06 1.00 0.77 39.69 39.69 Dsgn. L = 2.48 ft 1 0.207 0.012 6.38 5.94 6.38 34.20 30.78 1.01 1.00 0.47 39.69 39.69 Dsgn. L = 7.05 ft 1 0.193 0.030 5.94 5.94 34.20 30.78 1.48 1.00 1.20 39.69 39.69 +1 .20 D+0.50 L r +1.60 L +1.60 H Dsgn. L = 3.00 ft 1 0.239 0.084 7.35. 7.35 34.20 30.78 1.49 1.00 3.32 39.69 39.69 Dsgn. L = 2.48 ft 1 0.312 0.035 9.61 7.35 9.61 34.20 30.78 1.08 1.00 1.38 39.69 39.69 Dsgn. L = 2.48 ft 1 0.321 0.012 9.88 9.57 9.88 34.20 30.78 1.00 1.00 0.48 39.69 39.69 Dsgn. L = 7.05 ft 1 0.311 0.056 9.57 9.57 34.20 30.78 1.41 1.00 2.23 39.69 39.69 +1.20D +1.60L+0.50S +1.60H Dsgn. L = 3.00 ft 1 0.239 0.084 7.35 7.35 34.20 30.78 1.49 1.00 3.32 39.69 39.69 Dsgn. L = 2.48 ft 1 0.312 0.035 9.61 7.35 9.61 34.20 30.78 1.08 1.00 1.38 39.69 39.69 Dsgn. L = 2.48 ft 1 0.321 0.012 9.88 9.57 9.88 34.20 30.78 1.00 1.00 0.48 39.69 39.69 Dsgn. L = 7.05 ft 1 0.311 0.056 9.57 9.57 34.20 30.78 1.41 1.00 2.23 39.69 39.69 +1.20D +1.60Lr+0.50L Dsgn. L = 3.00 ft 1 0.174 0.063 5.37 5.37 34.20 30.78 1.46 1.00 2.50 39.69 39.69 Dsgn. L = 2.48 ft 1 0.219 0.022 6.74 5.37 6.74 34.20 30.78 1.07 1.00 0.88 39.69 39.69 Dsgn. L = 2.48 ft 1 0.222 0.011 6.84 6.49 6.84 34.20 30.78 1.01 1.00 0.43 39.69 39.69 Dsgn. L = 7.05 ft 1 0.211 0.035 6.49 6.49 34.20 30.78 1.45 1.00 1.41 39.69 39.69 +1.20D+0.50L +1.60S Dsgn. L = 3.00 ft 1 0.174 0.063 5.37 5.37 34.20 30.78 1.46 1.00 2.50 39.69 39.69 Dsgn. L = 2.48 ft 1 0.219 0.022 6.74 5.37 6.74 34.20 30.78 1.07 1.00 0.88 39.69 39.69 Dsgn. L = 2.48 ft 1 0.222 0.011 6.84 6.49 6.84 34.20 30.78 1.01 1.00 0.43 39.69 39.69 cp) Steel Beam File: Z:1 Datal StoragelCornerstone \Engineering\AT &71_2012112 -13054 WA094 Tukwila BATICalcsltukwila bat,ec6 ENERCALC,.INC.. 1983- 2011,,Build :6:11 12.7, Vec6.11.12.7 Lic. # : KW- 06006053 Licensee : CORNERTSTONE ENGINEERING INC. Description : (E) W8x13 Beam (B2) (A) Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi'Vnx Dsgn. L = 7.05 ft 1 0.211 0.035 6.49 6.49 34.20 30.78 1.45 1.00 1.41 39.69 39.69 +1.20D+0.50Lr+0.50L +1.60W Dsgn. L = 3.00 ft 1 0.174 0.063 5.37 5.37 34.20 30.78 1.46 1.00 2.50 39.69 39.69 Dsgn. L = 2.48 ft 1 0.219 0.022 6.74 5.37 6.74 34.20 30.78 1.07 1.00 0.88 39.69 39.69 Dsgn. L = 2.48 ft 1 0.222 0.011 6.84 6.49 6.84 34.20 30.78 1.01 1.00 0.43 39.69 39.69 Dsgn. L = 7.05 ft 1 0.211 0.035 6.49 6.49 34.20 30.78 1.45 1.00 1.41 39.69 39.69 +1.20D+0.50L+0.50S +1.60W Dsgn. L = 3.00 ft 1 0.174 0.063 5.37 5.37 34.20 30.78 1.46 1.00 2.50 39.69 39.69 Dsgn. L = 2.48 ft 1 0.219 0.022 6.74 5.37 6.74 34.20 30.78 1.07 1.00 0.88 39.69 39.69 Dsgn. L = 2.48 ft 1 0.222 0.011 6.84 6.49 6.84 34.20 30.78 1.01 1.00 0.43 39.69 39.69 Dsgn. L = 7.05 ft 1 0.211 0.035 6.49 6.49 34.20 30.78 1.45 1.00 1.41 39.69 39.69 +1.20D+0.50L+0.20S+E Dsgn. L = 3.00 ft 1 0.174 0.063 5.37 5.37 34.20 30.78 1.46 1.00 2.50 39.69 39.69 Dsgn. L = 2.48 ft 1 0.219 0.022 6.74 5.37 6.74 34.20 30.78 1.07 1.00 0.88 39.69 39.69 Dsgn. L = 2.48 ft 1 0.222 0.011 6.84 6.49 6.84 34.20 30.78 1.01 1.00 0.43 39.69 39.69 Dsgn. L = 7.05 ft 1 0.211 0.035 6.49 6.49 34.20 30.78 1.45 1.00 1.41 39.69 39.69 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. " +" Defl Location in Span 1 0.0000 0.000 0.0000 0.000 Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.1587 7.200 0.0000 0.000 L Only 1 0.1000 7.575 0.0000 0.000 D+L 1 0.2585 7.275 0.0000 0.000 Vertical Reactions • Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.517 1.609 D Only 1.767 0.859 L Only 0.750 0.750 D+L 2.517 1.609 Steel Section Properties : W8x13 Depth Web Thick Flange Width Flange Thick Area Weight Kdesign K1 rts Ycg 7.990 in I xx 39.60 in ^4 J = 0.087in^4 0.230 in S xx 9.91 in ^3 Cw = 40.80 in^6 4.000 in R xx = 3.210 in 0.255 in Zx = 11.400 in ^3 3.840 in ^2 I yy = 2.730 in"4 13.071 plf S yy = 1.370 in ^3 0.555 in R yy = 0.843 in 0.563 in Zy = 2.150 in ^3 1.030 in rT = 1.010 in 3.995 in Wno Sw Of Qw 7.740 in ^2 1.970 in^4 1.860 in ^3 5.550 in ^3 10 d. s 3 BEAM---rr 1.43 2.93 4.43 5.93 7.43 8.93 10,43 11.93 13.43 14.93 Distance (ft) • +1.4DD • +1.2DD +0.5DL, +1.6DL +1.60M • +1.200 +1.601 +0.505 +1.60X • +1.2DD +1.601. +D.5OL • +1.ZDD +D.SOL +1.605 ■ +1.20D +D.S0L. +0.501 +1.6DW • .1.15D+0.501 ,11,505+1.61/W • +1.2DD +D.5D1 +0.205• Steel': Beam. Lic. # : KW- 06006053 Description : (E) W8x13 Beam (B2) (A) File: Z:IDatalStorage\ Cornerstone \Engineering\AT &T1_2012112 -13054 WA094 Tukwila BATICalcsltukwila bat.ec6 ENERCALC, INC. 1983 -2011 Build 6..11.12.7, Ver.6.11:12:7` Licensee : CORNERTSTONE ENGINEERING INC. 3.4 2.0 0.6 BEAM - -aa -0.9 -2.3 1.43 2.93 4.43 5.93 7.43 Distance (ft) • +1.40D • +1.1DD +D.SDL. +1.6DL+1.6DH • +1.2DD+L.6D L +D.SDS +1.6DH • +1.200 +1.6DL. +D.SDL • +1.2DD +D.5DL +1.665 • +1.211D+D.SDL.4D.SDL +1.66W • +1.2DD +D.SDL. I.SD5 +1.6DW • +1.2DD +D.SDL +5.251• BEAM• -ss 8.93 10.43 11.93 13.43 14.93 -0.07 -0.13 -020 -0.26 1.43 2.93 4.43 5.93 7.43 Distance (ft) • D O.1y • l O.1y • D +L 8.93 10.43 11.93 13.43 14.93 ECFRNERS1rDNE E N G I N E E R I N G , I N C. project by location date sheet no. 22 i client checked date CEI job no. (E) 8 E \I\ Cpl- c ti %iss L \IJURS7 LPI4 : \?a \'N\ --�_ (E) W t x \- OtS Z� 2 s' VDc: (leDk)r1") (&1S€1 a x-03 C.+ W, t -LS tr:. .1)16g-p•pN 1-ac MC-OW (17ra) (, T41, \\ 3 33. \ 'poKip; C UMW - (jb(Z,s `(') 1s-c'bIPk--. (2.covo.Iz, c�. S3°■ \ (E >. �� xi3 Le∎I- )6•1 Qelk%. ARE. N'O patTe . 70 SuPi)dVN PCZovc s E Qx-s.,Yo%N \ -Ste,eh Beam Lic. # : KW- 06006053 Description : (E) W8x13 Beam (B3) (B) Material. Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam bracing is defined Beam -by -Beam Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7 -05 Unbraced Lengths . File: Z: IDatalSteragelComerstone1Engineenn61AT &T1_ 2012 \ 12 -1 3 0 5 4 WA094,TukWda'BAT1C6141tukwda •bet.ec6 :.'i; �. �. „ ;ENERCALC;;INC t9831200ciii l6%:)1�12;7'Ver611 12 ;7'! Licensee : CORNERTSTONE ENGINEERING INC. Calculations per AISC 360.05, IBC 2006, CBC 2007, ASCE 7 -05 Fy : Steel Yield : 36.0 ksi E: Modulus : 29,000.0 ksi Span # 1, Defined Brace Locations, First Brace at 3.0 ft, Second Brace at 5.50 ft, Third Brace at 8.0 ft D(0.158) + I, * D(0.z33) D(0.88) + * * * v + * * * + D(0.04875�L(0.08125) + ♦ * i D(0.64) + i v Span = 15.0 ft W8x13 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.04875, L = 0.08125 k/ft, Tributary Width = 1.0 ft, (D + L Uniform Load : D = 0.880 k/ft, Extent = 0.50 - -» 3.0 ft, Tributary Width = 1.0 ft, (TE40 Uniform Load : D = 0.2330 k /ft, Extent = 3.0 -» 8.0 ft, Tributary Width = 1.0 ft, (Nokia; Uniform Load : D = 0.1580 k/ft, Extent = 3.0 -» 5.50 ft, Tributary Width = 1.0 ft, (UMTS' Uniform Load : D = 0.640 k/ft, Extent = 10.0 - -» 12.50 ft, Tributary Width = 1.0 ft, (TE43; DESIGN SUMMARY Maximum Bending Stress Ratio = 0.539: 1 Section used for this span W8x13 Mu : Applied 16.586 k -ft Mn * Phi : Allowable 30.780 k -ft Load Combination +1.20D+0.50Lr +1.60L +1.60H Location of maximum on span 6.825ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.081 in Ratio = 2215 0.000 in Ratio = 0 <360 0.478 in Ratio = 376 0.000 in Ratio = 0 <180 Design OK 0.140 : 1 W8x13 5.568 k 39.694 k +1 .2 0 D+0.50 L r +1.60 L +1.6 0 H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Summary of Moment Values Summary of Shear Values max Mu + max Mu - Mu Max Mnx Phi *Mnx Cb Rm VuMax Vnx Phi'Vnx +1.40D Dsgn. L = 3.00 ft Dsgn. L = 2.48 ft Dsgn. L = 2.48 ft Dsgn. L = 7.05 ft +1.20D+0.50Lr +1.60L +1.60H Dsgn. L = 3.00 ft Dsgn. L = 2.48 ft Dsgn. L = 2.48 ft Dsgn. L = 7.05 ft +1.20D +1.60L+0.50S +1.60H Dsgn. L = 3.00 ft Dsgn. L = 2.48 ft Dsgn. L = 2.48 ft Dsgn. L = 7.05 ft +1.20D +1.60Lr+0.50L Dsgn. L = 3.00 ft Dsgn. L = 2.48 ft Dsgn. L = 2.48 ft Dsgn. L = 7.05 ft +1.20D+0.50L +1.60S Dsgn. L = 3.00 ft 0.385 0.135 11.84 11.84 34.20 30.78 1.47 1.00 5.36 39.69 39.69 0.484 0.051 14.89 11.84 14.89 34.20 30.78 1.07 1.00 2.02 39.69 39.69 0.492 0.015 15.13 14.73 15.13 34.20 30.78 1.00 1.00 0.58 39.69 39.69 0.479 0.087 14.73 14.73 34.20 30.78 1.31 1.00 3.44 39.69 39.69 0.406 0.140 12.49 12.49 34.20 30.78 1.49 1.00 5.57 39.69 39.69 0.525 0.058 16.16 12.49 16.16 34.20 30.78 1.08 1.00 2.32 39.69 39.69 0.539 0.016 16.59 16.16 16.59 34.20 30.78 1.00 1.00 0.65 39.69 39.69 0.529 0.099 16.27 16.27 34.20 30.78 1.32 1.00 3.93 39.69 39.69 0.406 0.140 12.49 12.49 34.20 30.78 1.49 1.00 5.57 39.69 39.69 0.525 0.058 16.16 12.49 16.16 34.20 30.78 1.08 1.00 2.32 39.69 39.69 0.539 0.016 16.59 16.16 16.59 34.20 30.78 1.00 1.00 0.65 39.69 39.69 0.529 0.099 16.27 16.27 34.20 30.78 1.32 1.00 3.93 39.69 39.69 0.353 0.123 10.88 10.88 34.20 30.78 1.48 1.00 4.90 39.69 39.69 0.449 0.048 13.83 10.88 13.83 34.20 30.78 1.07 1.00 1.91 39.69 39.69 0.458 0.013 14.10 13.77 14.10 34.20 30.78 1.00 1.00 0.51 39.69 39.69 0.447 0.082 13.77 13.77 34.20 30.78 1.31 1.00 3.26 39.69 39.69 1 0.353 0.123 10.88 10.88 34.20 30.78 1.48 1.00 4.90 39.69 39.69 Steel Beam Lic. # : KW- 06006053 Description : (E) W8x13 Beam (B3) (B) Load Combination Segment Length Max Stress Ratios File: Z:1 DatatStoragelComerstone \EngineeringlAT &Tl_2 01 211 2 -1 3 0 5 4 WA094 Tukwila BAT1Calcsltukwila batec6 ENERCALC, INC. 1983 -2011, Build:6.11.12.7, Ver..6.11.12.7 Licensee : CORNERTSTONE ENGINEERING-INC. Summary of Moment Values Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm Summary of Shear Values VuMax Vnx Phi'Vnx Dsgn. L = 2.48 ft Dsgn. L = 2.48 ft Dsgn. L = 7.05 ft +1.20D+0.50Lr+0.50L +1.60W Dsgn. L = 3.00 ft Dsgn. L = 2.48 ft Dsgn. L = 2.48 ft Dsgn. L = 7.05 ft +1.20D+0.50L+0.50S +1.60W Dsgn. L = 3.00 ft Dsgn. L = 2.48 ft Dsgn. L = 2.48 ft Dsgn. L = 7.05 ft +1.20D+0.50L+0.20S+E Dsgn. L = 3.00 ft Dsgn. L = 2.48 ft Dsgn. L = 2.48 ft Dsgn. L = 7.05 ft 0.449 0.458 0.447 0.048 0.013 0.082 13.83 14.10 13.77 10.88 13.77 13.83 14.10 13.77 34.20 30.78 1.07 1.00 1.91 39.69 39.69 34.20 30.78 1.00 1.00 0.51 39.69 39.69 34.20 30.78 1.31 1.00 3.26 39.69 39.69 0.353 0.123 10.88 10.88 34.20 30.78 1.48 1.00 4.90 39.69 39.69 0.449 0.048 13.83 10.88 13.83 34.20 30.78 1.07 1.00 1.91 39.69 39.69 0.458 .0.013 14.10 13.77 14.10 34.20 30.78 1.00 1.00 0.51 39.69 39.69 0.447 0.082 13.77 13.77 34.20 30.78 1.31 1.00 3.26 39.69 39.69 0.353 0.123 10.88 10.88 34.20 30.78 1.48 1.00 4.90 39.69 39.69 0.449 0.048 13.83 10.88 13.83 34.20 30.78 1.07 1.00 1.91 39.69 39.69 0.458 0.013 14.10 13.77 14.10 34.20 30.78 1.00 1.00 0.51 39.69 39.69 0.447 0.082 13.77 13.77 34.20 30.78 1.31 1.00 3.26 39.69 39.69 0.353 0.123 0.449 0.048 0.458 0.013 0.447 0.082 Overall Maximum Deflections - Unfactored Loads 10.88 10.88 34.20 30.78 1.48 1.00 4.90 39.69 39.69 13.83 10.88 13.83 34.20 30.78 1.07 1.00 1.91 39.69 39.69 14.10 13.77 14.10 34.20 30.78 1.00 1.00 0.51 39.69 39.69 13.77 13.77 34.20 30.78 1.31 1.00 3.26 39.69 39.69 Load Combination Span Max. " " Defl Location in Span Load Combination Max. " +" Defl Location in Span 1 0.0000 0.000 Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Span Max. Downward Defl Location in Span 0.0000 0.000 Max. Upward Defl Location in Span D Only L Only D+L 0.3969 0.0812 0.4781 Vertical Reactions - Unfactored Load Combination Support 1 Support 2 7.425 7.575 7.425 Support notation : Far left is #1 0.0000 0.0000 0.0000 0.000 0.000 0.000 Values in KIPS Overall MAXimum 4.437 3.069 D Only 3.828 2.459 L Only 0.609 0.609 D+L 4.437 3.069 Steel Section Properties W8x13 Depth = 7.990 in I xx Web Thick = 0.230 in Flange Width = 4.000 in Flange Thick = 0.255 in Area = 3.840 inA2 Weight = 13.071 plf Kdesign = 0.555 in K1 = 0.563 in rts = 1.030 in Ycg = 3.995 in Sxx R xx Zx Iyy Syy R yy Zy rT 39.60 in"4 9.91 inA3 = 3.210 in 11.400 in93 2.730 in"4 = 1.370 in "3 = 0.843 in = 2.150 in "3 1.010 in J Cw Wno Sw Of Qw 0.087 in "4 40.80in"6 7.740 inA2 1.970 in "4 1.860 in "3 5.550 in "3 1 17 13 4 BEAK-» 1.43 2.93 4.43 5.93 7.43 0.93 10.43 11.93 13.43 14.93 Distance (Ft) ■ +1.40D • +1.2DD +0.S0L. +I.6DL+1.60M • +1.200 +I.6DL+D.SDS +1.609 • +1.20D +1.600+1).SDL • +1.200 +D.SDL +1.605 • a1- 200 +D.SDL. +D.SDl +1.60W • +1.20D +D.SDL +0.505 +1.60W • . 1.20D+D.SDl +D.2D5• Steel Beam Lic. # : KW- 06006053 Description : (E) W8x13 Beam (B3) (B) File: Z:IData\ Storage \CornerstonelEngineeringlAT &T1 _2012112 -13054 WA094 Tukwila BAT1Calcsltukwila bal.ec6 ENERCALC, INC. 1983 2011, Build:6.11.12.7, Ver.6.11.12.7 Licensee : CORNERTSTONE ENGINEERING INC. 5J 3.3 BEAM - -aa •1b 4.0 1.43 2.93 4.43 5.93 7.43 8.93 10.43 11.93 13.43 14.93 Distance (ft) • +1.40D • +1.2DD +O.SDL. +1.6DL+1.60M • +1.20D +L.6DL+0.S05+1.60M • +1.20D +1 -601 +D.SDL • •1 205+0 501.+1 605 • +1 255+0 SDL. +0.SSL +1.60W • +1.205 +0.50L +5.505 +1.60W • +1.205 +0.S0L +5.201• BEAK -aa -0.12 t6 -024 -037 -0A9 1.43 2.93 4.43 5.93 7.43 Distance (ft) • DO•ly • LO•ly • D +L 833 10.43 11.93 13.43 14.93 ECORNEFS1rONE — ENGINEERING, INC. project by location date sheet no. client checked date CEljob no. E I E (e).5EPA 0.. W10. DE1 E FRou� 1 La. 13- (mT.c E .(b zI 4 Cg�1 14acr 1. P\O- a E E N. r,E R AT'0 40 R Ac.-.oNS .4" ,>,�L= ,s lbl�� c t 1IFr 3 a tb I -r 1 ' b ` tr*. ttf-',M° Ww ✓ 'b!F¢'- (o\% R,�. 3z3110 R1C4- 1-1 Cu.:1 (umoN,C)) R3 ZSI"Jlb �S = . '7511 RZ, D511% 1 '7(; 1Ib lb _Acs 1_61')5 (_Z) R,1\ O ) 41-111 It ,-;fit'' 300 RsDL = 3z1 %l l; lb 3i.` OSOte krL-t_ a _ 6C)°\ 43 kSLS 36 RsAL (I)" Lcc 1/4J3‘ ZSPC. EOFRNER.IrONE E N G I N E E R I N G, I N C. project by location date sheet no. 2.7/ client checked date CEI job no. ENC.1- 1.00S C6H] WNW fix: OleN Z,S `i■5‘ 2.s' ' 2.s' RQ )K 11r Ft (Y1 ) / 21 s 91')- x'6116 R,,.DL I lye'`' k) u. - (oo` b . : . 'Rs ; Z3°�0e R, 0, ' I NI 15 4� (ao� . . • to l& (55] 41 41 QT) ``�.��bl ct- i 13'bIFE wib , ; (I_Mtb 1114> �ZJ 12,s'bICI Rq -.1074'6. 12‘ .�t(�$�b ; :(00°0' R �� 10 7S je. R,v DL 96`\16 tot.1.. ‘6Y6 -C O R N E R S I ONE E N G I N E E R I N G, I N C. project by location date sheet no. client checked date CEljob no. PuTIos 46.4. 1R„ TRiz- EcoRNEiRs1rcNE E N G I N E E R I N G, I N C. project by location date sheet no. 24/ client checked date CEIjob no. .B.AM OC.NEC..k W I0KsC673 L 4,61 pkw RRU LOUS R : /silt b Rs-: N43�1 R,‘ = 10'11-0 R1= T %Lt1' MtA = o,$zS < OK. 32316 Ram t 17(07'5 R414- 3$Zet'b 7� = 119B1b 1Z DL t 33 3Z3 Loi3s. .1113 S•7 N1t�. w 10 x 33 Cx-71 'V■ t PD Ea u IN-CE • O s u t'POK1 : PRO POS E . NT (- MIT 1--)EZ Steel Beam Lic. # : KW- 06006053 Description : (E) W10x33 Beam (C) [B7] Material Properties File: Z:1 DatalStorage \CornerstonelEngineeringlAT &71_2012112 -13054 WA094 Tukwila BATICalcsltukwila bat.ec6 ENERCALC, INC. 1983-2011, Build:6.11.12.7, Ver..6.11.12.7 Licensee : CORNERTSTONE ENGINEERING INC. Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Analysis Method : Load Resistance Factor Design Beam Bracing : Beam bracing is defined Beam -by -Beam Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7 -05 Unbraced Lengths Span # 1, Braced @ 1/3 Points Fy : Steel Yield : E: Modulus : 36.0 ksi 29,000.0 ksi D(0.323) L(0.375) D(1.767 L(0.75) D(3.828) L(0.8D*1).148) L(0.609) D(0.465) L(0.6114332) L(0.516) Span = 27.750 ft W10X33 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load(s) for Span Number 1 • Point Load : D = 0.3230, L = 0.3750 k (a) 8.0 ft Point Load : D = 1.767, L = 0.750 k (x)12.0 ft Point Load : D = 3.828, L = 0.6090 k aA,16.0 ft Point Load : D = 1.148, L = 0.6090 k (x)18.50 ft, (R7) Point Load : D = 0.4650, L = 0.6090 k (a, 22.50 ft, (R9) Point Load : D = 3.332, L = 0.5160 k [?o, 25.0 ft, (R11) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.825: 1 Section used for this span W10X33 Mu : Applied 86.406 k -ft Mn * Phi : Allowable 104.760 k -ft Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection +1.20D+0.50Lr +1.60L +1.60H 15.956ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.408 in Ratio = 0.000 in Ratio = 1.731 in Ratio = 0.000 in Ratio = 816 0 <360 192 0 <180 Design OK 0.207 : 1 W10X33 12.638 k 60.949 k +1.20D+0.50 Lr +1.60L +1.60H 27.750 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Summary of Moment Values Summary of Shear Values max Mu + max Mu - Mu Max Mnx Phi *Mnx Cb Rm VuMax Vnx Phi *Vnx +1.40D Dsgn. L = 9.16 ft Dsgn. L = 9.30 ft Dsgn. L = 9.30 ft +1.20D+0.50Lr +1.60L +1.60H Dsgn. L = 9.16 ft Dsgn. L = 9.30 ft Dsgn. L = 9.30 ft +1 .20 D +1.60 L+0.50S +1.60 H Dsgn. L = 9.16 ft Dsgn. L = 9.30 ft Dsgn. L = 9.30 ft +1.20D +1.60Lr+0.50L Dsgn. L = 9.16 ft Dsgn. L = 9.30 ft Dsgn. L = 9.30 ft +1.20D+0.50L +1.60S Dsgn. L = 9.16 ft Dsgn. L = 9.30 ft Dsgn. L = 9.30 ft 1 0.480 0.094 50.27 1 0.693 0.080 72.61 1 0.616 0.176 64.54 1 0.589 0.116 61.73 1 0.825 0.093 86.41 1 0.743 0.207 77.88 1 0.589 0.116 61.73 1 0.825 0.093 86.41 1 0.743 0.207 77.88 1 0.467 0.092 48.91 1 0.666 0.076 69.79 1 0.595 0.169 62.37 1 0.467 0.092 48.91 1 0.666 0.076 69.79 1 0.595 0.169 62.37 50.27 116.40 50.27 72.61 116.40 64.54 116.40 61.73 116.40 61.73 86.41 116.40 77.88 116.40 61.73 116.40 61.73 86.41 116.40 77.88 116.40 48.91 116.40 48.91 69.79 116.40 62.37 116.40 48.91 116.40 48.91 69.79 116.40 62.37 116.40 104.76 1.65 1.00 5.76 60.95 60.95 104.76 1.06 1.00 4.88 60.95 60.95 104.76 1.44 1.00 10.73 60.95 60.95 104.76 1.64 1.00 7.05 60.95 60.95 104.76 1.06 1.00 5.70 60.95 60.95 104.76 1.44 1.00 12.64 60.95 60.95 104.76 1.64 1.00 7.05 60.95 60.95 104.76 1.06 1.00 5.70 60.95 60.95 104.76 1.44 1.00 12.64 60.95 60.95 104.76 1.65 1.00 5.60 60.95 60.95 104.76 1.06 1.00 4.66 60.95 60.95 104.76 1.44 1.00 10.27 60.95 60.95 104.76 1.65 1.00 5.60 60.95 60.95 104.76 1.06 1.00 4.66 60.95 60.95 104.76 1.44 1.00 10.27 60.95 60.95 Steel Beam Lic. # : KW- 06006053 Description : (E) W10x33 Beam (C) [B71 Load Combination Max Stress Ratios Segment Length Span # M V File: Z:1DatalStoragelCornerstone \Engineering AT &Tt_2012112 -13054 WA094 Tukwila BATICalcsltukwila bat.ec6 ENERCALC, INC. 1983 -2011, Build:6.11.12.7, Ver.6.11.12.7 Licensee : CORNERTSTONE ENGINEERING INC. Summary of Moment Values max Mu + max Mu - Mu Max Mnx Phi *Mnx Cb Rm Summary of Shear Values VuMax Vnx Phi *Vnx +1.20D+0.50Lr+0.50L +1.60W Dsgn. L = 9.16 ft Dsgn. L = 9.30 ft Dsgn. L = 9.30 ft +1.20D+0.50L+0.50S +1.60W Dsgn. L = 9.16 ft Dsgn. L = 9.30 ft Dsgn. L = 9.30 ft +1 .20 D+0.50 L+0.20 S 4E Dsgn. L = 9.16 ft Dsgn. L = 9.30 ft Dsgn. L = 9.30 ft 0.467 0.092 48.91 48.91 116.40 104.76 1.65 1.00 5.60 60.95 60.95 0.666 0.076 69.79 48.91 69.79 116.40 104.76 1.06 1.00 4.66 60.95 60.95 0.595 0.169 62.37 62.37 116.40 104.76 1.44 1.00 10.27 60.95 60.95 0.467 0.092 48.91 48.91 116.40 104.76 1.65 1.00 5.60 60.95 60.95 0.666 0.076 69.79 48.91 69.79 116.40 104.76 1.06 1.00 4.66 60.95 60.95 0.595 0.169 62.37 62.37 116.40 104.76 1.44 1.00 10.27 60.95 60.95 0.467 0.666 0.595 0.092 0.076 0.169 48.91 69.79 48.91 62.37 48.91 116.40 104.76 1.65 1.00 5.60 60.95 60.95 69.79 116.40 104.76 1.06 1.00 4.66 60.95 60.95 62.37 116.40 104.76 1.44 1.00 10.27 60.95 60.95 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. " +" Defl Location in Span 1 0.0000 0.000 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Dell Location in Span 0.0000 0.000 Max. Upward Defl Location in Span D Only L Only D+L 1.3228 0.4078 1.7306 14.430 14.291 14.430 Vertical Reactions - Unfactored Support notation : Far left is #1 0.0000 0.0000 0.0000 0.000 0.000 0.000 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum D Only L Only D4 Steel Section Properties : Depth = Web Thick Flange Width Flange Thick Area Weight Kdesign K1 rts Ycg 5.433 4.113 1.320 5.433 W10X33 9.730 in 0.290 in 7.960 in 0.435 in 9.710 in62 33.053 plf 0.935 in 0.750 in 2.200 in 4.865 in 9.815 7.667 2.148 9.815 Ixx Sxx Rxx Zx Iyy Syy Ryy Zy rT 171.00 in64 35.00 in "3 4.190 in 38.800 4n63 36.600 in64 9.200 in63 1.940 in 14.000 in83 2.140 in Cw Wno Sw Qf Qw 0.583 inA4 = 791.00 in66 18.500 in62 16.000 in44 7.750 in63 18.900 in "3 6 se 66 44 22 BEAM- -s» 2.64 5.41 8,19 10.96 13.74 16.51 1929 22 0S 24.84 27.61 Distance (k) • +1.41)8 • •1.20D +D.50L. +1.6DL +1.60N • +1.2DD +1.6Dl +D.SD5+1.60M • +1.2DD.1.6D1. +0 SDL • +1.180 +5 55L+1 650 • .1.200 +15.5DL..D.SDL +1.60W • +1.108 +D.SDL +0.505 +1.6DW • +1.200+D.SDL +8.2115• Steel Beam Lic. # : KW- 06006053 Description : (E) W10x33 Beam (C) [B7] File: Z:1 DatalStoragelComerstonelEngineeringlAT8T1 _2012112 -13054 WA094 Tukwila BAT\Calcsttukwila bat.ec6 ,,.ENERGALC, INC. 1983 -2011, Bui0;6;11:12.7, Vec6.11.12.7 Licensee : CORNERTSTONE ENGINEERING INC. 7 2 BEAM - ->a -3 •8 -13 1 L t__ 1 2 .64 5.41 8.19 10.96 13.74 16.51 19.29 22.06 24.84 27.61 Distance (ft) • +1.400 • •1.200 +D.SDL. +1.6D1+1.6DH • +1.2DD•1.6DL +15.5D5 +1.609 • +1.210 +1.601.+D.5DL • ♦1.200 +D.SSL +1.6DS • +1.20D +O.5D1..+D.5DL +1.6DW • +1.2DD•D.SDL +D.SD5+1.6OW • ♦1.2DD+11.50L+D.2DS• BEAM--» -0.4 :::s" -0.9 2 -1.3 •1.8 2.64 5.41 8.19 10.96 13.74 Distance (ft) ■DO.y•LO.y•D +l 16.51 19.29 22.06 24.84 27.61 EICQFNEFIS1rc3NE N G I N E E R I N G. I N C. project by location date sheet no. 33i client checked date CEI job no. 3 E ( D ) . C,N ECk \,J 10 , [6q WZf tI WTe 2 uTr .to re Ire 2•Ss 1°- tOifttitia DV. VACC k 5 ! ( KIN 1 • R \3 r(901° • Rte LL 2\ P\N LY . %ER \3 \, x GVCI : O.y ' 6 5 • e) .(t,E(101131.01 AN1051.$) • 0` I ' Lo�S WamINM' ruaty�k\. c.?ow\ VRv.Uzokx r : QZ_ (oq`e ll' = s Z3t6 zn L (601 , Pw . �,, �b IL Ot_ "' \10 '1 ; _23 `k0'b �eot ' I �glty gib-- 10'70' P+o1ak_ V\ I b R11- 1-LiA(01' R,D� 1V442'6 , Rz«= 3'7S'b °L-∎- ut ,ID,t'Z • ECOFINERSYONE E N G I N E E R I N G . I N C. project by location date sheet no. 3H i client checked date CEI job no. M : 0, •114 < 1.0 O k 0 60 (E" \3'bx2L, L1%1 BEPtil\ Ts: ADS- QuPSTE,. 7.0 s& Wt PoPSED. UItiM .`n1T NE F.10 LaY Nve N 1) ?l- 1 Fa S i-ve L,O6D cow tvo., OF S U S \zyr.t►J (, . iss LL LO p,DS \-\.\\) � TZ, Q�S FAR ILO i cy. •Votlt\) StteelriBe 111 Lic. # : KW- 06006053 Description : (E) W10x26 Beam [B8] Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam bracing is defined Beam -by -Beam Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7 -05 Unbraced Lengths Span # 1, Defined Brace Locations, First Brace at 1.50 ft, Second Brace at 16.50 ft, Third Brace at ft File: Z 1DatalSterage1ComerstonelEngirieenngWT &t2012112- 13054 :WA094„Tukwda'BA1wCalcsltukwila bat e0 ,;: ^r • ' • :ENERCAL'C.INC.z 1983. 201 'PBiId; 6`_1112.7,�U,er611127:, Licensee : CORNERTSTONE ENGINEERING INC. Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7 -05 Fy : Steel Yield : 36.0 ksi E: Modulus : 29,000.0 ksi D(0.64) D(0.52) + V V + + D(7.667) L(2.148) D(0.64) + * v v D(5.694) L(2.148) Span = 18.0 ft W10X26 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load: D= 7.667, L = 2.148 k a 1.50 ft Uniform Load : D = 0.640 k/ft, Extent = 3.0 -» 5.50 ft, Tributary Width = 1.0 fl Uniform Load : D = 0.520 k/ft, Extent = 5.50 -» 8.0 ft, Tributary Width = 1.0 fi Uniform Load : D = 0.640 k/ft, Extent = 8.0 -» 10.50 ft, Tributary Width = 1.0 ft, (R7' Point Load : D = 5.694, L = 2.148 k 16.50 ft, (R9) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.544: 1 Maximum Shear Stress Ratio = 0.278 : 1 Section used for this span W10X26 Section used for this span W10X26 Mu : Applied 36.527 k -ft Vu : Applied 16.095 k Mn * Phi : Allowable 67.200 k -ft Vn ' Phi : Allowable 57.845 k Load Combination +1.20D+0.50Lr +1.60L +1.60H Load Combination +1.20D+0.50Lr +1.60L +1.60H Location of maximum on span 7.560ft Location of maximum on span 0.000 ft Span # where maximum 'occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.054 in Ratio = 4000 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.430 in Ratio = 502 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi *Vnx +1.40D Dsgn. L = 1.44 ft 1 0.251 0.255 21.23 21.23 93.90 84.51 1.67 1.00 14.77 57.84 57.84 Dsgn. L = 15.03 ft 1 0.538 0.254 36.60 16.38 36.60 75.63 68.07 1.09 1.00 14.72 57.84 57.84 Dsgn. L = 1.53 ft 1 0.194 0.188 16.38 16.38 93.90 84.51 1.59 1.00 10.89 57.84 57.84 +1.20D+0.50Lr +1.60L +1.60H Dsgn. L = 1.44 ft 1 0.274 0.278 23.14 23.14 93.90 84.51 1.67 1.00 16.09 57.84 57.84 Dsgn. L = 15.03 ft 1 0.544 0.277 36.53 19.20 36.53 74.67 67.20 1.08 1.00 16.05 57.84 57.84 Dsgn. L = 1.53 ft 1 0.227 0.221 19.20 19.20 93.90 84.51 1.59 1.00 12.77 57.84 57.84 +1.20D +1.60L+0.505 +1.60H Dsgn. L = 1.44 ft 1 0.274 0.278 23.14 23.14 93.90 84.51 1.67 1.00 16.09 57.84 57.84 Dsgn. L = 15.03 ft 1 0.544 0.277 36.53 19.20 36.53 74.67 67.20 1.08 1.00 16.05 57.84 57.84 Dsgn. L = 1.53 ft 1 0.227 0.221 19.20 19.20 93.90 84.51 1.59 1.00 12.77 57.84 57.84 +1.20D +1.60Lr+0.50L Dsgn. L = 1.44 ft 1 0.234 0.237 19.74 19.74 93.90 84.51 1.67 1.00 13.73 57.84 57.84 Dsgn. L = 15.03 ft 1 0.487 0.237 32.98 15.65 32.98 75.29 67.76 1.09 1.00 13.69 57.84 57.84 Dsgn. L = 1.53 ft 1 0.185 0.180 15.65 15.65 93.90 84.51 1.59 1.00 10.41 57.84 57.84 +1.20D+0.50L +1.60S Dsgn. L = 1.44 ft 1 0.234 0.237 19.74 19.74 93.90 84.51 1.67 1.00 13.73 57.84 57.84 Dsgn. L = 15.03 ft 1 0.487 0.237 32.98 15.65 32.98 75.29 67.76 1.09 1.00 13.69 57.84 57.84 Dsgn. L = 1.53 ft 1 0.185 0.180 15.65 15.65 93.90 84.51 1.59 1.00 10.41 57.84 57.84 +1.20D+0.50Lr+0.50L +1.60W tee I` Bead» Lic. # : KW- 06006053 Description : (E) W10x26 Beam [B8] Load Combination Max Stress Ratios ViT & File -Z IDattalStoragelCom- ersttielEngmeenng,\2012112 -13054 WfA094 Tukwda1BATlalcsltuk fla 6atec6 .,, "1.,�„; NERCALC: INC 1983 201W ,Budd 6111. 27, Ver611412j,7 Licensee : CORNERTSTONE ENGINEERING INC. Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi *Mnx Cb Rm VuMax Vnx Phi *Vnx Dsgn. L = 1.44 ft 1 0.234 0.237 19.74 19.74 93.90 84.51 1.67 1.00 13.73 57.84 57.84 Dsgn. L = 15.03 ft 1 0.487 0.237 32.98 15.65 32.98 75.29 67.76 1.09 1.00 13.69 57.84 57.84 Dsgn. L = 1.53 ft 1 0.185 0.180 15.65 15.65 93.90 84.51 1.59 1.00 10.41 57.84 57.84 +1.20D+0.50L+0.50S +1.60W Dsgn. L = 1.44 ft 1 0.234 0.237 19.74 19.74 93.90 84.51 1.67 1.00 13.73 57.84 57.84 Dsgn. L = 15.03 ft 1 0.487 0.237 32.98 15.65 32.98 75.29 67.76 1.09 1.00 13.69 57.84 57.84 Dsgn. L = 1.53 ft 1 0.185 0.180 15.65 15.65 93.90 84.51 1.59 1.00 10.41 57.84 57.84 +1.20D+0.50L+0.20S+E Dsgn. L = 1.44 ft 1 0.234 0.237 19.74 19.74 93.90 84.51 1.67 1.00 13.73 57.84 57.84 Dsgn. L = 15.03 ft 1 0.487 0.237 32.98 15.65 32.98 75.29 67.76 1.09 1.00 13.69 57.84 57.84 Dsgn. L = 1.53 ft 1 0.185 0.180 15.65 15.65 93.90 84.51 1.59 1.00 10.41 57.84 57.84 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. " +" Defl Location in Span 1 0.0000 0.000 0.0000 0.000 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.3762 8.730 0.0000 0.000 L Only 1 0.0540 9.090 0.0000 0.000 D+L 1 0.4301 8.730 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 12.696 9.927 D Only 10.548 7.779 L Only 2.148 2.148 D+L 12.696 9.927 Steel Section Properties : W10X26 Depth = 10.300 in Web Thick Flange Width Flange Thick Area Weight Kdesign K1 rts Ycg ▪ 0.260 in • 5.770 in • 0.440 in • 7.610 in82 = 25.904 plf • 0.740 in = 0.688 in • 1.580 in ▪ 5.150 in Ixx Sxx R xx Zx Iyy Syy Ryy Zy rT 144.00 104 J = 0.402 in84 27.90 in83 Cw = 345.00 inA6 4.350 in 31.300 in83 14.100 inA4 4.890 inA3 1.360 in 7.500 in83 1.540 in Wno Sw Qf Qw 14.200 inA2 9.030 in84 5.980 inA3 15.400 inA3 37 29 . 19 9 BEAM - -ss 1 .71 3S1 531 7.11 8.91 10.71 12.51 14.31 16.11 17.91 Distance (ft) • +1.41)D • +1.20D +D.501. +1.60L +1.6DM • +1.2DD +1.60\ +0.501 +1.609 • +1.2DD +1.6D1,•D.SDL • +1.2DD +D.S15L +1.6DS • +1.2DD +D.SDL.+D.SDL+1.6DW • +1.2DD +D.SDL +D.SD5 +1.60W • +1.21)D+0.SOL +9.205. r Steel °Beam Lic. # : KW- 06006053 Description : (E) W10x26 Beam [B8] File: Z:\ Data\ StoragelCornerstonelEngineeringlAT &T1 _2012112 -13054 WA094 Tukwila BAT1Calcsltukwila batec6 ENERCALC, INC 1983-2011, Build :6.11.12.7;.Ver :6.11.12.7 Licensee : CORNERTSTONE ENGINEERING INC. 16 L 2 BEAM---3.» -0 -13 i 1 .71 3.51 531 7.11 8.91 10.71 12.51 • 14.31 16.11 17.91 Distance (ft) ' • •I.4DD • +1.2DD +D.SOL. +I.6DL+1.6DN • +1.100+1.60L+D.SD5 +1.6DN • +1.100+1.601. +0.61L • +1.20D+0.SOL +1.605 • +1.2DD+0.5DL. +1).5DL +1.60W ■ +1.20D+D.S01.+0.505 +1.60W • +1.200 +0.SOL•D.2DS• BEAM - - -» -0.11 g -0.22 -033 -0.44 1.71 3.51 5.31 7.11 8.91 Distance (Ft) • DO•ly • LO•ly • D +l 10.71 12.51 14,31 16.11 17.91 a Project: WA094 Tukwila Date: May 7, 2012 Client: AT &T Prepared By: J. Ricardi CEI No.: 12 -13054 Page 3'% References 1) Minimum Design Loads for Buildings and Other Structures, American Society of Civil Engineering (ASCE 7 -05), 2006. 2) International Building Code (IBC 2009), International Code Council, 2009. 3) Manual of Steel Construction, American Institute of Steel Construction, Inc., 13th Ed., 2005. 4) National Design Specification for Wood Construction (NDS 2005), American Wood Council, 2005. 5) Structural Engineering Library Version 6.12.03.12, EnerCalc Engineering Software, 2011. 16928 Woodinville - Redmond Rd NE, Suite 21'0 Woodinville, WA 98072 Email: cei @cornerstone - engr.com Web: www.cornerstone- engr.com CORNERS-TONE E N G I N E E R I N G , I N C. Phone: (425) 487 -1732 (206) 250 -7306 Fax: (425) 487 -1734 12 -03 -2012 City of Tukwila hrti: Haggerton, Mayor Departrent of Community Development Jack Pace, Director SUNNY AUSINK 111 S JACKSON ST, SUITE 200 SEATTLE WA 98104 RE: Permit No. D12 -174 AT &T 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 01/21/2013. 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 01/21/2013, 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, 04-41)( fer Marshall it Technician File: Permit File No. DI2 -174 6300 Southceriter Boulevard Suite- #100'• 'Ta kwila, Washington 98188• Phone 206-431 -3670 • Fcxx 206431 -3665 PENT GULM1G�PY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -174 DATE: 05 -23 -12 PROJECT NAME: AT &T MOBILITY SITE ADDRESS: 16500 SOUTHCENTER PY X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued DEEPPARTMEqNTS: Bu�ldin �Divi Public Works 41Alk RA- ire Prevention Structural (girt), ,V9, arming Division n Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete n DUE DATE: 05-24 -12 Not Applicable n 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 Structural Review Required No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved n Approved with Conditions Notation: REVIEWER'S INITIALS: DUE DATE: 06 -21 -12 Not Approved (attach comments) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 Contractors or Tradespeople Prrer Friendly Page General /Specialty Contractor A business registered as a construction contractor with LEI 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 WESTOWER COMMUNICATIONS INC UBI No. 601979870 Phone 4078521755 Status Active Address 9961 Sidney Hayes Rd License No. WESTOCI975J8 Suite /Apt. License Type Construction Contractor City Orlando Effective Date 4/28/2003 State FL Expiration Date 12/14/2012 Zip 32824 Suspend Date County Out Of State Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company Other Associated Licenses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status SPECTNS983B2 SPECTRASITE NETWORK SRVCS INC Construction Contractor General Unused 1/22/2002 12/7/2004 Archived SPECTCI011RN SPECTRASITE CONSTRUCTION INC Construction Contractor General Unused 12/15/1999 12/7/2002 Archived WESTOCI0770C WESTOWER COMMUNICATIONS INC COMMUNIC Construction Contractor General Unused 9/3/1993 6/1/2000 Archived Business Owner Information Name Role Effective Date Expiration Date PAYNE, CALVIN JAY Director 03/07/2011 Amount JARVIS, MIKE ARTHUR President 01/26/2011 20ECS000527 CARR, MICHAEL DOUGLAS Treasurer 01/26/2011 BARKER, J JOHN EDWARD Vice President 01/26/2011 HARTFORD FIRE INS CO MARTIN ICH, MATTHEW Vice President 08/04/2003 01/26/2011 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 1 HARTFORD FIRE INSURANCE 52BSBAD6506 04/02/2003 Until Cancelled $12,000.00 04/28/2003 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 5 Hartford Casualty Ins Co 20ECS000527 12/31/2011 12/31/2012 $1,000,000.00 01/13/2012 4 HARTFORD FIRE INS CO 20ECSQU527 12/31/2007 12/31/2011 $1,000,000.00 12/20/2010 3 TWIN CITY FIRE 2QUENQUO522 12/31/2005 12/31/2007 $1,000,000.00 01/02/2007 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/Printaspx 07/25/2012 PLANNING APPROVED • No changes can be made. to thews plans without approval from the Planning Division of DCD APProved Y.' r V i S_ D� `) (l— - PROJECT CONSULTANTS: VICINITY MAP TUKWILA 16500 SOUTHCENTER PARKWAY TUKWILA, WA 98188 KING COUNTY WA094 GENERAL LOCATION MAP 1-� :.� viii ��FCP: ��. %'�' .)chanica! �..7 i c,rical numbing riKas Piping C °7 of Tukwila I"�I.4z°,;i " ..G DIVISION P!^ r„ "iew approval is subject to errors and omissions. c construction documents does not authonza of any adopted code or ordinance. Receipt rj L oVeci Meld (bpy a • r, i`. ns is acknowledged: /1 By_ Date: WESER COMMUNICATIONS PLANS PREPARED BY: REVISIONS No changes sha de to thy+ scope of wort( without prior e,pprov J of 1\117777: i ,',ding Divi3i air .;n-J rlil t';. i°J.Q pir� 3 � �, a n�.�� ,iaa �A,s�n,;tfi,7I a y i� „�� addf!ional PROJECT INFORMATION IM'ItlH. APPLICANT: AT &T MOBILITY CORPORATION 16221 NE 72nd WAY, RTC 3 P.O. BOX 97061 REDMOND, WA 98052 PROJECT ENGINEER: CORNERSTONE ENGINEERING, INC. 16928 WOODINVILLE - REDMOND RD N.E. SUITE 210 WOODINVILLE, WA 98072 MARK W OLSON, P.E. PH: (425) 487 -1732 FAX: (425) 487 -1734 DRIVING DIRECTIONS FROM AT &T MOBILITY IN REDMOND: HEADING WEST ON SR -520 WEST TOWARDS SEATTLE. TAKE THE 1 -405 SOUTH EXIT TOWARDS RENTON. TAKE THE SOUTHCENTER BLVD EXIT TOWARDS SOUTHCENTER MALL. TURN RIGHT ON 61ST AVENUE S. TURN RIGHT ON SOUTHCENTER PKWY, ARRIVE AT 16500 SOUTHCENTER PKWY ON THE LEFT CODE INFORMATION: ZONING CLASSIFICATION: TUKWILA URBAN CENTER BUILDING CODE: IBC 2009 CONSTRUCTION TYPE: TELECOMMUNICATIONS OCCUPANCY: UNOCCUPIED JURISDICTION: TUKWILA PROPOSED BUILDING USE: TELECOMM PROPERTY OWNER: CHA SOUTHCENTER LLC 16500 SOUTHCENTER PARKWAY TUKWILA, WA 98188 PROJECT CONSULTANTS: WESTOWER COMMUNICATIONS, INC. 7525 SE 24TH ST, SUITE 500 MERCER ISLAND, WA 98040 SITE ACQUISITION: HEATHER WASNICK (918) 852 -0693 hwasn ick @westower.com PROJECT MANAGER: MARK RAINEY (425) 306 -6865 m ra i n ey @wes tower. com PERMITTING AGENT: SUNNY AUSINK (206) 342 -6390 sausink @ptswa.com APPROVAL /SIGN OFF OF CONSTRUCTION DRAWINGS CONSULTANT GROUP SIGN OFF DATE SIGNATURE AT &T SIGN OFF DATE SIGNATURE CONSTRUCTION COORDINATOR RF ENGINEER LANDLORD'S REPRESENTATIVE INTERCONNECT PROJECT MANAGER OPERATIONS SITE ACQUISITION COMPLIANCE ZONING CONSTRUCTION MANAGER ' PROJECT MANAGER REVIEWERS SHALL CLEARLY PLACE INITIALS ADJACENT TO EACH REDLINE NOTE AS DRAWINGS ARE BEING REVIEWED SITE LOCATION: (BASED ON NAD 83) LATITUDE: 47 °27'15.36" N (47.4542) LONGITUDE: 122 °15'38.34" W (122.2606) TOP OF STRUCTURE: 104.7' (BUILDING) BASE OF STRUCTURE: 33.4' AMSL PROJECT AREA: 60 SQ. FT. GENERAL INFORMATION: 1. PARKING REQUIREMENTS ARE UNC 2. TRAFFIC IS UNAFFECTED. 3. NO SIGNAGE IS PROPOSED. PARCEL NUMBER: 6437300020 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 AT &T WIRELESS, LLC. SERVICES IS STRICTLY PROHIBITED. PROJECT DESCRIPTION: THIS PROPOSAL IS FOR THE MODIFICATION OF AN EXISTING UNMANNED TELECOMMUNICATIONS FACILITY, CONSISTING OF ADDING (1) BATTERY CABINET, AND (1) RECTIFIER INTO AN EXISTING POWER CABINET MOUNTED ON A EXISTING EQUIPMENT PLATFORM. DRAWING INDEX DWG. DESCRIPTION NO. T -1 TITLE SHEET G -1 GENERAL NOTES A -1 SITE PLAN A -1.1 EXISTING & PROPOSED ENLARGED SITE PLANS A -2 EXISTING & PROPOSED EAST ELEVATIONS A -2.1 EXISTING & PROPOSED WEST ELEVATIONS A -3 EQUIPMENT DETAILS A -4 BATTERY SYSTEM REQUIREMENTS E -1 ELECTRICAL SCHEMATIC E -2 SCHEMATIC GROUNDING PLAN E -3 ELECTRICAL & GROUNDING DETAILS LEGAL DESCRIPTION OUTBACK STEAK HOUSE -BSP REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 0 2012 ''..pp Ai- lL City of Tukwila BUILDING DIVISION Dig -i��► _ CORNERSTONE ENGINEERING, INC. 16928 WOODINVILLE - REDMOND RD NE, SUITE 210 WOODINVILLE, WA 98072 PHONE: 425.487.1732 FAX: 425.487.1734 EMAIL: cei @comerstone- engr.com WWW.CORNERSTONE- ENGR.COM PROJECT INFO: WA094 TUKWILA 16500 SOUTHCENTER PARKWAY TUKWILA, WA 98188 KING COUNTY ISSUED FOR ._REV: =DATE: CONSTRUCTION ISSUED FOR: Y: '—DRAWN BY: — : CURRENT ISSUE DATE L 05-; LICENSURE: APV.: LJS JDG MWO CEI JOB NUMBER: 12 -13054 A 05 -21 -12 PERMIT LJS A 05 -04 -12 CLIENT REVIEW LJS '—DRAWN BY: — : CURRENT ISSUE DATE L 05-; LICENSURE: APV.: LJS JDG MWO 05-21-12 DRAWING INFORMATION: DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION. THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS STRICTLY PROHIBITED. `DRAWING TITLE: _DRAWING NUMBER: TITLE SHEET 0 CEI JOB NUMBER: 12 -13054 GENERAL NOTES: 1. DRAWINGS ARE NOT TO BE SCALED, WRITTEN DIMENSIONS TAKE PRECEDENCE, THIS SET OF DOCUMENTS IS INTENDED TO BE USED FOR DIAGRAMMATIC PURPOSES ONLY, UNLESS NOTED OTHERWISE. THE GENERAL CONTRACTOR'S SCOPE OF WORK SHALL INCLUDE FURNISHING ALL MATERIALS, EQUIPMENT, LABOR, AND ANY REQUIREMENTS DEEMED NECESSARY TO COMPLETE PROJECT AS DESCRIBED IN THE DRAWINGS AND OWNERS PROJECT MANUAL. 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 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. 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. 4. 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. 5. 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. 6. 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. 7. GENERAL CONTRACTOR SHALL PROVIDE, AT THE PROJECT SITE, A FULL SET OF CONSTRUCTION DOCUMENTS UPDATED WITH THE LATEST REVISIONS AND ADDENDA OR CLARIFICATIONS FOR USE BY ALL PERSONNEL INVOLVED WITH THE PROJECT. THIS SET IS A VALID CONTRACT DOCUMENT ONLY IF THE TITLE SHEET IS STAMPED "FOR CONSTRUCTION" AND EACH SUCCESSIVE SHEET BEARS THE ARCHITECTS SIGNED WET STAMP. 8. THE STRUCTURAL COMPONENTS OF ADJACENT CONSTRUCTION OR FACILITIES ARE NOT TO BE ALTERED BY THIS CONSTRUCTION PROJECT UNLESS NOTED OTHERWISE. 9. 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. 10. CONTRACTOR TO PROVIDE A PORTABLE FIRE EXTINGUISHER WITH A RATING OF NOT LESS THAN 2 -A OR 2 -A10BC WITHIN 75 FEET TRAVEL DISTANCE TO ALL PORTIONS OF PROJECT AREA DURING CONSTRUCTION. 11. 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. 12. 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. 13. 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. 14. THE CONTRACTOR SHALL PERFORM WORK DURING OWNER'S PREFERRED HOURS TO AVOID DISTURBING NORMAL BUSINESS. 15. THE CONTRACTOR SHALL PROVIDE AT &T WIRELESS, LLC. PROPER INSURANCE CERTIFICATES NAMING AT &T WIRELESS, LLC. AS ADDITIONAL INSURED, AND AT &T WIRELESS, LLC. PROOF OF LICENSE(S) AND PE & PD INSURANCE. 16. CONTRACTOR SHALL BE RESPONSIBLE FOR SCHEDULING AND COORDINATING ALL INSPECTIONS. 17. 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. DIAL 811 18. CONTRACTOR TO DOCUMENT ALL WORK PERFORMED WITH PHOTOGRAPHS AND SUBMIT TO AT &T WIRELESS, LLC. ALONG WITH REDLINED CONSTRUCTION SET. 19. CONTRACTOR TO DOCUMENT ALL CHANGES MADE IN THE FIELD BY MARKING UP (REDLINING) THE APPROVED CONSTRUCTION SET AND SUBMITTING THE REDLINED SET TO AT &T WIRELESS, LLC. UPON COMPLETION. 20. FOR COLLOCATION SITES: CONTACT TOWER OWNER REPRESENTATIVE FOR PARTICIPATION IN BID WALK. 21. 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. 22. ANY SUBSTITUTIONS OF MATERIALS AND /OR EQUIPMENT, MUST BE APPROVED BY AT &T CONSTRUCTION MANAGER. 23. 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 CONTRACTORS WARRANTY FOR MOISTURE PENETRATION OR AND OTHER FUTURE BREACH OF ROOFING INTEGRITY. 24. 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 PHOTO SIMULATIONS ARE PROVIDED, THE CONTRACTOR SHALL ENSURE THAT FINAL CONSTRUCTION REPRESENTS WHAT IS INDICATED IN PHOTO SIMULATIONS. SHOP DRAWINGS SHALL BE PROVIDED TO THE GENERAL CONTRACTOR, CONSTRUCTION COORDINATOR, AND ARCHITECT PRIOR TO FABRICATION AND CONSTRUCTION. GENERAL NOTES (CONT'D): 25. 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. 26. 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 AT &T PROJECTS. RECOMMENDED MANUFACTURE SHALL BE: PANDUIT CORP. METAL LOCKING TIES MODEL NO. MLT4S -CP UNDER SERIES -304 (OR EQUAL). PANDUIT PRODUCT DISTRIBUTED BY TRIARC OF TACOMA, WA. 1. DESIGN CRITERIA: THE STRUCTURAL DESIGN OF THIS PROJECT IS IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE 2009 WITH WASHINGTON STATE BUILDING CODE AMENDMENTS (IBC 2009) 2. DESIGN LOADS: DESIGN DATA FOR CITY OF TUKWILA, WA: -ROOF SNOW LOAD -BASIC WIND SPEED -WIND EXPOSURE 25 psf 85 MPH (3 SEC GUST) B CODE COMPLIANCE: ALL WORK AND MATERIALS SHALL BE PERFORMED AND INSTALLED IN ACCORDANCE WITH THE CURRENT EDITIONS OF THE FOLLOWING CODES AS ADOPTED BY THE LOCAL GOVERNING AUTHORITIES. NOTHING ON THESE PLANS IS TO BE CONSTRUCTED TO PERMIT WORK NOT CONFORMING TO THESE CODES: 2009 INTERNATIONAL BUILDING CODE 2009 INTERNATIONAL MECHANICAL CODE 2009 NFPA 54 - NATIONAL FUEL GAS CODE (PROPANE INSTALLATIONS ONLY) 2008 NFPA 58 - LIQUEFIED PETROLEUM GAS CODE (PROPANE INSTALLATIONS ONLY) LOCAL BUILDING CODE ORDINANCES 2009 WASHINGTON STATE ENERGY CODE ICC /ANSI A117.1 -2006 2009 INTERNATIONAL EXISTING BUILDING CODE WITH STATE WIDE AMENDMENTS FOUND IN THE IBC 2009 INTERNATIONAL RESIDENTIAL CODE 2009 INTERNATIONAL FUEL GAS CODE 2009 INTERNATIONAL FIRE CODE 2009 UNIFORM PLUMBING CODE 2008 NFPA 70 NATIONAL ELECTRICAL CODE 2012 NATIONAL ELECTRIC SAFETY CODE 2009 ANSI / TIA / EIA - 222 - G NFPA -101 - LIFE SAFETY CODE CONCRETE NOTES: 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 IBC 2009. 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 C. CONCRETE WALLS 28 DAY STRENGTHS W/C (f c) RATIO 2,400 PSI ' .45 4,000 PSI < .45 4,000 PSI .45 CEMENT SHALL BE ASTM C150, PORTLAND CEMENT TYPE II U.N.O. MINIMUM CEMENT CONTENT PER CUBIC YARD 3. THE GENERAL CONTRACTOR SHALL SUPERVISE AND BE RESPONSIBLE FOR THE METHODS AND PROCEDURES OF CONCRETE PLACEMENT. 5 1/2 SACKS 6 1/2 SACKS 6 1/2 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 IBC 2009. 5. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1), 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 SURFACES, EARTH FACE - FORMED SURFACES EXPOSED TO EARTH OR WEATHER ( #6 BARS OR LARGER) ( #5 BARS OR SMALLER) - SLABS AND WALLS (INTERIOR FACE) 11. BARS SHALL BE SUPPORTED ON CHAIRS OR DOBIE BRICKS. 12. ANCHOR BOLTS TO CONFORM TO ASTM A307. 3" 2" 1 1/2" 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.I. "SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" LATEST EDITION. SUPERVISION SHALL BE IN ACCORDANCE WITH IBC 2009 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. WIDE FLANGE SHAPE B. OTHER SHAPE, PLATES AND ROD C. PIPE COLUMNS D. STRUCTURAL TUBING E. ANCHOR BOLTS F. CONNECTION BOLTS ASTM A992, Fy 50 KSI ASTM A36, Fy 36 KSI ASTM A53, Fy 35 KSI ASTM A500, Fy 46 KSI ASTM A307 ASTM A325 4. ALL MATERIAL TO BE HOT DIPPED GALVANIZED AFTER FABRICATION PER A123/A123M -00. 5. ALL WELDING SHALL BE IN CONFORMANCE WITH A.I.S.I. 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.I. "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 & 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 PROPOSED TOWER/POLE CAN SUPPORT THE PROPOSED ANTENNA LOADING IS TO BE DONE BY OTHERS. 2. PROVIDE SUPPORTS FOR THE ANTENNA COAX CABLES TO THE ELEVATION OF ALL INITIAL AND FUTURE ANTENNAS. ANTENNA COAX CABLES ARE TO BE SUPPORTED AND RESTRAINED AT THE CENTERS SUITABLE TO THE MANUFACTURERS REQUIREMENTS. 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 %z" 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 SYMBOLS AND ABBREVIATIONS A/C AIR CONDITIONING AGL ABOVE GRADE LEVEL APPROX APPROXIMATELY BLDG BLK CLG CLR CONC CONST CONT DBL DIA DIAG DN DET DWG EA EL ELEC EQ EQUIP EXT FIN FLUOR FLR FT GA GALV GC GRND GYP BD HORZ HR HT HVAC ID IN INFO INSUL INT IBC BUILDING BLOCKING CEILING CLEAR CONCRETE CONSTRUCTION CONTINUOUS DOUBLE DIAMETER DIAGONAL DOWN DETAIL DRAWING EACH ELEVATION ELECTRICAL EQUAL EQUIPMENT EXTERIOR FINISH FLUORESCENT FLOOR FOOT GAUGE GALVANIZED GENERAL CONTRACTOR GROUND GYPSUM WALL BOARD HORIZONTAL HOUR HEIGHT HEATING VENTILATION AIR CONDITIONING INSIDE DIAMETER INCH INFORMATION INSULATION INTERIOR INTERNATIONAL BUILDING CODE T P T P COAX COAX (E) LBS POUNDS MAX MECH MTL MFR MGR MIN MISC NA NIC NTS MAXIMUM MECHANICAL METAL MANUFACTURE MANAGER MINIMUM MISCELLANEOUS NOT APPLICABLE NOT IN CONTRACT NOT TO SCALE OC ON CENTER OD OUTSIDE DIAMETER PLYWD PROJ PROP PT REQ RM RO SHT SIM SPEC SF SS STL STRUCT STD SUSP THRU TNNG TYP PLYWOOD PROJECT PROPERTY PRESSURE TREATED REQUIRED ROOM ROUGH OPENING SHEET SIMILAR SPECIFICATION SQUARE FOOT STAINLESS STEEL STEEL STRUCTURAL STUD SUSPENDED THROUGH TINNED TYPICAL UNO UNLESS NOTED OTHERWISE VERT VERTICAL VIF VERIFY IN FIELD W/ W/O WP WITH WITHOUT WATER PROOF TELEPHONE POWER GROUND WIRE COAXIAL CABLE ANTENNA CENTERLINE EXISTING DETAIL NUMBER SHEET NUMBER SPECIAL INSPECTIONS: SPECIAL INSPECTIONS IN ACCORDANCE WITH IBC 2009 SECTION 1704. SOILS /GEOTECHNICAL: ❑ SHORING INSTALLATION AND MONITORING ❑ OBSERVE AND MONITOR EXCAVATION ❑VERIFY SOIL BEARING psf BEARING ❑SUBSURFACE DRAINAGE PLACEMENT ❑VERIFY FILL MATERIAL AND COMPACTION ❑VERIFY CONDITIONS AS ANTICIPATED ❑ PILE PLACEMENT (AUGER CAST /DRIVEN PILE) D OTHER REINFORCED CONCRETE: ❑REINFORCING STEEL AND CONCRETE PLACEMENT ❑ PRESTRESSED /PRECAST CONCRETE FABRICATION AND ERECTION ❑BATCH PLANT INSPECTION ❑ SHOTCRETE ❑ GROUTING D OTHER STRUCTURAL STEEL: i ❑ FABRICATION AND SHOP WELDS ❑ ERECTION AND FIELD WELDS AND BOLTING DOTHER STRUCTURAL ALUMINUM: ❑FABRICATION AND SHOP WELDS ❑ERECTION AND FIELD WELDS AND BOLTING DOTHER REVIEWED FOR CODE COMPLIANCE APPROVED STRUCTURAL MASONRY: ❑CONTINUOUS :PERIODIC ❑ OTHER: JUN 2 0 2012 City of Tukwila BUILDING DIVISION ANCHORING TO CONCRETE: ❑ BOLTS INSTALLED IN CONCRETE RECEIVED ❑POST- INSTALLATION ADHESIVE ANCHORS MAY 23 2012 ❑ POST- INSTALLATION MECHANICAL ANCHORS PERMIT CENTER PROJECT CONSULTANTS: _ PLANS PREPARED BY: WES TOWER COMMUNICAT IONS _ ,_jCORNERSTONE ENGINEERING. INC. 16928 WOODINVILLE - REDMOND RD NE, SUITE 210 WOODINVILLE, WA 98072 PHONE: 425.487.1732 FAX: 425.487.1734 EMAIL: cei @cornerstone -engr.com WWW.CORNERSTONE- ENGR.COM =PROJECT INFO WA094 TUKWILA 16500 SOUTHCENTER PARKWAY TUKWILA, WA 98188 KING COUNTY - ISSUED FOR- -REV: =DATE: ISSUED FOR: CONSTRUCTION Y: CHK.. -DRAWN BY: CURRENT ISSUE DATE: _ LICENSURE: APV.: LJS 1 JDG I MWO A 05 -21 -12 PERMIT LJS A 05 -04 -12 CLIENT REVIEW LJS CHK.. -DRAWN BY: CURRENT ISSUE DATE: _ LICENSURE: APV.: LJS 1 JDG I MWO 05 -21 -12 = DRAWING INFORMATION: DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION. THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS STRICTLY PROHIBITED. -DRAWING TITLE: _DRAWING NUMBER: GENERAL NOTES G.1 CEI JOB NUMBER: 12 -13054 THIS IS NOT A SURVEY ALL INFORMATION AND TRUE NORTH HAVE BEEN OBTAINED FROM EXISTING DRAWINGS AND ARE APPROXIMATE. 1 1 \ 1 1 1 1 TL# 5379200290 TL# 5379200282 ADJACENT ZONING ZONE: TUC TL# 5379200300 1 1 SOUTHCENTER PKWY 1 1 1 1 1 1 TL# 2623049021 PROPERTY LINE 255.51'± N89 °45'58 "W ASPHALT PARKING PROPERTY LINE 197.67'± N89 °45'58 "W 1 TL# 2623049104 ADJACENT ZONING ZONE: TUC ±I ti 0 `4"I w IM W LO Z to J N >_ o I— 0 o w al °el 0_ -- 1 TL# 2623049102 1 PROPERTY LINE 350'± S89° 45' 58" E ASPHALT PARKING 1 1 (E) NATIVE GRASS -1-I I I I `i ..1- ►r l I VI 1 i- 11.1,1 I TL# 6437300020 291,927 SQ. FT. 6.7 ACRES 1111111111111111111-1- (E) BUILDING F11 1 11111111111111 11 1- TL# 2623049137 (E) BUILDING 1 111111 1 1 1 1111111� 11 111111111111fi ASPHALT PARKING PROPERTY LINE 407.84'± S89° 45' 58" E ADJACENT ZONING ZONE: TUC TL# 2623049128 - (E) TREE (TYP) TL# 2623049005 ADJACENT ZONING ZONE: TUC 1 TL# 2623049062 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 0 2012 City of Tukwila BUILDING DIVISION RECEIVED MAY 232012 PERMIT CENTER PLAN NORTH SITE PLAN 22x34 SCALE: 1" = 50' -0" 111x17 SCALE: 1" = 100' -0" 1 - PROJECT CONSULTANTS: WES TOWER COMMUNICATIONS _ PLANS PREPARED BY: _�E CORNERS -TONE ENGINEERING, I N C . 16928 WOODINVILLE - REDMOND RD NE, SUITE 210 WOODINVILLE, WA 98072 PHONE: 425.487.1732 FAX: 425.487.1734 EMAIL: cei @cornerstone- engr.com WWW.CORNERSTONE- ENGR.COM = PROJECT INFO: WA094 TUKWILA 16500 SOUTHCENTER PARKWAY TUKWILA, WA 98188 KING COUNTY - ISSUED FOR: _ REV: =DATE: CONSTRUCTION ISSUED FOR -DRAWN BY: CURRENT ISSUE DATE: LICENSURE: CHK.: APV.: I LJS CEI JOB NUMBER: 12 -13054 I JDG I MWO I A 05 -21 -12 PERMIT LJS A 05 -04 -12 CLIENT REVIEW LJS -DRAWN BY: CURRENT ISSUE DATE: LICENSURE: CHK.: APV.: I LJS CEI JOB NUMBER: 12 -13054 I JDG I MWO I 05 -21 -12 = DRAWING INFORMATION: DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION. THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS STRICTLY PROHIBITED. -DRAWING TITLE: SITE PLAN NUMBER. A-1 0 CEI JOB NUMBER: 12 -13054 W PROPOSED ARGUS TE40 BATTERY CABINET 4 A -3 PROPOSED L4x4x1/4 ..y 1' J: 1, 111111111111111111111111 CV 0 N 111111111111111111111111111111111 11111 11 1111111111111111111111 111 11 &1 111 1111111111111111111111111 (E) NOKIA CABINET (E) NOKIA CABINET (E) UMTS CABINET _ ____m_u_m_ • III11 lumil U. 1hrtrari :.. 1 • misommummaingi 1IiiII1IIJ rplummunummusi _ 1IuIflhIi1I11ii Ui I!11�®III UiiIiiP - iIUIfIIIIE1_i IiHI ;1iiI1FOiff uI II11iiLiIi 1 ��i�illE1�� IIIH`I.11111i!; ° �� L! 1II!�i! -'1 I NEWEEMI -- MEE -111- 11" (E) TE40 BATTERY CABINET '4/ 111111111111111111111111 1111111111111111111111111111111111111111111111111111 11111111111111[11 11111111111111 111 111111111111 (E) TE21 POWER CABINET (E) TE40 BATTERY CABINET (E) E EQUIPMENT PLATFORM - (E) HOFFMAN BOX 19' -8" 27' -9" (E) ROOF MOUNTED COAX CABLE TRAY ADD (1) RECTIFIER IN (E) ARGUS POWER CABINET (E) SERVICE LIGHT (E) TELCO BOX (E) SERVICE PANEL (E) XFMR PLAN NORTH CV 0 N (E) NOKIA CABINET (E) NOKIA CABINET 1 (E) UMTS CABINET (E) EQUIPMENT PLATFORM (E) TE43 CABINET (E) TE40 BATTERY CABINET +t; ENE 11 11 HININE11111101001ii 11 LEIMMIEFinal } -f -f f _ f 1 (E) TE21 POWER CABINET (E) TE40 BATTERY CABINET see (E) HOFFMAN BOX 19' -8" 27' -9" (E) ROOF MOUNTED COAX CABLE TRAY pyL-t1H (E) SERVICE LIGHT (E) TELCO BOX (E) SERVICE PANEL (E) XFMR REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 0 2012 City of Tukwila BUILDING DIVISION RECEIVED MAY 232012 PERMIT CENTER PLAN NORTH PROPOSED ENLARGED SITE PLAN 22x34 SCALE: 3/8" = V-0" 111x17 SCALE: 3/16" = 1' -0" EXISTING ENLARGED SITE PLAN 22x34 SCALE: 3/8" = 1' -0" 111x17 SCALE: 3/16" = 1' -0" at &t Your world. Delivered. = PROJECT CONSULTANTS: WES TOWER COMMUNICATIONS PLANS PREPARED BY: 4 -. CORNERS -a-ONE ENGINEERING. INC. 16928 WOODINVILLE - REDMOND RD NE, SUITE 210 WOODINVILLE, WA 98072 PHONE: 425.487.1732 FAX: 425.487.1734 EMAIL: cei @cornerstone - engr.com WWW.CORNERSTONE- ENGR.COM = PROJECT INFO: WA094 TUKWILA 16500 SOUTHCENTER PARKWAY TUKWILA, WA 98188 KING COUNTY ISSUED FOR: _REV:: DATE: CONSTRUCTION ISSUED FOR: Y: CHK.: —DRAWN BY: CURRENT ISSUE DATE: _ LICENSURE: APV.: LJS 1 I JDG CEI JOB NUMBER: I MWO A 05 -21 -12 PERMIT LJS e 05 -04 -12 CLIENT REVIEW LJS CHK.: —DRAWN BY: CURRENT ISSUE DATE: _ LICENSURE: APV.: LJS 1 I JDG CEI JOB NUMBER: I MWO 05 -21 -12 = DRAWING INFORMATION: DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION. THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS STRICTLY PROHIBITED. — DRAWING TITLE: EXISTING & PROPOSED ENLARGED SITE PLANS - DRAWING NUMBER: A-1 • 1 0 CEI JOB NUMBER: 12 -13054 (E) ANTENNA MOUNT TOP OF (E) ANTENNA ARRAY -CDA.. PROPOSED ARGUS TE40 BATTERY CABINET (E) ARGUS TE21 POWER CABINET (E) ARGUS TE40 BATTERY CABINET EL 97' -2 "± TOP OF PENTHOUSE EL 96' -4 "± TOP OF (E) PARAPET AL EL 82' -6 "± TOP OF (E) GRATING AL EL 78' -3 "± TOP OF (E) ROOF AL EL 76' -0 "± GRADE EL 0' -0" (ASSUMED) PROPOSED EAST ELEVATION 22x34 SCALE: 3/32" = 1' -0" 111x17 SCALE: 3/64" = 1' -0" 2 (E) ANTENNA MOUNT TOP OF (E) ANTENNA ARRAY J \ .— - - -- (E) NOKIA CABINET (BEYOND) (E) UMTS CABINET (E) ARGUS TE21 POWER CABINET EL 97' -2 "± TOP OF PENTHOUSE Akk EL 96' -4 "± TOP OF (E) PARAPET EL 82' -6 "± TOP OF (E) GRATING AL EL 78' -3 "± TOP OF (E) ROOF AL EL 76' -0 "± REVIEW,: D FOR CODE COMPLIANCE APPROVED JUN 2 0 2012 City of Tukwila BUILDING DIVISION RECEIVED MAY 232012 PERMIT CENTER GRADE EL 0' -0" (ASSUMED) EXISTING EAST ELEVATION 22x34 SCALE: 3/32" = 1' -0" 111x17 SCALE: 3/64" =11-0" at&t Your world. Delivered. PROJECT CONSULTANTS: — PLANS PREPARED BY: WES TOWER COMMUNICATIONS _E CORNERSTONE ENGINEERING, INC. 16928 WOODINVILLE - REDMOND RD NE, SUITE 210 WOODINVILLE, WA 98072 PHONE: 425.487.1732 FAX: 425.487.1734 EMAIL: cei @cornerstone - engr.com WWW.CORNERSTONE- ENGR.COM = PROJECT INFO: WA094 TUKWILA 16500 SOUTHCENTER PARKWAY TUKWILA, WA 98188 KING COUNTY — ISSUED FOR: _REV: =DATE: — ISSUED FOR: CONSTRUCTION J BY. . —DRAWN BY: CURRENT ISSUE DATE: _ LICENSURE: CHK.: APV.: LJS 1 JDG I MWO A 05 -21 -12 PERMIT LJS A 05 -04 -12 CLIENT REVIEW LJS —DRAWN BY: CURRENT ISSUE DATE: _ LICENSURE: CHK.: APV.: LJS 1 JDG I MWO 05 -21 -12 = DRAWING INFORMATION: DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION. THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS STRICTLY PROHIBITED. DRAWING TITLE: _DRAWING NUMBER: EXISTING & PROPOSED EAST ELEVATIONS A.2 0 CEI JOB NUMBER: 12 -13054 TOP OF (E) ANTENNA ARRAY WV EL 97' -2 "± TOP OF PENTHOUSE EL 96' -4 "± TOP OF (E) PARAPET EL 82' -6 "± ATOP OF (E) GRATING EL 78' -3 "± TOP OF (E) ROOF PROPOSED ARGUS TE40 BATTERY CABINET EL 76' -0 "± jiik GRADE EL 0'-0" (ASSUMED) (E) NOKIA CABINET (E) ANTENNA MOUNT PROPOSED WEST ELEVATION 22x34 SCALE: 3/32" = 1' -0" 111x17 SCALE: 3/64" = 1' -0" 2 TOP OF (E) ANTENNA ARRAY EL 97' -2 "± TOP OF PENTHOUSE EL 96' -4 "± �j TOP OF (E) PARAPET (E) ARGUS TE21 POWER CABINET (BEYOND) LJ (E) ANTENNA MOUNT 112 -11 EL 82' -6 "± TOP OF (E) GRATING MY EL 78' -3 "± ilk TOP OF (E) ROOF MY EL 76' -0 "± jik GRADE EL 0' -0" (ASSUMED) (E) NOKIA CABINET REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 0 2012 City of Tukwila BUILDING DIVISION RECEIVED MAY 232012 PERMIT CENTER EXISTING WEST ELEVATION 22x34 SCALE: 3/32" = 1' -0" 111x17 SCALE: 3/64" = 1 = PROJECT CONSULTANTS: WES I OWER COMMUNICATIONS = PLANS PREPARED BY: _ CORNERSTONE ENGINEERING, INC. 16928 WOODINVILLE - REDMOND RD NE, SUITE 210 WOODINVILLE, WA 98072 PHONE: 425.487.1732 FAX: 425.487.1734 EMAIL: cei @comerstone- engr.com WWW.CORNERSTONE - ENGR.COM = PROJECT INFO: WA094 TUKWILA 16500 SOUTHCENTER PARKWAY TUKWILA, WA 98188 KING COUNTY – ISSUED FOR- -REV: =DATE: CONSTRUCTION ISSUED FOR: —DRAWN BY: CURRENT ISSUE DATE: LICENSURE: CHK. • APV.: LJS 0 I JDG I MWO A 05 -21 -12 PERMIT LJS A 05 -04 -12 CLIENT REVIEW LJS —DRAWN BY: CURRENT ISSUE DATE: LICENSURE: CHK. • APV.: LJS 0 I JDG I MWO 05 -21 -12 = DRAWING INFORMATION: DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION. THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS STRICTLY PROHIBITED. -DRAWING TITLE: DRAWING NUMBER: EXISTING & PROPOSED WEST ELEVATIONS A-2.1 0 CEI JOB NUMBER: 12 -13054 INTERNAL BUSS BAR CABINET GROUND WIRE STUDS 2' -6" 2' -0" N CV 0 0 0 0 0 0 0 O CV N N O ti RIGHT SIDE VIEW 5/8 "0 HOLES (TYP OF 4) DRILL AND INSTALL ANCHOR BOLTS PER MANUFACTURER'S RECOMMENDATIONS OR APPROVED EQUAL 1.10" BATTERY CABINET DIMENSIONS MANUFACTURER ARGUS TE40 HEIGHT 84" DEPTH 30" WIDTH 30" WEIGHT 3200 LBS 30.0" ENCLOSURE DIMS 27.80" 1.10" O tri FRONT MOUNTING HOLE LOCATION ENCLOSURE DIMS ARGUS TE40 CABINET (E) STEEL GRATING (E) W -BEAM, TYP ... NOTES: 1. PLACE L4x4 SUPPORTS TO SUIT EQUIPMENT CABINET ANCHOR BOLT SPACING 2. FOR DESIGN OF THESE CONNECTIONS, PLEASE REFERENCE THE SUPPORTING STRUCTURAL CALCULATIONS BY CEI DATED 05/04/12 1/2"0 A307 BOLT (TYP OF 4 PER CABINET) (2) L4x4x1/4x0' -3" CUT ANGLE W/ (1) 5/8 "0 BOLT THRU @ 2 1/4" GAUGE OUTSTANDING LEG (TYP) & (2) 5/8 "0 A307 BOLT TO (E) W -BEAM W/ FIELD DRILL L4x4x 1 /4 w w 2" TYP ±2' -6 3/4" V.I.F. (E) W -BEAM (BEYOND) ARGUS TE40 BATTERY CABINET (24 V) 22x34 SCALE: 1" = 1-0" 111x17 SCALE: 1/2" = 1' -0" 4 SUPPORT ANGLE DETAIL 22x34 SCALE: 1 1/2" = 1' -0" 111x17 SCALE: 3/4" = 1' -0" 3 REVIEWED FOR CODE COMPLIANCE CE A JUN 2 0 2012 City of Tukwila BUILDING DIVISION ECEIVEr MAY 2 3 2012 PERMIT CENTth NOT USED 22x34 SCALE: NTS 111x17 SCALE: NTS 2 NOT USED 22x34 SCALE: NTS 111x17 SCALE: NTS 1 = PROJECT CONSULTANTS: WES TOWER COMMUNICATIONS = PLANS PREPARED BY: CORNER 51GONE n 16928 WOODINVILLE - REDMOND RD NE, SUITE 210 WOODINVILLE, WA 98072 PHONE: 425.487.1732 FAX: 425.487.1734 EMAIL: cei @cornerstone - engr.com WWW.CORNERSTONE- ENGR.COM = PROJECT INFO. WA094 TUKWILA 16500 SOUTHCENTER PARKWAY TUKWILA, WA 98188 KING COUNTY ISSUED FOR: _ REV: = DATE: CONSTRUCTION ISSUED FOR: —DRAWN BY CURRENT ISSUE DATE: LICENSURE: CHK.: APV.: I LJS I JDG I MWO I A 05 -21 -12 PERMIT LJS A 05 -04 -12 CLIENT REVIEW LJS —DRAWN BY CURRENT ISSUE DATE: LICENSURE: CHK.: APV.: I LJS I JDG I MWO I 05 -21 -12 =DRAWING INFORMATION: DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION. THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS STRICTLY PROHIBITED. -DRAWING TITLE: LDRAWIN NUMBER: EQUIPMENT DETAILS A-3 0 CEI JOB NUMBER: 12 -13054 PROJECT BATTERY SYSTEM DATA BATTERY TYPE VALVE REGULATED LEAD ACID (VRLA) NO. OF BATTERIES 20 (8 EXISTING & 12 PROPOSED) BATTERY MANUFACTURER EXCIDE TECHNOLOGIES INDUSTRIAL ENERGY MODEL NO. MARATHON M12V155FT DIMENSIONS 22.0" D x 4.9" W x 11.15" H WEIGHT 119 Ibs PER UNIT # OF CELLS PER UNIT SPECIFIC GRAVITY LEAD WEIGHT PER CELL (Ibs) ELECTROLYTE WEIGHT PER CELL (Ibs) ELECTROLYTE VOLUME PER CELL (GAL) ELECTROLYTE VOLUME TOTAL (GAL) 1 1.35 90.4 21.4 2.17 43.40 BATTERY PLACEMENT: CSA/UL, TYPE 3R RATED, SELF - CONTAINED ENCLOSURE CABINET WITH ENVIRONMENTAL CONTROLS. ALPHA TECHNOLOGIES, LTD (20) BATTERIES PER CABINET. SHELF MOUNTED WITHIN MODEL# TE40B, MAX CAPACITY BATTERY REQUIREMENTS REQUIREMENTS NONRECOMBINANT BATTERIES RECOMBINANT BATTERIES FLOODED LEAD ACID BATTERIES FLOODED NICKEL - CADMIUM (Ni -Cd) BATTERIES VALVE REGULATED LEAD ACID (VRLA) BATTERIES LITHIUM -ION BATTERIES SAFETY CAPS N/A N/A (608.2.2) N/A COMMENTS: PER MANUFACTURER, THE MARATHON M12V155FT UTILIZES A COMBINATION FLAME ARRESTOR / VENT CAP. THERMAL RUNAWAY MANAGEMENT N/A N/A (608.3) N/A COMMENTS: BATTERY IS MORE RESILIENT AS A RESULT OF THE LOW SPECIFIC GRAVITY DESIGN HOWEVER, ADDITIONAL DC POWER PLANT TEMPERATURE COMPENSATION MAY BE REQUIRED BY JURISDICTION. THERMAL RUNAWAY PROCEDURE ACTION SIGNAGE SHALL BE POSTED FOR EASY ACCESS IN ALL BATTERY AREAS. SPILL CONTROL N/A N/A (N /A) N/A COMMENTS: SPILL CONTROL NOT REQUIRED BY IFC FOR THIS TYPE OF BATTERY. NEUTRALIZATION N/A N/A v (608.5.2) N/A COMMENTS: TOTAL ELECTROLYTE VOLUME IS UNDER REQUIRED SPILL CONTROL THRESHOLD, THEREFORE NO NEUTRALIZATION MEASURES REQUIRED. VENTILATION N/A N/A (608.6.1;608.6.2) N/A COMMENTS: CONTINUOUS VENTILATION SHALL BE PROVIDED AT A RATE OF NOT LESS THAN 1 CUBIC FOOT PER MINUTE PER SQUARE FOOT (1 ft3 /MIN/ft2) AS NOTED IN IFC 608.6.1 NO. 2. ENVIRONMENTAL CONTROLS ASSOCIATED WITH PROPOSED ENCLOSURE HAVE BEEN SHOWN TO MEET REQUIRED CODE REQUIREMENTS. SIGNAGE N/A N/A Al v (608.7) N/A COMMENTS: CODE SPECIFIED BATTERY ROOM SAFETY SIGNAGE, HAZARDOUS MATERIAL SIGNAGE (4 DIAMOND) AND THERMAL RUNAWAY PROCEDURE SIGNAGE SHALL ALL BE CLEARLY POSTED IN ALL BATTERY AREAS. SEISMIC PROTECTION N/A N/A -\/ (608.8) N/A COMMENTS: BATTERY STORAGE ENCLOSURE CABINETS AND ANCHORAGE ARE DESIGNED TO EXCEED ALL IBC CODE REQUIRED SEISMIC FORCES FOR SITE SPECIFIC INSTALLATIONS. SMOKE DETECTION N/A N/A (608.9) N/A COMMENTS: N/A OUTDOOR APPLICATION NOTE: CODE REFERENCES ARE TO 2009 INTERNATIONAL FIRE CODE FOR STATIONARY STORAGE BATTERY SYSTEMS. CHEMICAL HAZARD IDENTIFICATION SYSTEM SPECIFIC HAZARD OXIDIZER ACID ALKALI CORROSIVE USE NO WATER RADIATION HAZARD OXY ACID ALK COR w Y REACTIVITY 4 - MAY DETONATE 3 SHOCK & HEAT MAY DETONATE` 2 - VIOLENT CHEMICAL CHANGES 1 - UNSTABLE IF HEATED 0 -STABLE _} BATTERY HAZ MAT SIGN 22x34 SCALE: NTS 111x17 SCALE: NTS 3 THIS ROOM CONTAINS: LEAD -ACID BATTERY SYSTEMS, CORROSIVE LIQUIDS (ELECTROLYTE), ENERGIZED ELECTRICAL CIRCUITS, AND HYDROGEN GAS AUTHORIZED PERSONNEL ONLY EYE PROTECTION REQUIRED NO SMOKING OR OPEN FLAMES BATTERY ROOM rILJ REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 0 2012 City of Tukwila BUILDING DIVISION RECEIVED MAY 2 3 2012 PERMIT CENTER BATTERY SYSTEM INFORMATION 22x34 SCALE: NTS I11x17 SCALE: NTS 2 BATTERY DANGER SIGN 22x34 SCALE: NTS 111x17 SCALE: NTS 1 at &t Your world. Delivered. — PROJECT CONSULTANTS: —PLANS PREPARED BY: WES TOWER COMMUNICATIONS 4 C CORNERS GONE ENGINEERIN, INC. 16928 WOODINVILLE - REDMOND RD NE, SUITE 210 WOODINVILLE, WA 98072 PHONE: 425.487.1732 FAX: 425.487.1734 EMAIL: cei @cornerstone - engr.com WWW.CORNERSTONE- ENGR.COM PROJECT INFO. WA094 TUKWILA 16500 SOUTHCENTER PARKWAY TUKWILA, WA 98188 KING COUNTY - ISSUED FOR: _REV:: DATE: CONSTRUCTION ISSUED FOR: —DRAWN BY: CURRENT ISSUE DATE: _ LICENSURE: CHK.: APV LJS I JDG I MWO e 05 -21 -12 PERMIT LJS e 05 -04 -12 CLIENT REVIEW LJS —DRAWN BY: CURRENT ISSUE DATE: _ LICENSURE: CHK.: APV LJS I JDG I MWO 05 -21 -12 = DRAWING INFORMATION: DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION. THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS STRICTLY PROHIBITED. "DRAWING TITLE: DRAWING NUMBER: BATTERY SYSTEM REQUIREMENTS A.4 CEI JOB NUMBER: 12 -13054 at &t Your world. Delivered. =PROJECT CONSULTANTS: WES TOWER COMMUNICATIONS =PLANS PREPARED BY: _• CORNERS -TONE ENGINEERING, INC. 16928 WOODINVILLE- REDMOND RD NE, SUITE 210 WOODINVILLE, WA 98072 PHONE: 425.487.1732 FAX: 425.487.1734 EMAIL: cei @cornerstone - engr.com WWW.CORNERSTONE- ENGR.COM = PROJECT INFO: WA094 TUKWILA 16500 SOUTHCENTER PARKWAY TUKWILA, WA 98188 KING COUNTY - ISSUED FOR: —REV: =DATE: CONSTRUCTION ISSUED FOR: Y:_ ELECTRICAL SPECIFICATION: I JDG 111 l l l ► ► ► ► I I mil I I I I I m i l l 1 l l l l l l l l l l l l I l l l l ► t t t t l l l l l l ► I I I I I I I I I ► I I I I I I l i l l l l l l l t l t t t t l l l l l l l l l l l l l l ► I I I I I I I I ► ► I I I I I I I ► I I I I I I I I I IIIIIIIIIIIIIIIIIIIIIIIIIIII IIIlII H I►II II I►LI 111 I IIIIIIIIII 1. COMPLY WITH THE LATEST EDITION OF THE INTERNATIONAL BUILDING CODE, THE REQUIREMENTS OF ALL APPLICABLE MUNICIPAL AND STATE CODES AND REGULATIONS, AND UTILITY GUIDELINES. 2. PERFORM ALL VERIFICATION, OBSERVATIONS, TESTING AND EXAMINATION OF WORK PRIOR TO THE ORDERING OF ELECTRICAL EQUIPMENT AND THE ACTUAL CONSTRUCTION. ISSUE A WRITTEN NOTICE OF ALL FINDINGS TO THE CONSTRUCTION MANAGER LISTING ALL MALFUNCTIONS, FAULTY EQUIPMENT AND DISCREPANCIES. 3. UNDERGROUND CONDUIT SHALL BE RIGID POLYVINYL CHLORIDE CONDUIT: SCHEDULE 40 CONFORMING TO UL ARTICLE 651: WESTERN PLASTICS OR CARBON MANUFACTURER. COUPLINGS SHALL BE SLIP -ON SOLVENT SEALED T -PIPE: SOLVENT, WESTERN TYPE COMPATIBLE WITH PVC DUCT, ALL BENDS SHALL BE 30" MINIMUM RADIUS. 4. NEUTRAL SHALL BE COLOR CODED, INSULATION SHALL BE CROSS - LINKED POLYETHYLENE. 5. CONTRACTOR TO CONTACT ALL UTILITIES FOR LOCATION OF SERVICES. SERVICE LOCATIONS TO BE CONFIRMED PRIOR TO CONSTRUCTION. fi. THE CONTRACTOR IS RESPONSIBLE FOR ALL PERMITTING, FILING, AND FEES IN CONJUNCTION WITH THE PROJECT. 7. THE CONTRACTOR TOR SHALL SCHEDULE ALL NECESSARY INSPECTIONS WITH THE PROPER AUTHORITIES AND INFORM AT &T 24 HOURS IN ADVANCE. ALL TICKETS AND INSPECTION OWNER'S TTE D TO THE W S VERIFICATIONS WILL BE SUBMI O O R AFTER THE INSPECTION HAS REPRESENTATIVE WITHIN 24-HOURS TAKEN PLACE. 8. ALL EQUIPMENT, WIRING, AND MATERIALS MUST HAVE A UL LABEL 9. ALL WORK SHALL BE DONE BY QUALIFIED AND EXPERIENCED JOURNEYMEN AND PERFORMED IN A WORKMANLIKE MANNER AND SHALL PROCEED IN AN ORDERLY MANNER SO AS NOT TO HOLD UP THE PROGRESS OF THE PROJECT. 10. THOROUGHLY TEST ALL LINES, FEEDERS, EQUIPMENT, AND DEVICES WITH MAXIMUM LOADS TO ASSURE PROPER OPERATION 11. CONDUCTOR LENGTHS SHALL BE CONTINUOUS FROM TERMINATION TO TERMINATION WITHOUT SPLICES 12. PROVIDE PULL BOXES WHERE SHOWN AND /OR WHERE REQUIRED BY CODES AND /OR UTILITY COMPANIES. 13. ALL CONDUIT ROUGH IN SHALL BE COORDINATED WITH THE MECHANICAL EQUIPMENT TO AVOID LOCATION CONFLICTS, CONTRACTOR SHALL VERIFY ALL LOCATIONS. 14. ALL WIRES SHALL BE TAGGED AT ALL PULL BOXES, J- BOXES, EQUIPMENT BOXES, AND CABINETS WITH APPROVED PLASTIC TAGS. 15. ALL BREAKERS IN PANEL BOXES SHALL BE IDENTIFIED WITH TYPE WRITTEN LABELS NEATLY PLACED ALONG SIDE OF THE BREAKER. 16. ALL FIRE RATED WALL AND FLOOR PENETRATIONS ARE TO BE CAULKED AND SEALED WITH A FIRE RESISTANT CAULKING TO MAINTAIN THE INTEGRITY OF THE FIRE SEPARATION. 17. UTILIZE SONNEBORN TYPE NP -1 CAULKING FOR SEALING ALL EXTERIOR WALL PENETRATIONS 0 O A (E) EQUIPMENT PLATFORM PROPOSED 2 1/2 "0 RIGID DC POWER CONDUIT MOUNTED ON UNDERSIDE OF (E) PLATFORM (1) PER BATTERY CABINET PROPOSED 1"0 RIGID AC POWER CONDUIT MOUNTED ON UNDERSIDE OF (E) PLATFORM FROM UTILITY PERMIT P P P P P P P A 05 -04 -12 CLIENT REVIEW P P P P P P P PROPOSED ARGUS TE40 BATTERY CABINET o� lal ° ° ° = ° _ ° N (E) TE40 BATTERY CABINET ( E) UMTS CABINET n� `1 I \ ° (E) NOKIA CABINET ■ ■ -. \ I / (E) TE21 POWER CABINET (E) NOKIA CABINET - (E) TE40 BATTERY CABINET f ri, �1 �� H -FRAME TO BATTERY CABINET (1) PER BATTERY CABINET _� =� == - • �� '= �II �Mil —..... .+ _ ------------ -;._- .;________,__ ;.. . 1 TE43 CABINET — ��_.-- = == • - - -- -- • - - - -- ,- ,.....- NM _.___� - -• NIE -- - - --- -- : - - --�p._..- -- - f -: -- � - - -- -- - -- -} • -•:- -- - - - _._� : - - - ..._ . -- ---_.. - -- -- -- - - - -- - - - -- } - - - - ._.:.- � - -: -- --- � - - - - -: - - -- -� ••} YI a ENE I EISMIEM f 1:11111=1=1111=211IN -- MIMMIMMI ____'m'_____E'��p,:e + in • O Wffl' = = == =-=__ = ::: -_ iiiii, (E) SERVICE PANEL --)c) 3°. XX' v ple•)_:..., 1 Ili PLAN NORTH /� ELECTRICAL SCHEMATIC 3 22x34 SCALE: NTS 11x17 SCALE: NTS FLEX CONDUIT, TYP (E) (E) ELECTRICAL SERVICE PANEL / DISCONNECT (E) ARGUS TE40 BATTERY CABINET (E) ARGUS TE21 POWER CABINET 1 i i (E) ARGUS TE40 BATTERY CABINET (E) TE43 CABINET 1 (. 1 (E) UMTS ° ° CABINET a ° ° PROPOSED (E) TELCO NIU (E) XFMR \ o (E) NOKIA CABINET (E) NOKIA CABINET M ARGUS TE40 _ _ BATTERY CABINET - = EED I a _--- �ti� ■k -■ , : . I �p i s ----� Y 8 . W • • ■■ ROOFTOP 5 ___- ,J ,, (E) POWER & TELCO PROPOSED FLEX CONDUIT, TYP SERVICE PROPOSED BURIED 1 "0 RIGID AC POWER CONDUIT FROM UTILITY (E) EQUIPMENT PLATFORM H -FRAME TO BATTERY CABINET (1) TO EACH BATTERY CABINET SEPA PROPOSED UNDER PLATFORM MOUNTED PENMrE 2 1/2"0 RIGID DC POWER CONDUIT APP AND RkQVOVAC �;, ECEIE MAY 2 3 ? ^41 PERMIT Cboi I t=ry (1) TO EACH BATTERY CABINET CEO 4: ELECTRICAL SPECIFICATIONS 2 POWER RISER SCHEMATIC 22x34 SCALE: NTS 111x17 SCALE: NTS 22x34 SCALE: NTS 111x17 SCALE: NTS at &t Your world. Delivered. =PROJECT CONSULTANTS: WES TOWER COMMUNICATIONS =PLANS PREPARED BY: _• CORNERS -TONE ENGINEERING, INC. 16928 WOODINVILLE- REDMOND RD NE, SUITE 210 WOODINVILLE, WA 98072 PHONE: 425.487.1732 FAX: 425.487.1734 EMAIL: cei @cornerstone - engr.com WWW.CORNERSTONE- ENGR.COM = PROJECT INFO: WA094 TUKWILA 16500 SOUTHCENTER PARKWAY TUKWILA, WA 98188 KING COUNTY - ISSUED FOR: —REV: =DATE: CONSTRUCTION ISSUED FOR: Y:_ —DRAWN BY: CURRENT ISSUE DATE: _ LICENSURE: CHK.: APV.: LJS 0 I JDG I MWO ow 1 CEI JOB NUMBER: 12 -13054 A 05 -21 -12 PERMIT LJS A 05 -04 -12 CLIENT REVIEW LJS —DRAWN BY: CURRENT ISSUE DATE: _ LICENSURE: CHK.: APV.: LJS 0 I JDG I MWO 05 -21 -12 = DRAWING INFORMATION. DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION. THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS STRICTLY PROHIBITED. -DRAWING TITLE: DRAWING NUMBER- ELECTRICAL SCHEMATIC 0 ow 1 CEI JOB NUMBER: 12 -13054 NOTE: ALL GROUNDING WIRE RUNS AND CONNECTIONS, BOTH ABOVE AND BELOW GRADE, SHALL BE LOCATED INSIDE OF THE LEASE AREA LINE. GROUNDING KEYED NOTES (E) GROUND BUSS BAR, TYP. (E) MAIN GROUND CONNECTION POINT. (V.I.F.) (E) GROUND LEAD. FIELD VERIFY & TIE INTO EXISTING BUILDING GROUNDING SYSTEM PROPOSED #2 STRANDED GREEN INSULATED GROUNDING WIRE, TYP. (E) #2 STRANDED GREEN INSULATED COPPER GROUND LEAD, TYP. (V.I.F.) CABINET GROUND WIRE STUDS, SEE DETAIL 1/E -3 PROPOSED INTERNAL GROUND BAR. (INSTALLED BY EQUIPMENT MANUFACTURER) PROPOSED FLEX CONDUIT STRAIGHT CONNECTOR FOR GROUNDING CONNECTION TO INTERNAL GROUND BAR. 120,- 111 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 WIRELESS, LLC. 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. LEGEND GROUNDING ROD NOTES SYMBOL DESCRIPTION GROUND INSPECTION WELL COPPER GROUND ROD COMPRESSION LUG CADWELD CONNECTION SIDE SPLICE CADWELD FIELD VERIFY & TIE INTO EXISTING GROUNDING SYSTEM SCHEMATIC GROUNDING PLAN 22x34 SCALE: 1/2" = 1' -0" 111x17 SCALE: 1/4" = 1' -0" 1 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 NC SYSTEM GRIDS AND EXISTING COMMUNICATIONS FACILITY. SEPARATE PERMIT AND APPROVAL REQUIRED ECEIVED MAY 23 2012 PERMIT CENTER - PROJECT CONSULTANTS: PLANS PREPARED BY: WES TOWER COMMUNICATIONS _...E CORNERSTONE ENGINEERING, INC. 16928 WOODINVILLE - REDMOND RD NE, SUITE 210 WOODINVILLE, WA 98072 PHONE: 425.487.1732 FAX: 425.487.1734 EMAIL: cei @cornerstone- engr.com WWW.CORNERSTONE- ENGR.COM = PROJECT INFO: WA094 TUKWILA 16500 SOUTHCENTER PARKWAY TUKWILA, WA 98188 KING COUNTY - ISSUED FOR: _REV: :DATE - ISSUED FOR: CONSTRUCTION Y._ -DRAWN BY: FCURRENT ISSUE DATE: _ LICENSURE: CHK. APV. LJS 0 I JDG I MWO .2 CEI JOB NUMBER: 12 -13054 A 05 -21 -12 PERMIT LJS A 05 -04 -12 CLIENT REVIEW LJS -DRAWN BY: FCURRENT ISSUE DATE: _ LICENSURE: CHK. APV. LJS 0 I JDG I MWO 05 -21 -12 DRAWING INFORMATION: DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION. THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS STRICTLY PROHIBITED. DRAWING TITLE: SCHEMATIC GROUNDING PLAN 0 .2 CEI JOB NUMBER: 12 -13054 MASTER GROUND BAR FACTORY INSTALLED IN THE LOWER LEFT COMPARTMENT INSULATED I JDG ( ®p 0 0 0 0 0 0 0 0 0 0 f''' ! I , �� #2 GROUND LEAD CONNECTED TO GROUND BAR WITH 2 -HOLE COMPRESSION LUGS ARGUS TE40 OR TE41 EQUIPMENT CABINET ENCLOSURE FACTORY INSTALLED EXTERNAL GROUND WIRE STUDS TO CONNECT GROUND LEAD AT THE BASE OF ENCLOSURE (TYP FRONT & BACK OF ENCLOSURE) CONTRACTOR TO PROTECT ALL EXPOSED SOLID BARE TINNED COPPER GROUND WIRE W/ 3/4 "0 FLEX CONDUIT STRAIGHT CONNECTOR FOR WATERTIGHT SEAL, TYP. KNOCKOUT LOCATION TO SUIT SITE CONDITIONS GROUND BAR ATTACHMENT: NOTE: A CONCRETE SUBSTRATE: (4) 3/8 "0 HILTI TZ EXPANSION ANCHORS WITH 2" MINIMUM EMBEDMENT. WOOD FRAMED SUBSTRATE: (4) 3/8 "0 LAG SCREWS WITH 2" MINIMUM EMBEDMENT (ADD BLOCKING IF NECESSARY. COAT ALL MECHANICAL CONNECTIONS W/ "NO -LUX" OR APPROVED EQUAL WITHIN THE ENCLOSURE GROUND LEAD CONNECTED TO FACTORY INSTALLED GROUND WIRE STUDS WITH 2 -HOLE COMPRESSION LUGS (OPTIONAL @ FRONT OR BACK BASE OF EQUIPMENT e 05 -04 -12 SOLID CMU WALL: (4) 3/8 "0 HILTI TZ EXPANSION HOLLOW CMU WALL: (4) 3/8 "0 HILTI HIT HY -20 WITH CLEAR HEAT SHRINK ON COMPRESSION LUGS ANCHORS WITH 2" MINIMUM EMBEDMENT. HIT -A STANDARD RODS. (3 3/8" EMBEDMENT) COAXIAL GROUND KITS W/ LONG BARREL COMPRESSION DOUBLE LUGS, ATTACH TO GROUND BAR & INSTALL BY ANTENNA CONTRACTOR (CADWELD TYPE -GL) 0 0 CABINET ENCLOSURE) GROUND GROUND GREEN op � LEADS ROUTED TO EITHER BUSS BAR ( #2 STRANDED COPPER) OR GROUND \\,� � -,, I , ii % _ _ o 0 0 0 0 o \ ° ° ° ° ° O o 0 0 0 0,1, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 i O O O O O O O O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0:: FA ll 0 0 0 0 0 0 0 0 0 0 0 0A 4 "x 24 "x 1/4" THK COPPER / 1 1 O PROVIDE ELECTRICAL ISOLATORS @ GROUND BAR. INSTALLED �� 24" �" CONNECTION (TYP) BY GENERAL CONTRACTOR FIELD VERIFY � #2 SOLID BARE TINNED COPPER WIRE CADWELD RING ( #2 SOLID BARE TINNED COPPER) (TYPE -GL) ARGUS CABINET GROUNDING SCHEMATIC 11 GROUND BAR 9 22x34 SCALE: NTS 111x17 SCALE: NTS 22x34 SCALE: NTS 111x17 SCALE: NTS HYLUG CONNECTOR INSTALLATION INSTRUCTIONS: GROUND BAR ATTACHMENT: (E) POWER SOURCE CONTRACTOR TO MAKE ALL NECESSARY ARRANGEMENTS AND PROVIDE ALL REQUIRED LABOR AND MATERIALS TO OBTAIN A 200 AMP, 120/240, 10 3W SERVICE FROM EXISTING UTILITY PROVIDER. 1. SELECT PROPER HYLUG FOR THE WIRE SIZE USED. 2. STRIP CABLE OF INSULATION TO A LENGTH EQUAL TO THE BARREL OF THE CONNECTOR. 3. INSERT CABLE FULLY INTO CONNECTOR. 4. APPLY THE PROPER NUMBER OF CRIMPS AS SHOWN BY NUMBER OF COLORED BANDS. 5. CRIMP FROM TONGUE END OF CONNECTOR TOWARD CABLES FOR TERMINALS AND CENTER SPLICE TOWARD CABLE FOR BUTT SPLICES REQUIRING MORE THAN ONE CRIMP PER END. HYLUG TYPE YGA CONNECTOR IS PREFILLED WITH PENETROX COMPOUND AND STRIP SEALED. BURNDY HYDRAULIC DIE SET #U1CRT- 1/U11T. CONCRETE SUBSTRATE: (4) 3/8 "0 HILTI TZ EXPANSION ANCHORS WITH 2" MINIMUM EMBEDMENT. WOOD FRAMED SUBSTRATE: (4) 3/8 "0 LAG SCREWS WITH 2" MINIMUM EMBEDMENT (ADD BLOCKING IF NECESSARY. SOLID CMU WALL: (4) 3/8 "0 HILTI TZ EXPANSION ANCHORS WITH 2" MINIMUM EMBEDMENT. HOLLOW CMU WALL: (4) 3/8 "0 HILTI HIT HY -20 WITH HIT -A STANDARD RODS. (3 3/8" EMBEDMENT) p IT, Ill RECEIVED MAY 232012 PERMIT CENTER #2 TW GREEN SERVICE ENTRANCE GROUND IN "0 (E) 200 AMP, 240V 10, 3W METER SUBBASE 3/4 CONDUIT TO (E) GROUND 0 SYSTEM #2 TW GREEN SERVICE ENTRANCE GROUND IN "0 ' 200A (E) 200 AMP, 240V 10, 2 P SERVICE ENTRANCE RATED FUSED DISCONNECT W/ 2-200 AMP TYPE RUPTURING CAPACITY (HRC) FUSES 3/4 CONDUIT TO (E) GROUND 41/ 200AF GROUND CRIMPING GUIDELINES 8 GROUND GROUND BAR ATTACHMENT 5 SYSTEM 22x34 SCALE: NTS 11x17 SCALE: NTS 22x34 SCALE: NTS 111x17 SCALE: NTS T, IIIIIIIIIIillllllll urllr °1 °0 "' i� IIIIIIIIIIIII IIIIIIIIillllllllllilllllllllllllllll EQUIPMENT CHASSIS / GROUNDING BUSS BAR / (2) 3/8 "0 SS HEXNUT ( #2) TWO HOLE COMPRESSION LUG BAR (E) 200 AMP, 240V 10, 3W SERVICE PANEL W/ 200 AMP MAIN �i.� -��,�� \ 1111111! �� r• CABLE RACEWAY NO -LUX ANTI - OXIDIZING COMPOUND 3/8 0 STAR " WASHER PLAN - I�� GROUND WIRE STUD - (TYP OF 2 @ FRONT AND BACK OF CABINET) �� ' ono TYPE =` � \1� lHIII1 GR i .� Srout•• - ., \��o -�� —Trigs ` TYPE PT � "�N'- !� �:• _ TYPE I GL LUG € IUIIIIIII _' , 1 ` #2 TW GREEN SERVICE ENTRANCE GROUND IN "0 • • 200, 2P BREAKER AND DISCONNECT 1 PER RECTIFIER IN ARGUS I !� i CLEAR HEAT SHRINK ON COMPRESSION LUGS I ; #2 STRANDED GREEN INSULATED COPPER GROUND LEAD TO BUSS OR #2 SOLID BARE TINNED COPPER TO GROUND RING 3/4 CONDUIT 200, 2P ,.,.� D" +� �.�■ TO (E) GROUND POWER CABINET SYSTEM 30, 2P �� TYPE GT TYPE SS i� • •• TYPE VS HVAC IN ARGUS BATTERY I CABINET NO T E . 20, 1P GROUND LEADS ATTACHED TO EQUIPMENT CABINET AT GROUND WIRE STUDS LOCATED AT THE FRONT AND BACK OF CABINET BASE. FOR GROUNDING CONNECTIONS TO NOKIA GSM CABINETS CHASSIS, GRIND OFF ALL ENAMEL COATINGS TO BARE METAL AT LUG CONTACT AREA PRIOR TO MAKING BOLTED LUG CONNECTION. APPLY NO -LUX TO ALL EXPOSED BARE METAL. NOTE: CADWELD "TYPES" SHOWN ABOVE ARE EXAMPLES - CONSULT WITH PROJECT MANAGER FOR SPECIFIC TYPES OF CADWELDS TO BE USED FOR THIS PROJECT. SEPARATE PERMIT AND r ` CADWELD DETAILS 4 ONE -LINE DIAGRAM 2 CABINET GROUNDING APPROVAL REQUIRED 1 22x34 SCALE: NTS 111x17 SCALE: NTS 22x34 SCALE: NTS 111x17 SCALE: NTS 22x34 SCALE: 6" = 1' -0" 111x17 SCALE: 3" = 1' -0" PROJECT CONSULTANTS: PLANS PREPARED BY: WESTOWER COMMUNICATIONS _�E CORNERSTONE 16928 WOODINVILLE - REDMOND RD NE, SUITE 210 WOODINVILLE, WA 98072 PHONE: 425,487.1732 FAX: 425.487.1734 EMAIL: cei @cornerstone - engr.com WWW.CORNERSTONE- ENGR.COM = PROJECT INFO: WA094 TUKWILA 16500 SOUTHCENTER PARKWAY TUKWILA, WA 98188 KING COUNTY - ISSUED FOR: REV: =DATE: CONSTRUCTION ISSUED FOR: -DRAWN BY: — - CURRENT ISSUE DATE: _ LICENSURE: CHK.: APV.: LJS 0 I JDG I MWO CEI JOB NUMBER: 12 -13054 A 05 -21 -12 PERMIT LJS e 05 -04 -12 CLIENT REVIEW LJS -DRAWN BY: — - CURRENT ISSUE DATE: _ LICENSURE: CHK.: APV.: LJS 0 I JDG I MWO 05 -21 -12 = DRAWING INFORMATION: DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION. THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS STRICTLY PROHIBITED. • DRAWING TITLE: DRAWING NUMBER- ELECTRICAL & GROUNDING DETAILS 0 CEI JOB NUMBER: 12 -13054