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HomeMy WebLinkAboutPermit D06-018 - Cingular Wireless - Telecommunication SiteCINGULAR WIRELESS 16500 SOUTHCENTER PY EXPIRED 04 -24-07 D06 -018 City old Tukwila Department of Community Development 6300 Southeenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: ci.tukwila.wa.us Parcel No.: 6437300020 Address: 16500 SOUTHCENTER PY TUKW Suite No: Tenant: Name: CINGULAR WIRELESS Address: 16500 SOUTHCENTER PY, TUKWILA WA Owner: Name: DOUBLETREE Address: 205 STRANDER BLVD, SEATTLE WA 98188 Phone: Contact Person: Name: BOB DYER Address: 208 WESTLAKE AV N, SEATTLE WA 98109 Phone: 206 601 -6783 Contractor: Name: WIRELESS ALLIANCE INC Address: 2750195 AV STE 955, WILSONVILLE OR 97070 Phone: 503 407 -2426 Contractor License No: WIRELAI996B3 DEVELOPMENT PERMIT DESCRIPTION OF WORK: MODIFICATION TO EXISTING TELECOMMUNICATION SITE ON ROOF OF BUILDING * *continued on next page ** Permit Number: D06 -018 Issue Date: 04/04/2006 Permit Expires On: 10/01/2006 Expiration Date:01 /03/2007 Steven M. Mullet, Mayor Steve Lancaster, Director Value of Construction: $28,000.00 Fees Collected: $866.69 Type of Fire Protection: NONE International Building Code Edition: 2003 Type of Construction: VB Occupancy per IBC: 0008 doe: IBC- PERMIT D06 -018 Printed: 04 -04 -2006 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / as: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: N Street Use: N Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: N Permit Center Authorized Signature: AAI/l Signature: Print Name: doc: IBC - PERMIT City or'Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: ci.tukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director Permit Number: D06-018 Issue Date: 04/04/2006 Permit Expires On: 10/01/2006 Date: 04IA I hereby certify that I have read and xc min his 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 cons a ior,or the performance of work. I am authorized to sign and obtain this developme t • -rmit. Date: 4 c 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. D06-018 Printed: 04 -04 -2006 Tukwila City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 6437300020 Permit Number: D06-018 Address: 16500 SOUTHCENTER PY TUKW Status: ISSUED Suite No: Applied Date: 01/20/2006 Tenant: CINGULAR WIRELESS Issue Date: 04/04/2006 1: ** *BUILDING DEPARTMENT CONDITIONS * ** PERMIT 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, Intemational Mechanical Code, Washington State Energy Code. 5: All electrical work shall be inspected and approved under a separate permit issued by the Washington State Department of Labor and Industries (206/248 - 6630). 6: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 7: ** *FIRE DEPARTMENT CONDITIONS * ** 8: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 9: Provide a readily visible, clearly labeled, emergency shut -off switch which will shut down power to the equipment. 10: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 11: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. * *continued on next page ** doc: Conditions 006 -018 Printed: 04-04 -2006 Signature: Print Name: doc: Conditions tukwila City of Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 I hereby certify that I have read these conditions and will comply with them as outlined. 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 provision of any other work or local laws regulating construction or the performance of work. Date: 414/L 006-018 Printed: 04-04 -2006 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 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 t 1 King Co Assessor's Tax No.: 64 3730 - 000i0 Site Address:" 6 0 0 cnn k,cc t w P KGJY Suite Number: Floor: Tenant Name: C t r' C r ) at (Otte, e le .,s L New Tenant: ❑ Yes �'..No Property Owners Name: O r 4 A S c, otLr.GJ, r Mailing Address: City CONTACT PERSON Name: 1"Caot Ave- Mailing Address: 0 0 �j West 1a 1 '_ i A 4) E -Mail Address: ?WO tY1 \ec.Keo) Odd t6- • coma GENERAL CONTRACTOR INFORMATION - (Mechanical Contractor information on back page Company Name: TIN D Mailing Address: City Day Telephone: Fax Number: Contact Person: E -Mail Address: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance** ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record Company Name: Cf,d`Yters Mailing Address: 1 4?-O! 4'C aoD s-- sia.ca, we, toorder alit 4 / ?-) -- y� a'' Ot City State -r Zip / Contact Person: r` ' 1 r K. `� t S OY\. Day Telephone: p. 06 a5 7 0- 3-366 E -Mail Address: Yrtr; .i-K 6) Carntrisf,"v. - e r r . GO InFax Number: 4, 2,5 4S " 1 1-34 ENGINEER, OF RECORD -All plans must be wet stamped by Engineer of Record Company Name: s O "C . e r S r"O'n 6 Mailing Address: 14 2O( /t Trite . j AO0 Contact Person: P P / - 01 /j4'ti. E -Mail Address: Lr Q [tvnta t- +.b -- g1tpenni6 plusticc changesVennit application ( 7 - 2004 ) Revised'. 6 -8 -05 bh Page 1 LA-C State State Zip Zip Building Permit No. Mechanical Permit No: Public Works Permit No Project No. or office use ty Day Telephone: )o6 / -/07 7 a-ttt tJ,4 7870 City ,t State Zip Fax Number: ao 6 47o_ 38,3, S, . 2.00 C riOCMI t- .w*-i& ct flo? - 2- City State Zip Day Telephone: 206 `2, 6 - 7 3.a4 .�mm i,w. . r.4.1. Fax Number: 4 2 5 4t7-- 7-- ('- 4 BUILDING PERMIT INFORMATION - 206 -431 -3670 Valuation of Project (contractor's bid price): $ a ?, &70 Existing Building Valuation: $ , Scope of Work (please provide detailed information): _,6 r /• Will there be new rack storage? ❑..Yes 'IS...No If "yes ", see Handout No. for requirements. 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 (1): Floor area of principal dwelling: Floor area for 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 ❑..No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: D.. Sprinklers ❑..Automatic Fire Alarm 12t..None ❑..Other(specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? CI .. Yes [ . No If "yes", attach list of materials and storage locations on a separate 8 -1/2 x II paper indicating quantities and Material Safety Data Sheets. q \'pcnniu plas\icc changes\pennit application (7-2004) Revised. 6 -8-05 bh Page 2 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1" Floor 2 " Floor 3f° Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck BUILDING PERMIT INFORMATION - 206 -431 -3670 Valuation of Project (contractor's bid price): $ a ?, &70 Existing Building Valuation: $ , Scope of Work (please provide detailed information): _,6 r /• Will there be new rack storage? ❑..Yes 'IS...No If "yes ", see Handout No. for requirements. 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 (1): Floor area of principal dwelling: Floor area for 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 ❑..No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: D.. Sprinklers ❑..Automatic Fire Alarm 12t..None ❑..Other(specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? CI .. Yes [ . No If "yes", attach list of materials and storage locations on a separate 8 -1/2 x II paper indicating quantities and Material Safety Data Sheets. q \'pcnniu plas\icc changes\pennit application (7-2004) Revised. 6 -8-05 bh Page 2 PUBLIC WORKS PERMIT INFORMATION - 206 -433 -0179 Scope of Work (please provide detailed information): ,t .0 Water District .. .Tukwila ❑...Water District #125 ❑ ...Water Availability Provided Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34 ") ❑ ...Technical information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way Non Right-of-way _ ❑ ...Total Cut cubic yards ❑ ...Total Fill cubic yards O . O . ❑. o ❑. ..Sanitary Side Sewer ..Cap or Remove Utilities ..Frontage Improvements ..Traffic Control ..Backflow Prevention - Fire Protection ❑ ...Permanent Water Meter Size... ❑ ...Temporary Water Meter Size.. ❑...Water Only Meter Size ❑ ...Sewer Main Extension Public _ ❑ ...Water Main Extension Public _ q:4permiis plus \icc cbanges\permi\ application (7 -2004) Revised: 6 -8 -05 bh ❑ . ❑ . ❑ . ❑ . Irrigation Domestic Water " Call before you Dig: 1400 -424 -5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet. . Abandon Septic Tank . Curb Cut . Pavement Cut . Looped Fire Line WO# WO# WO# Private Private Page 3 ❑ .. Highline ❑ .. Renton Sewer District ...Tukwila ❑ ...Va1Vue ❑.. Renton O.. Seattle ❑ ...Sewer Use Certificate 0... Sewer Availability Provided ❑ .. Approved Septic Plans Provided ❑ ...Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department. ❑ .. Geotechnical Report 0—Traffic Impact Analysis ❑ .. Maintenance Agreement(s) '..Hold Harmless ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrourding ❑...Deduct Water Meter Size " FINANCE INFORMATION ,V /A Fire Line Size at Property Line ❑...Water ❑...Sewer Monthly Service Billing to: Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billine: Name: Day Telephone: Mailing Address: City State Zip Unit Type: Qty Unit Type: Qty Unit Type: Qty Boiler /Compressor: Qty Fumace<100K BTU Air Handling Unit >10,000 CFM Fire Damper 0 -3 HP /100,000 BTU Fumace>100K BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Fumace Ventilation Fan Connected to Single Duct Thermostat 15 -30 HP /I,00 ,000 BTU Suspended/Wall /Floor Mounted Heater Ventilation System Wood/Gas Stove 30 -50 HP /1,750,000 BTU Appliance Vent Hood and Duct Water Heater 50+ HP/1,750,000 BTU Repair or Addition to Heat/Refrig/Cooling System Incinerator - Domestic Emergency Generator Air Handling Unit <10,000 CFM Incinerator — Comm/Ind Other Mechanical Equipment PERMIT APPLICATION NOTES — Applicable to all permits in this application " -'- MECHANICAL PERMIT INFORMATION — 206 -431 -3670 MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** Valuation of Project (contractor's bid price): $ Scope of Work (please provide detailed information): Use: Residential: New .... ❑ Replacement .... ❑ Commercial: New .... ❑ Replacement .... ❑ Fuel Type: Electric ❑ Gas ....0 Other: Indicate type of mechanical work being installed and the quantity below: Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). 1 HEREBY CERTIFY THAT 1 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 0 Signature: Print Name: Mailing Addre Date Application Accepted: OR A a O' vL s AGENT: csot (do 'v\, you' 5 ants Westl °K,e. q: \(permits plus \ice changes\pmnit application (7 -2004) Revised: 6 -8 -05 Ave. V Date Application Expires: Page 4 1 a/30/0 -I Day Telephone: 206 793'/07 3 to f 95Yo9 City State Zip 04 'W Date: Staff Initial 1 i(jr:in........, City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 6437300020 Permit Number: D06 -018 Address: 16500 SOUTHCENTER PY TUKW Status: APPROVED Suite No: Applied Date: 01/20/2006 Applicant: CINGULAR WIRELESS Issue Date: Receipt No.: R06 -00452 Payment Amount: 9.80 Initials: 3EM Payment Date: 04/04/2006 04:11 PM User ID: 1165 Balance: $0.00 Payee: ROBERT DYER TRANSACTION LIST: Type Method Description Payment Check 8337 9.80 ACCOUNT ITEM LIST: Description BUILDING - NONRES STATE BUILDING SURCHARGE RECEIPT Amount Account Code Current Pmts 000/322.100 5.30 000/386.904 4.50 Total: 9.80 4223 04/05 9716 TOTAL 9.80 doc: Receipt Printed: 04 -04 -2006 ACCOUNT ITEM LIST: Description doc: Receipt BUILDING - NONRES PLAN CHECK - NONRES City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Payee: ODELIA PACIFIC CORPORATION TRANSACTION UST: Type Method Description RECEIPT Parcel No.: 6437300020 Permit Number: D06-018 Address: Status: PENDING Suite No: Applied Date: 01/20/2006 Applicant: CINGULAR WIRELESS Issue Date: Receipt No.: R06 -00087 Payment Amount: 856.89 Initials: 3EM Payment Date: 01/20/2006 03:41 PM User ID• 1165 Balance: $9.80 Amount Payment Check 1368 856.89 Account Code Current Pmts 000/322.100 517.24 000/345.830 339.65 Total: 856.89 1526 01/24 9716 TOTAL 856.89 Printed: 01 -20 -2006 Project: ft/ Naazic &N2tifss Type of Inspection: F Address: / 650o S},rt4fiewle , P-' Date Called: Special Instructions: /7/in 5 A Date Wanted: Z - U �, rtl" m. Requester: Phon No: 3 6 6 -and —50S0 INSPECTION NO. Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 OMMENTS: c e n (Sir. , C/ z..• a y 0ifrPi./ /S dreg a PE (206)431.36 4 Corrections required prior to approval. al $58.00 FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: 'Date: • Project: C-!U uIAA- 10 Sprinklers: Type of Inspection: V sPat Addre /6 coo Suite #: ` ;. c. (It' 1.4 gout Con Person:_ jikc /Vll /JeL Special Instructions: 31) Pre -Fire: N/A Phone No.: 366 - 1 -00 - solo Needs Shift Inspection: 10 Sprinklers: N Fire Alarm: N Hood & Duct: j Monitor: 31) Pre -Fire: N/A Permits: IJ Occupancy Type: Nip INSPECTION NUMBER pproved per applicable codes. INSPECTION RECORD Retain a copy with permit Word /Inspection Record Form. Doc 1/13/06 Ddb -o)R PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 I I Corrections required prior to approval. COMMENTS: S y� A5.o o Inspector: , ,, 5 Date: /0/7444,.. Hrs.: , 0.00 REINSPECTION FEE REQUIRED. You will receive an invoice from ity of Tukwila Finance Department. Call to schedule a reinspection. T.F.D. Form F.P. 113 Project: // � � /J / G j in or t�l/j rc(e5 5 Type of Inspection: i„." / 7d,,ve� ri not / 5 .1.4( Address: Suite #: /, soo Soar cen ler l Contact Person: Special Instructions: Phone No.: Needs Shift Inspection: /' //' Sprinklers: Fire Alarm: % Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: i INSPECTION NUMBER n Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Dod -ols? PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 Corrections required prior to approval. COMMENTS: Provid-e / a ��n,r�+ ; ✓; sii/e G /ed// � 6-e% • S/n u� - C 9. 1; SW/ /G� uJ -4 ( e /S�1NT elOtJ1,Ip fnt t P f o fcra_ u c/: � nMP Inspector: 021 S Word /Inspection Record Form.Doc Date: SR /06 Hrs , C $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from City of Tukwila Finance Department. Call to schedule a reinspection. 1/13/06 T.F.D. Form F.P. 113 ■ ■ IJ �i t - J TREHLE 1 ARTINSON, INC. CONSULTING ENGINEERS Structural Calchlations for Cingular Wireless WA UMTS 2200 SIXTH AVENUE, SUITE 601 SEATTLE WASHINGTON 98121 SC1865 (WA094) Tukwila 16500 Southcenter Pkwy, Tukwila, WA June 8, 2005 CO5265 RECEIVED CITY OF TUKWILA JAN 2 0 2006 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE donommn MAR 212006 Qty OflUkwila QUTWTNC nnncrnN EWIRES 6/30/2007 (C) PHONE 206.6 ?2 -4580 FAX 206 - 622 -0422 PO ('1 ,* • , PETERS ON .JTREHLE J'IARTINSON, INC. CONSULTING ENGINEERS June 8, 2005 Mr. K.V. Lew LSI Adapt, Inc. 615 8th Avenue South Seattle, WA 98104 Re: Cingular Wireless WA UMTS New & Change Out Antennas, Tukwila SC1865 (WA094) Dear Mr. Lew: As per your instructions we reviewed the existing antennae mounting system for the antenna change out on this cell site. The existing mounting assembly is adequate to sustain loads from the new antennas. We are assuming that the new antennas will be mounted on the platform supported by the steel pole like the existing antennas. The antennae change out and the new antennas Drowsed (Der attached RF sheet) for this site can be adeauateiv supported by the existing steel Dole and the mounting assembly. Appurtenance calculations and cut sheets have been attached for reference. Sincerely, PETERSON STREHLE MARTINSON, INC. t ven C. Streh e, P.E., S.E. Enclosures 2200 SIXTH AVE, SUITE 601 SEATTLE, WASHINGTON 98121 PSM@PSM-ENGINEERS.COM CO5265 PHONE 206 - 622 -4580 Fax 206 - 622 -0422 r) r1 J 1 PETERSON TREHLE MARTINSON, INC. CONSULTING ENGINEERS 2200 SIXTH AYE.,SUITE 601 SEATTLE, WASHINGTON 98121 OFFICE (206) 622 -4580 / FAX (206) 622 -0422 i RordF 'Tn'P ; RSL.S r U� I tVt4Tl0,t/: 7 - 7 k roc_ r q} r 0 j To CQ.MC._C t (.0 AJ I I II JOB: GOS 26 S TUK -couA DATE 6/3/05 BY yew SUBJECT: S tire t r) .4) Po L r -Ai 4 TO SQ1LD_I4Ja r. i-io II' FLATtpk- fl u (ON toff) =r 1 t I I i i POI- t • bK ATi Rr�oE AT T Th;r. jz& ctJ L r c lS% _r s7r,< <f fA -Gary) I IPtD E E r` - S 1 - . ..1. - �`� Consulting Engineers • 2200 6M Ave Sues 601 Seattle, WA 08121 Office (206) 6224580 / Fax (206) 622-0422 JOB: CO5265 DATE Jun 03, 2005 BY: vMW Su8JECr: Average Property Values SITE SC1871 (WA146) Round Pole Analysis Yield strength of steel, j jy 88.0 90.0 93.0 12.75 12.75 12.75 0.375 0.375 0.375 PETERSON, STREHLE, MARTINSON, INC. 36 Icsi MONOPOLE SECTION DATA 14.6 14.6 14.6 279.3 279.3 279.3 43.8 43.8 43.8 14.6 I 279.3 I 43.8 14.6 279.3 43.8 34.00 3&00 34.00 23.76 23.76 23.76 Monopole Section Properties Page 1 (EIA -TIA 222-9 Pole elev. heights ( _ Outside piameter (In) Wall thickness M) Calculated values Member average values Ratio D / t Allowed Stress (ksi) Area (in`) Mom jner l§ection I (in`) M 1 (in') Area (In`) Mom trier I (in') I Sect on M. (In') E E r` - S 1 - . ..1. - �`� Consulting Engineers • 2200 6M Ave Sues 601 Seattle, WA 08121 Office (206) 6224580 / Fax (206) 622-0422 JOB: CO5265 DATE Jun 03, 2005 BY: vMW Su8JECr: Average Property Values SITE SC1871 (WA146) Round Pole Analysis Yield strength of steel, j jy 88.0 90.0 93.0 12.75 12.75 12.75 0.375 0.375 0.375 PETERSON, STREHLE, MARTINSON, INC. 36 Icsi MONOPOLE SECTION DATA 14.6 14.6 14.6 279.3 279.3 279.3 43.8 43.8 43.8 14.6 I 279.3 I 43.8 14.6 279.3 43.8 34.00 3&00 34.00 23.76 23.76 23.76 Monopole Section Properties Page 1 heights I Pole elev. (ft) Outside Wall jhickness (In) I Exposure Coeff. 14 Velocity Pressure Q: (Pd) IPole ve Coetf. C Force Coef. Cr I Pole Weight On) Ice Weight I (Ibs) Total Weight (Ibs) Load Case 1 IWlnd(Wft)Wind(k/ft) Load Case 2 piameter (In) 12.8 88.0 12.8 0.4 1.3 21.7 97.8 0.59 0.0 356.1 356.1 0.023 0.019 90.0 12.8 0.4 1.3 21.8 98.1 0.59 109.1 18.2 125.3 0.023 0.019 93.0 12.8 0.4 1.3 22.0 98.6 0.59 163.7 24.3 188.0 0.006 0.005 PETERSON STREHLE MARTINSON, INC. Consulting Engineers 2200 6th Ave Suite 001 Seattle, WA90121 Mee (206) 622 -4580 / Fax (206) 622-0422 Round Pole Input Data: Basic wind velocity, V Gust Factor, Gx Average Diameter, Dp Ice !wild -up Overload factor, OLF Manuf multiplier 80 mph 1.69 12.75 In 0.6 In 1.10 1.0 JOS: CO5265 DATE Jun 03, 2005 BY: veW SUBJECT: EIA/T44 -222F Wind forces for monopoles arra SC1871 A14 MONOPOLE FORCE CALCULATIONS PETERSON, STREHLE, MARTINSON, INC. EIA -TIA Pole Loads Page 2 1 PETERSON STREHLE MARTINSON, INC. CONSULTING ENGINEERS 2200 6t11 Ave Suite 601 Seek, WA 98121 MICE (206) 6224590 / FAX (206) 6224422 JOB: 005265 DATE Jm03,05 BY VeW eutufter Appurtenances sue SCIS71 (WA149) 1 1. These computation comply w th EWM -222 -F 2. The reduction factor Is to account fortis drafting effect of appurtenances attached M We same honteintel plane 3. K, and q, as per EA/RA- 222 -F section 2.3.3 4. Ca Is as per table 3 pg. 8 of EWfT1A -222 -F 5. Load combob as per EWIIA- 222 -F section 2.3.18 - p9. 9 8. EPA as provided by Manufacturer. APPURTENANCES: Wind speed Tower total heigh 11 Is this a Tower/ Monopole (T / M)7 Overload facto, OLF Factor O 80 mph 70.5 ft M 1.00 1.89 DlscretaApt uRensnce Applied Force Computations: DESCRIPTION <Miha* col <Wlth • a 2 E evaton Area Weight I Area Welph Reduction (R) (ft Qbs) (fl°) (Ibs) Factor • Ca City Omer KATHREIN 742 -285 Platform (enervative area ate w 95 93 5.48 28.00 52.9 2,220.0 8.07 33.50 932 3300.0 0.75 1.00 1.41 1.00 9 1 CIn9Nar CRiUar 1353 1.345 22183 22.028 cWW oud te> --► (Rips) 1.950 1.042 2.993 0.478 2.220 2.898 <With Ic:40 mss) j 1.828 0.935 2.581 0.839 3.300 4.139 SUMS I PETERSON, STREHLE, MARTINSON, INC. Discrete Appurtenances Page 3 CESCRIPTION Hid To Oendan (a) Baton Elevation Outside Pole 00 Top Elevation outside pole M) Bond 0) or Flat () 1111 11 Diameter or width M) - 71Ydaws ESA O^) 1 b 11! Linear Appurtenance 1 7/8' Coax 0 93 0 0 angular r 1.2 0 18 1.09 - 0.33 8 Unear Appurtenance 2 - 0 0 0 0 - ' r 0 0 0 0 - 0 0 UnearAppurtenance 3 - 0 0 0 0 - r 0 0 0 0 - 0 0 Linear Appurtenance 4 - 0 0 0 0 - r 0 0 0 0 - 0 0 LlnearAppurtenance 6 - . 0 0 0 0 - r 0 0 0 0 - 0 0 Linear Appurtenance 8 - 0 0 0 0 - r 0 0 0 0 - 0 0 UnearAppwtenance 7 0 0 0 0 - r 0 0 0 0 - 0 0 UnearAppurtenance 8 - 0 0 0 0 - r 0 0 0 - 0 - 0 0 Linear Appurtenance 9 - 0 0 0 0 - r 0 0 0 0 - 0 0 User Appurtenance 10. - 0 0 0 0 - r 0 0 0 0 - 0 0 PETERSON STREHLE MARTINSON, INC. Consulting Engineers 2200 Oth Ave Suite BM Seattle, WA W3121 Office (206) 622 -4580 / Fax (206) 622-0422 1 JOB: 005265 DATE An 09, 2006 BY VOW SUBJECT: Linear Appurtenances Properties srt SC1871 (W4146) PETERSON, STREHLE, MARTINSON, INC. I -INEAR APPURTENANCES PROPERTIES INPUT: Linear Appurtenances Properties Page 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G> A 0 0 0 o G G o o b O O b 0 b o o o o o O C o o O O o o O o o o O o G C m jp O p O O p O p O O p O p O p O p O p O p O O p O p O p O p O p O p O p O p O p O p O p p O p O p O p O p O p O p O p O p O p O pp O O p O O 8888888 8888 0000000000000000000000000000000000000 8888888888888888888888888888888888888 N a O 0 0 N O 0 0 O CO 0 0 0 0 O 0 0 O N O 8 O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O N r` O W 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 roa to 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 • zr A w N $ � « ,j FR m? m 3 a R Ns w N N w F3 T m Segment Ele on Section I ( Section I (in') 0� Ap Loads Mal al Force (kips) Shear Force (kips) Send BendingDeflecOOn Moment 8 d On) S econds Moment (k-8) Total Moment 01 Bending (%) ( Mal Mal (1.) ( I Combined J (Fr) (ks0 I Allowed Stress 000 Actual / Allowable Stress Ratio Pole Tip Sway (deg) Horiz. I (I Vert (kips) des) 1 PETERSON STRWILE MARTTN INC. JOa CO5265 CONSULTING ENGINEE DATE Jun 05, 2005 hips yew shh 820 John Street, Seattle, Waq[on 98109 SUBJECT: Pole Stress Ratios - Load Case 1 OFRCE (206) 6224580 / FAX (206) 622-0422 SRE: SC1871 (WA748) PETERSON, STREHLE. MARTINSON, INC. MONOPOLE STRESS AND SWAY CALCULA77ONS: LOAD CASE 1 100% WIND + 0' ICE RESULTS SUMMARY Maximum Stress ratio • 0.150 OK 50mph Wind Tlp Sway • 0290 OK 88 90 14 14.6 93 14.6 43.8 43.8 43.8 0 109 164 2.993 0.267 0.015 2.705 3.26 2.88 2.71 all a06 2.99 15.3 9.1 4.200 4.492 4.943 1.3 1.2 1.2 16.6 10.3 1.2 4.54 2.82 0.22 0.20 0.32 0.19 4.76 3.02 0.51 31.68 31.68 31.68 0.150 0.095 0.016 1.5 1.5 1.5 Load Cases 1 Page 6 egment Elevation (ft) ection Ares On`) ?"1. Mod (kr') 1 � • •urtenanee as •s + ear Force (kips) : -nd Moment - (k -ft) •r'o - d (In) '!^' •wry Moment (k-ft) 0. Moment (k-ft) .. • ng (fs) (kal) Fa (f.) (kid) ' -. (Fr) (kW) .. Strews (keg / Allowable Stress Ratio Sway (deg) Hodr. I Vert (kips) (kips) 1 PETERSON STREETS MARTINSON, INC. CONSULTING ENGINEERS 820 John Street, Seattle, Washington 98109 OPEN: (206) 622.4500 / FAX (206) 6220422 I sot CO5265 OATS: de 03, 2005 BN. Yew sas/ECT: Pole Stress Ratios - Load Case 2 SPE SC1871 (WAI48) MONOPOLE STRESS AND SWAY CALCULATIONS: LOAD CASE 2 75%1NIND • 1fr ICE RESULTS SUMMARY Maximum Stress ratio a 0.138 OK 88 90 14.6 14.6 93 14.6 43.8 43.8 43.8 356 125 188 2.561 0.267 0.015 4.148 4.74 4.35 4.15 2.65 2.82 2.56 13.0 7.8 0 3490 3.840 4.226 1.8 1.6 1.5 14.8 9.3 1.5 4.05 2.56 0.42 0.33 0.30 0.28 4.38 2.86 0,70 31.68 31.68 31.68 0.138 0.090 0.022 1.3 1.3 1.4 PETERSON, STREHLE, MARTINSON, INC. Load Cases 2 Page 7 • actor r ^mn. ...qs n a::..:;r..�__..I.__._. ._ .,. .,_ _A ,' IUer t 2 4 d Txr`: •' .. °-e _ is tingAtenna1f7 Numberof exting Antennas 4' - BhhvtJihil4M Met NumberofAntennastebereplaced 0'0.11 ' Illa44! 2:, ++ F , R 6031 .4ti 71, +63, 2 - x Ex Antenna Model di -020P L'Ib IIIryM ^9d -02DPoi:'_' ".R " Existing Antenna Ce ln10k & - i4 ,. o '. 7.ul +xliu, 'WO llriUa= b.t + 4 Lll.345: . : I .M 4 Existing Antenna Center line (HI da • - s - II t 'f:114 l SAS Wt}r'.`k4'Ir 4s r- 9 5- W t h ''. ',il+'<'�:nn:IRf 5 1 zN.`In- 9 5: = = ° - 1xStint ?.- Existing Number of Feeders 'x W, f# 0 g tik E lstin t I dOlittlOir jJoun, tvn ExIstn9 e eo' -; , ..)./J oJI.NExisting Existing Feeder DianieterN*S t i (W4e+{Y'y111NUL0F6 N•bl,, pR>(ipst+,kdl`i1LDF6lati1tl t u Existing Feeder Length (ft.) rigaaifr(t i n. 11q+121X kAn31,19 Ijm,Srn2W4.Ig121101f { r1 Removal of existing Feederlf replaced 04: N" 1 IC sdUi )r1∎No ti+S4 , 1;1412011V8111NOINo'Nipl 19"4 aa, i . y y l , No ( + Ned Antenna Centerline (ft.) ", '9Y: :'95 ...95 . NewAntennaModel - - 742265 .742265 - -' 742265 - New Antenna Vendor . • Kathreln r'. -' Kathreln - - -' Kathreln Number of New Antennas :+ New Dimenslonsfinches )(L W,D) .' -763k 10.3x 5.5: `763x 70.3x 6.5 !' -' p6.]x 10.]x 5.5 New Antenna Weight'(I6s)^ 62.9 -^ 52.9 - New Mech. Tilt • New ELTIlt850 Existing Exlstinq : - '.. ExisUnq - New El. Tilt 1900 . • '....' New Azimuth Total Number of Feeders- Exlstinq 46: - +'Exlstinq • 6 Existing + 6 Number of new Feeders 6'- 6 .. •, 6': New Feeder Diameter -. 'Comm 7(5_. "Comm T/0 " - •Comm7/8" New Feeder Length (ft.) 121 - - 421 `121, New Feeder Vendor „ Commscope -.: , - z'Commscope : Commscope " Number of Jumper Cable :.Existing +6 -.. .,• tinq +6 ;: ' Existing + 6..+ NumberofJumperCableB Existing +0;, '•:" I::Exlsting +07 ,- ,• - ..'• - - :Existing +0 • Number bf.3umper Cable `,'' n: Existing rb' "' <!..Existingx6 ":? ... ' Existing +6 Number of Jumper Cable 0 '-' • :'. ExistIng±6 -; .'. Existing +:." " +.- Ezbting +6! ,;'+ " ;'Exlsllng :: I: .;'Existing +6 ' Jumper Vendor/Model AN Jumper VendorlModel C-D .Existing '- Exlsllng ^'. - :,:Existing. ,, Existing +.18.• Total Numbere(JumperCabb Existing +18a: .. Existing +18- .: TotaINdmber of TMA_ — ; • - .7 - +4:n . -.', ExIsting+49: •:I • Existing +4 Number of New TMA '. Lucent 2+ Nokia: 2 . •:!: Lueenl: 2+ Nokia: 2 I -. Lucent 2+Nokia: 2 ' - : TMAVendorlModel Lucent' LOP21401 & '. Nokia'. CS72993.081 Lucent l.OP 21401 8 .' Nokia:CS71993.08 ' Lucent LGP 2 1401 6 r Nokia: C572993.08 Number of New'Bias- T /CIN(TMA) Bias -T I CIN Vendor /Model (TMA) P/O Nokia Prof. P/0 Nokia Prof. PIO Nokia Proj. Number Of PDU's(TMA) >Sa *n ,,p:e^. -=r SI' , ' , 1 dlt !b- lyi "Iau '.n ✓ =1': t'+"k'r 1 ,r Model of PDU(TMA)I -;<.d: h + °. ($hl, Total Numberof Diplexer - - . - - Existing',: .:^ Existing Existing • Numberof New Diplexer .. 0 0 0• Diplexer Vendor/Model - .. - MCPA N : No Dual -0uplexer Vendor/Model Number of New Dual- Duplexes t Total Number of RET(1900 & 850) ' Refer to "RET Confq "tab 1; Refer to "RET Conlin" tab • 'Refer to "RET Congo" tab RET Vendor /Model ' - Number ofRCSsplilters(RET)-. ' Number of RC Top Jumpers -, • • - - NumberofRCBottomJumpers '- - RC Feeder Cable Model 'Number .. - ofRC Feeder Cables - • - - - Number ofCCU'sfREr) ..., ., Modelot CLU(RET) Nodes type' .Flexen10ne8TSMacrocell Flexent OneBi S Macrocell 1-lexenl OneBIS Macrocell Sector Comments • - . - bite Lomments .. WA094 X angular- WIRELESS CINGULAR WIRELESS Markel: SEATTLE / TACOMA Dual Band 85011900 MHz „RF Configuration Data Sheet (Pre Install) Cluster Id: Site Id: Slle name: Latitude Longitude SC1865 Tukwila - 122.2608056 N 47.4541944 W Updated on: Address: Note: If the New Mech. Tilt Is not feasible, add It to Electrical Tilt & Inform "Cingular RF" contact below. 1March 31, 2005 116500 SOUTHCENTER PKWY, TUKWILA, WA, (County: KING) RF Engineering RF Engineer Cingular RF: 1Sadashiv Kulkarnl - (425) 802 4332 (Print name) IAshwanl - 425 -753 -1049 (Print name) Date: Version e: 131 -Mar -05 C. Nc3IN E E NE RING. IVE E EN GI 1 R I N r, I N C. Prepared By: Checked By: Prepared Date: CEI Project No.: CIVIL • STRUCTURAL • SURVEY 14201 NE 200`" Street, Suite 200 Woodinville, WA 98072 Email: cei @comerstone- engr.com Web: www.comerstone- engr.com Structural Calculations For FILE COPT Permit No. SEATTLE UMTS II1tGRATION t X cingular WIRELESS Cingular Wireless Site Name: Tukwila Site Number: SC1865 (WA094 16500 Southcenter Parkway Tukwila, WA 98188 King County Jonathan D. Gibson, E.I.T. Mark W. Olson, P.E. December 28, 2005 05- 20002 -WA094 RECEIVED CITY OF TUKWILA JAN 2 0 2006 PERMIT CENTER Comprehensive Design Solutions for Your Project Success! Phone: (425) 487.1732 (206) 250-7306 Fax: (425) 487 -1734 REVIEWED FOR CODE COMPLIANCE sofOAI, MAR 212006 City Of Tukvviia BIITLDTNr- nivicP Thl EXPIRES: 02/15/I•G) 17f*---oti .3 ioject: Tukwila (WA094) Date: December 28, 2005 Client: Cingular Wireless Prepared By: J. Gibson CEI No.: 05- 20002 -WA094 Page 14201 NE 200 Street, Suite 200 Woodinville, WA 98072 Email: cei @cornerstone- engr.com Web: www.comerstone- engr.com TABLE OF CONTENTS I. Scope of Work 2 11. Conclusions and Recommendations 2 III. Design Criteria 2 IV. Analysis of Existing Rooftop Platform 3 V. References 55 VI. Appendix I 56 Original Structural Calculations by Darrold E. Bolton dated October 10, 1996 VII. Appendix!! 63 Structural Calculations by Whalen & Company, Inc. dated January 30, 2001 VIII. Appendix III 65 Structural Calculations by Peterson Strehle Martinson, Inc. dated June 8, 2005 C CORN C I N Q. ONE Phone: (206) 250 -7306 (425) 487-1732 Fax: (425) 487 -1734 Project: Tukwila (WA094) Date: December 28, 2005 Client: Cingular Wireless Prepared By: J. Gibson CEI No.: 05- 20002 -WA094 Page 2. I. Scope of Work Provide structural analysis and design for the addition of the Cingular Wireless telecommunications equipment and revision of the existing platform on an existing rooftop. The proposed equipment is located at 16500 Southcenter Parkway, Tukwila, King County, WA. The additional toad due to proposed equipment and its supporting structure will be transferred into the existing concrete building columns and down into the ground. Previous structural calculations are located in Appendices I & II. Structural calculations for the proposed antennas were done by Peterson Strehle Martinson, Inc. dated June 8, 2005 and are located in Appendix III. The information in this report summarizes the requirements for construction of structural elements and is in conformance with the 2003 International Building Code. The engineering of such structural elements and connections are designed to resist the vertical (gravity) and lateral (seismic or wind) loading particular to this existing and proposed structure. Unless noted otherwise, all means and methods used shall be in keeping with good and generally accepted construction practices. II. Conclusions and Recommendations The existing platform requires the addition of a W8x13 beam and (3) C8x11.5 channels for bracing as well as the replacement of the existing W10x26 beam with a W10x33 beam. The existing concrete building columns will be structurally adequate to support the proposed load due to the additional telecommunications equipment and platform revisions. Please refer to the following calculations and supporting Structural drawings as well as the Architectural drawing package. 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. The contractor is to verify existing platform columns to be located directly over the existing concrete building columns, If otherwise contact appointed engineer. III. Loads /Design Criteria: (IBC 03 & ASCE 7) See calculations 14201 NE 200 Street, Suite 200 Woodinville, WA 98072 Email: cei @cornerstone - engr.com Web: www.comerstone - engr.com E conNcns1rONe E N G I N 6 1 Phone: (206) 250 -7306 (425) 487 -1732 Fax: (425) 487 -1734 ject: Tukwila (WA094) _ Date: December 28, 2005 Client: Cingular Wireless Prepared By: J. Gibson CEI No.: 05- 20002 -WA094 Page Analysis of Existing Rooftop Platform 14201 NE 200 Street, Suite 200 Woodinville, WA 98072 Email: cei @comerstone- engr.com Web: www.comerstone- engr.com C ENGI NErRING. I G N E E R R p. N C. Phone: (206)250 -7306 (425) 487-1732 Fax: (425) 487 -1734 MCE Ground Motion - Conterminous 48 States Latitude = 47.454194, Longitude = - 122.260806 Period MCE Sa (sec) ( %g) 0.2 134.2 MCE Value of Ss, Site Class B 1.0 046.2 MCE Value of S1, Site Class B Spectral Parameters for Site Class D 0.2 134.2 Sa = FaSs, Fa = 1.00 1.0 071.1 Sa = FvS1, Fv = 1.54 Spectrum for Site Class D Period MCE Sa (sec) 0.000 0.106 0.200 0.530 0.600 0.700 0.800 0.900 1.000 1.100 1.200 1.300 1.400 1.500 1.600 1.700 1.800 1.900 2.000 ( % g) 053.7 134.2 134.2 134.2 118.5 101.6 088.9 079.0 071.1 064.7 059.3 054.7 050.8 047.4 044.5 041.8 039.5 037.4 035.6 T = 0.0, Sa = 0.4FaSs T = To, Sa = FaSs T = 0.2, Sa = FaSs T = Ts, Sa = FaSs T= 1.0,Sa =FvS1 Earthquake Hazards Program LOCATION 47.4541944 Lat. — 122.2608056 Long. The interpolated Probabilistic ground motion values, in %g, at the requested point are: 10%PE in 50 yr 2%PE in 50 yr PGA 32.78 62.88 0.2 sec SA 72.15 142.12 1.0 sec SA 23.74 48.64 PROJECT INFO: Home Page SEISMIC HAZARD: Hazard by Lat/Lon 2 14201 NE 200th Street, Suite 200 Woodinville, WA 98072 E -mail: cei @cornerstone- engr.com Web: www @ comerstone- engr.com TEL: 425 -487 -1732 206 - 250 -7306 FAX: 425-487 -1734 � E EN GI I NErR I N GONE • E G ,., F E R ,., G. INC. Site Name: WA094 Tukwila Project: Cingular Wireless c/o Odelia By: Jonathan Gibson CEI No.: WA094 Date: 12/06/05 Subject: Lateral Load Design Calculation Seismic Force: SDS = 2/3 SMS . SDI = 2/3 Sim Seismic Design Category per S Seismic Load Calculation for Components and System (Reference: IBC 2003, Section 1621 & ASCE 7, Chapter 9.6) 0.2s Spectral Response Acceleration, Site Class B S. 1.0s Spectral Response Acceleration, Site Class B S Site Class Site Coefficient per S, & Site Class, F Site Coefficient per 5 & Site Class, F SMS = FaS, S = FvS1 (Per ASCE 7. 9.6.1.3) Component amplification factor, a Component Importance factor, I Component operating weight, W Component response modification factor, R Height in structure at point of attachment of component, z Average roof height of structure, h Seismic Design Force, F Max. seismic design force, Fp Min. seismic design force, F Seismic Design Force, F Min. seismic design force, Fpmin Max. seismic design force, F = 1.4212 0.486 = D 1.00 1.54 = 1.421 0.749 0.947 = 0.499 = D 1 = 1 WP = 2.5 = 94 94 0.4apaSosWp (1 +2z/h) " P"P Seismic Design Force, F (ASD) = 1.6S = 0.3SosI 0.45 W 0.28 W 1.52 W 0.32 Wp (IBC 03, Figure 1615(1)) (IBC 03, Figure 1615(2)) (IBC 03, 1615.1.1) (IBC Table 1615.1.2(1)) (IBC Table 1615.1.2(2)) (IBC 03, Eq 16.-38) (IBC 03, Eq 16. -39) . (IBC 03, Eq 16. -40) (IBC 03, Eq 16. -41) (ASCE 7, Table 9.6.2.2 or 3 2) (ASCE 7, Section 9.6.1.5) (lb) (ASCE 7, Table 9.6.2.2 or 3.2) (ft) (ft) (Eq. 9.6.1.3 -1) (Eq. 9.6.1.3 -2) (Eq. 9.6.1.3 -3) Height Z, (ft) Exposure B 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 45 0.79 0.79 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 0.99 160 1.13 1.13 200 1.20 1.20 Velocity Pressure NO Case 1 Case 2 11.01 8.96 11.01 9.75 11.01 10.38 11.01 11.01 11.95 11.95 12.34 12.34 12.73 12.73 13.36 13.36 13.99 13.99 14.62 14 62 15.09 15.09 15.56 15.56 17.77 17.77 18.87 18.87 �C G I NEr P N LI ONE Site Name: WA094 Tukwila Project: Cingular Wireless c/o Odelia By: Jonathan Gibson CEI No.: WA094 Date: 12/06/05 Subject: Lateral Load Design Calculation Wind Velocity Pressure: Velocity Pressure, q (lb/ft (Reference: Basic Wind Speed, V s , (mph) Exposure Category Building Category Wind Load Importance Factor, L Velocity pressure exposure coefficient, K Topographic Factor, K Wind Directionality Factor, Kd Design Wind Load (Open Buildings & Other Structure) Gust effect factor, G Net force coefficient C Projected area normal to the wind, A7, (ft Design Wind Loads, F, (113/ft) Wind Load Calculation for Other Structure IBC 2003, Section 1609 & ASCE 7 -02, Chapter 6.0) 85 (ASCE 7 -02, Figure 6 -1) = B (ASCE 7 -02, Section 6.5.6) 1I (IBC Table 1604.5) 1.0 (IBC Table.1604.5) See Table (ASCE 7 -02, Table 6 -3) = 1.0 (ASCE 7 -02, Figure 6-4) 0.85 (ASCE 7 -02, Table 6-4). 0.00256K (ASCE 7 -02, Eq. 6 -15) 15.56 (ASCE 7 -02, Section 6.5.10) . 0.85 (ASCE 7 -02, Section 6.5.8) 1.3 (ASCE 7 -02, Figure 6- 19 -22) Af q,GC1A Ibs 17.2 psf (A 14201 NE 200th Street, Suite 200 Woodinville, WA 98072 E -mail: cei @comerstone-engr.com Web: www @comerstone- engr.com TEL: 425 -487 -1732 206- 250 -7306 FAX: 425 -487 -1734 cJ OFtNEPS1rOt.JE P I G I M C C R I N O. 1 N O. 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('tl s/$" 4 A Bo►TS To k dttrp2 AID .', AIa LAPL.9r I S C-e-CfrerCis %J1 Or NICAQ equ.rRMttJt — pzs LAN Sciciv2 Dc`s I6 J LMo, k, L» MuccI * i C r-oi2 C CO . f9N £ 1 N G. ONE project Wk 04 location client by date checked date sheet no (I� CEI job no. I 0 = — J QV F F}=v= F -`F,. Wrt= Fr 1 % L D'(3o4)Fo— \ 3Z` htim —CE F F, : - vi re 5. 1/= 532_ L. Fwr —175.7_ u. /bowl Goca, j) A; ;2-s (?o 1.-T ( fontctiorz goL r EQw� PILtcar V z is .Iy 20$ A. .e S.22- k-iPc l ... Rm. ('tl s/$" 4 A Bo►TS To k dttrp2 AID C CORNERSTONE ' c w u I w c E n I H o. WOW W A o€l 4- bcauonTiMtwIt W 0. 4,3 ve,95 client G 1 /71 "t-AYL bf"--.)nee date 12/a./0S checked date sheet no. IZ/ CEI job no. h 2 1 -2. 1.1 ri'kI STf t2-MSC AD aATpot -kA 27 - 2' 2 `� �I_ pN 1 0 0 M 4 3 cp 3 0 0 3 PP-OPC,CD Fa.t.t fMENT (3) Maul* - za++urt CAS. 0) wag cuss (i) bus 7 to (PoweR ) 44'_00 e V Wag ___ (41. r /' I �RlL C CORNERSTONE ' c w u I w c E n I H o. WOW W A o€l 4- bcauonTiMtwIt W 0. 4,3 ve,95 client G 1 /71 "t-AYL bf"--.)nee date 12/a./0S checked date sheet no. IZ/ CEI job no. h 2 1 -2. 1.1 ri'kI STf t2-MSC AD aATpot -kA 27 - 2' 2 `� �I_ pN 1 0 0 M 4 3 cp 3 0 0 3 PP-OPC,CD Fa.t.t fMENT (3) Maul* - za++urt CAS. 0) wag cuss (i) bus 7 to (PoweR ) C. CORiNER9TCINE EN•INCNNINO. INC. P ro j ect vJA 014- location client by date checked date sheet no. 13 CEI job no. $P- AutIla REP" . e 4 Q (a V.) ?” Foe_ 1A1.1 - NiJO2s, cAce 1,r) AD I Sb . ( 2) IAL 2*K tie Po t N Lakin' P c.-'f AT CS )ci S M4DS0scN1 lD OC * t (3C4-) LL AtEA ( (to pso + C3(4,-)b-5 ts4S 016 it/- .+ 1S (14 - lo5 tL/4 f o. 1 3't i1 - ✓ Rev: 580006 User. KW-0606053. Ver 5.8.0, t-Dec-2003 (c)1983.2003 ENERCALC Engineering Software Description Bracing Between (E) W8x13 - Ultrasite Cabinets General Information Steel Section : C8X11.5 Center Span Left Cant Right Cant Lu : Unbraced Length [Distributed Loads 4.00 ft 0.00 ft 0.00 ft 0.00 ft Steel Beam Design Pinned - Pinned Bm WL Added to Loads LL 8 ST Act Together Title : WA094 Job # Dsgnr: J. Gibson Date: 12:05PM, 7 DEC 05 Description : Tukwila 16500 Southcenter Parkway Scope: Code Ref: AISC 9th ASD, 1997 UBC, 200318C, 2003 NFPA 5000 Fy 36.O0ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.030 k/ft LL 0.075 k/k ST k/t Start Location ft End Location ft Point Loads Dead Load' Live Load Short Term Location L Summary Force & Stress Summary Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 1.690 . k k k 2.000 It t Using: C8X11.5 section, Span = 4.00ft, Fy = 36.0ksi End Fixity = Pinned- Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 1.923 k -ft 16.117 k -ft fb : Bending Stress 2.835 ksi 23.760 ksi tb / Fb 0.119: 1 Shear 1.078 k 25.344 k fv : Shear Stress 0.612 ksi 14.400 ksi fv /Fv 0.043:1 Reaction @ Left 1.08 0.93 Reaction @ Rt 1.08 0.93 Fa calc'd per Eq. E2 -1, K'L/r < Cc I Beam Passes Table B5.1, Fb per Ea. F1 -1, Fb = 0.66 Fy Beam OK Static Load Case Governs Stress Max. Deflection Length)DL Dell Length /(DL +LL Defl) <c- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Maximum Only a Center a Center @ Cants lifP,its Max. M + 1.92 k -ft 1.77 1.92 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 1.08 k 0.93 1.08 k Shear @ Right 1.08 k 0.93 1.08 k Center Defl. -0.005in -0.004 -0.005 -0.005 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Ouery Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in 1.08 1.08 k 1.08 1.08 k Page 1 TWnvila2.ecw:Calculations -0.005 in 10,947.6 : 1 9.911.5: 1 Scope: Rev. 580006 User: KW-0606053.Ver 52.0. 1 -Dec -2003 Steel Beam Design M1983.2003 ENERCALC Engineering Software 9 Description Bracing Between (E) W8x13 - Ultrasite Cabinets Section Properties C8X11.5 Depth 8.000 in Weight 11.45 #/ft Web Thick 0.220 in Ixx 32.500 In4 Width 2.2601n lyy 1.310 in4 Flange Thick 0.390 in Sxx 8.140 Ina Area 3.37 in2 Syy 0.775 in3 Xcg Dist. 0.572 R -xx 3.110 in Values for LRFD Design..., R -yy 0.623 in J 0.130 in4 Zx 9.630 in3 Cw 16.501n6 Zy 1.570 in3 I< 0.938 in Title : WA094 Job # Dsgnr: J. Gibson Date: 12:05PM, 7 DEC 05 Description : Tukwila 16500 Southcenter Parkway Page 2 Tukwia2.ecw:Cakulafpu E " CFlNEPRSrOt.JE ` RIN01, INC. i project W / r 0"Y'f location client by date checked date ell8et f10. CEI job no. F&ek \ A — (N) We,-13 vJ to %t-c• (u 1 �1l uo < 14r -0 4 le . . Q,_ (0 221b (r t om _ 64-2_11. '1 O tt 44 .0 fMr2- C� L 1 Mt1M' etc ciao �Z--- tyciv - Irk 'BAg2 Carr vm4t , T2- bawl . e p h (Jr- ZSt) A .= C2 -44-) 4 ( )L -L — (tkt)(%of4) 4 (2( Zo (LA- 4- So 11.1P- lo IL /1't" W M LS ili atAatr 1. L Rev: 580006 User KW-0606053. Ver 5.8.0, I-Dec-2003 (e01983 -2003 ENERCALC Engineering Software Description (N) W8x13 General Information Steel Section : W8X13 Center Span 15.00 ft Left Cant. 0.00 fl Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Distributed Loads #1 DL 0.020 LL 0.050 ST Start Location End Location Summary 1 Using: W8X13 section, Span = 15.00ft, Fy = 36.Oksi End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 2.336 k -ft 19.622 k -ft ib : Bending Stress 2.828 ksi 23.760 ksi fb /Fb 0.119:1 Shear tv : Shear Stress fv / Fv I Force & Stress Summary Maximum 2.34 k -ft Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left 0.62 k Shear @ Right 0.62 k Center Defl. -0.082 in Left Cant Defl 0.000in Right Cant Defl 0.000 In ...Query Defl @ 0.000 ft #2 #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft 0.623 k 0.339 ksi 0.024 : 1 0.25 0.25 -0.033 0.000 0.000 0.000 Steel Beam Design Fy 36.O0ksi Pinned- Pinned Load Duration Factor 1.00 Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi LL 8 ST Act Together -0.082 0.000 0.000 0.000 26.463 k 0.62 Title : WA094 Job # Dsgnr: J. Gibson Date: 12:05PM, 7 DEC 05 Description : Tukwila 16500 Southcenter Parkway «- These columns are Dead + Live Load placed as noted ->> DL LL LL +ST LL LL +ST Only 61/ Center a Center a Cants (d) Cants 0.93 2.34 14.400 ksi 0.62 Scope: -0.082 0.000 0.000 0.000 Max. Deflection Length/DL Defl Length/(DL +LL Defl) 0.000 0.000 0.000 0.000 0.000 in 0.000 in 0.000 in 0.000 in Reaction @ Left 0.62 0.25 0.62 0.62 k Reaction @ Rt 0.62 0.25 0.62 0.62 k Fa caldd per Eq. E2 -1, K'11r < Cc 1 Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy Page 1 Tukwila2.ecw:Caladations Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Note! Short Tenn Loads Are WIND Loads. Beam OK Static Load Case Governs Stress -0.082 in 5,492.2 : 1 2,185.4 : 1 k -ft k -ft k -ft k -ft k k W80006 User. KW -0606053, Ver 5.8.0, 1-Dec -2003 (c) 1883 -2003 ENERCALC Engineerig Software Description (N) W8x13 Section Properties W8X13 Title : WA094 Job Si Dsgnr: J. Gibson Date: 12:O5PM, 7 DEC 05 Description : Tukwila 16500 Southcenter Parkway Scope : Steel Beam Design Depth 7.990 in Weight 13.04 #/ft Web Thick 0.230 in Ixx 39.600 In4 Width 4.000 in lyy 2.730 In4 Flange Thick 0.255 in Sxx 9.910 in3 Area 3.84 In2 Syy 1.370 in3 Rt 1.010 in R -xx 3.210 in Values for LRFD Design.... R -yy 0.843 in J 0.0901n4 Zx 11.400 In3 Cw 40.80 in6 Zy 2.150 in3 K 0.555 in Page 2 TukwAa2.ecw:Cak:Watlens EEY OF%NEFSrNE N M 1 N O. 1 N C. Prole \/ MP location client by date checked date sheet no. CEI job no. Q-v (-) b.) tW4 & — So% OF (3) UII,a-WIC CA-Fars 3 3D e n 30 " _ 4 tp - 3 f N rb El ft 3o " a Tv- lake/is ,'r fl xr- Obs. it • S (iw of 3) f lccstl Take. U l gAt yw*nav 1D MAIL4F WISTIAC, lJ =M4 -)Dt — + (44)14_ (441(10"{-) { -(44 )( 25 = 4-0 IL -- 'lob IL /Fi- s 1.1-o Ft (a5)14 = 'In lb r (%:o)vsLi* *(osy4)(ils) =&Sib F 3 = I I -D) * (o.5 \O s)» Scoad. E = (c.iv1/4.102*(0.5)(4)0i.s")= 4-4c. K. Ra- o . Q 30 4(. 0. CZ,= I S77 I' C b 0 . 5 0 o 1 . 0 / 1 is Aweafrosecza • U�: 053,ver5.8.0,t-Dee -2003 Steel Beam Design (c!19e3 -2003 ENERCALC Engineering Software 9 Description (E) W8x13 - 50% of (3) Ultrasite Cabinets General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 ` Steel Section : W8X13 Center Span Left CanL Right Cant Lu : Unbraced Length [Distributed Loads DL LL ST Start Location End Location #1 #2 #3 #4 #5 #6 #7 0.040 k/ft 0.100 k/ft k/ft ft Point Loads Note! Short Tenn Loads Are WIND Loads. Dead Load Live Load Short Teen location Summary Max. M - Max. M © Left Max. M @ Right #1 0.446 Center Defl. -0.334 in Left Cant Dell 0.000 in Right Cant Defl 0.000 in ...Query Defl @ 0.000 if 15.00 ft 0.00 ft 0.00 ft 0.00 ft #2 #3 0.868 0.868 3.000 5.500 Using: W8X13 section, Span = 15.00ft, Fy = 36.0ksi End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 9.817 k -ft 19 622 k -ft fb : Bending Stress 11.888 ksi 23.760 ksi tb /Fb 0.500:1 Shear 2.600 k 26.463 k fv : Shear Stress 1.415 ksi 14.400 ksi fv /Fir 0.098: 1 Fy 36.00ksi Pinned- Pinned Load Duration Factor 1.00 Bm WL Added to Loads Elastic Modulus 29,000.0 ksi LL 8 ST Act Together Force & Stress Summary «- These columns are Dead + Live Load placed as noted -N> DL LL LL +ST LL LL +ST Maximum Onl (th Center et Center (0 Cants Ca nts Max. M + 9.82 k -ft 7.20 9.82 k -ft Shear © Left 2.60 k 1.85 2.60 k Shear Q Right 1.88 k 1.13 1.88 k -0.235 0.000 0.000 0.000 -0.334 0.000 0.000 0.000 Title : WA094 Job # Dsgnr: J. Gibson Date: 12:05PM, 7 DEC 05 Description : Tukwila 16500 Southcenter Parkway Scope: #4 0.446 8.000 -0.334 0.000 0.000 0.000 #5 Note! Short Term Loads Are WIND Loads. #6 Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length /(DL +LL Defl) 0.000 0.000 0.000 0.000 #7 k k k ft k -ft k -ft k -ft 0.000 in 0.000 in 0.000 in 0.000 in Reaction © Left 3.05 2.30 3.05 3.05 k Reaction @ Rt 1.88 1.13 1.88 1.88 k Fa calc'd per Eq. E2 -1, K'Ur < Cc I Beam Passes Table 85 .1, Fb per Eq. F1 -1, Fb = 0.66 Fy Page 1 Tulcwila2.ecw:CalaJIasms ft -0.334 in 765.2 : 1 538.6 :1 Rev: 580006 User KW-0606053, Ve 5.8.0. 1-Dec -2003 (e)1983 -2003 ENERCALC Engineering Software Description (E) W8x13 - 50% of (3) Uitrasite Cabinets Section Properties W8X13 Steel Beam Design Depth 7.990 in Weight 13.04 #/ft Web Thick 0.230 In Ixx 39.600 in4 Width 4.000 in lyy 2.730 In4 Flange Thick 0.255 in Sxx 9.910 in3 Area 3.84 in2 Syy 1.370 in3 Rt 1.010 in R -xx 3.210 in Values for LRFD Design.... R -yy 0.843 in J 0.090 in4 Zx 11.400 1n3 Cw 40.80 in6 Zy 2.150 in3 K 0.555 in Title : WA094 Job Si Dsgnr: J. Gibson Date: 12:05PM, 7 DEC 05 Description : Tukwila 16500 Southcenler Parkway Scope: Page 2 Tukwila2.ocx:Celculabons 1 ■ C. CORNERSTONE CNOINMINCI. inc. location dent by date checked date sheet no. 174. CEI job no. (G) bJ &c13 — ¶01 OF (3) UagablThrS 4 507., of (Z) ea csio4s Nd (00w l - STt I 15/1/4 Clitt'WZ coif T1ke Pa CMS .� = ( 4- it a I(,1 Wr(3•I(.1f4. QL 61 1 (3.11 -) a ( 2.11.1(x)( 25 est-) 32_ I6 /4- +Sou II7— lcAA F, =423 {6 F 2 = SCAvo F $L$ 16 E tip L = Co -"M($c oo(4)2 15a 16 e- - 3(02_9 (6 Q 235o (1. of • (a, L (. O { SEAM t S AO eAU/f Rev: 580008 User. KW-0806053,Ver 5.8.0, 1 -Dec -2003 Steel Beam Design (1)1983 -2003 ENERCALC Engineering Software 9 Description (E) W8x13 - 50% of (3) Ultrasite Cabinets & 50% of (2) Ericsson Cabinets [General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W8X13 Center Span Left Cant. Right Cant Lu : Unbraced Length LDistributed Loads DL LL ST Start Location End Location Point Loads Dead Load Live Load Short Term Location Summary #1 0.032 0.080 #1 Moment Po : Bending Stress Po /Fb Shear fv : Shear Stress fv /Fv Max. M + Max. M - Max. M © Left Max. M © Right Shear @ Left 3.21 k Shear @ Right 2.35 k 15.00 ft 0.00 ft 0.00 ft 0.00 ft #2 #3 #2 #3 #4 0.423 0.868 0.868 . 0.446 3.000 5.500 8.000 I Using: W8X13 section, Span = 15.00ft, Fy = 36.0ksi End Fixity = Pinned- Pinned, Lu = 0.00ft, LDF = 1.000 Actual 12.305 k -ft 14.900 ksi 0.627: 1 3.207 k 1.745 ksi 0.121: 1 Center Dell. -0.430 Left Cant Deft 0.000in Right Cant Dell 0.000 in ...Query Defl * 0.000 ft 0.000 Reaction © Left 3.63 3.03 Reaction © Rt 2.35 1.75 Fa calc'd per Eq. E2 -1, K *Lk < Cc !Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy -0.351 0.000 0.000 Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together #4 Allowable 19.622 k -ft 23.760 ksi -0.430 0.000 0.000 0.000 2.35 26.463 k 3.63 Title : WA094 Osgnr: J. Gibson Description : Tukwila 16500 Southcenter Parkway Scope: 14.400 ksi Force & Stress Summary Aammomi «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Maximum Only jpar a Cants a Cants 12.31 k -ft 10.21 12.31 k -ft k -ft k -ft k -ft 2.61 3.21 k 1.75 2.35 k -0.430 0.000 0.000 0.000 3.63 2.35 #5 #5 0.750 3.800 Fy Load Duration Factor Elastic Modulus Note! Short Term Loads Are WIND Loads. Note! Short Term Loads Are WIND Loads. Max. Deflection Length/DL Dell Length/(DL +LL Defl) 0.000 0.000 0.000 0.000 #6 #6 0.750 . 9.867 Job # Date: 12:05PM, 7 DEC 05 Page 1 1 Tukwlla2.eow:Cakulations 36.00ksi 1.00 29,000.0 ksi #7 k/ft k/ft k/ft ft ft #7 k k k ft Beam OK Static Load Case Governs Stress 0.000 in 0.000 in 0.000 in 0.000 in k k -0.430 in 512.8 : 1 418.4 : 1 Section Properties W8X13 Title : WA094 Dsgnr: J. Gibson Description : Tukwila 16500 Southcenter Parkway Scope: L Rev. 590008 User. KW -0606053.Ver5.9A. 1-Dec-2003 Steel Beam Design (c)19834003 ENERCALC Engineering Software Description (E) W8x13 - 50% of (3) Ultrasite Cabinets & 50% of (2) Ericsson Cabinets Depth 7.990 in Weight 13.04 #/ft Web Thick 0.230 In Ixx 39.600 In4 Width 4.000 in Iyy 2.730 1n4 Flange Thick 0.255 in Sxx 9.910 in3 Area 3.84 in2 Syy 1.370 in3 Rt 1.010 in R -xx 3.210 In Values for LRFD Design.... R -yy 0.843 in J 0.090 In4 Zx 11.400 in3 Cw 40.801116 Zy 2.150 1n3 K 0.555 in Job # Date: 12:05PM, 7 DEC 05 Page 2 Tukwla2.ecw:CaW lations 1 C CORINEFISTONE IEN•INCe1111.10. INC. location client by date checked date sheet no. CEI job no. (\ )c. is - ' o/. or (zj Wc -bon) cMvacrs W to x Z (1- — 7 t s Ate GWer (tATp.Z 0 WSW, t 044 13.6 itoteurn.b TPSLA e " AV-0% Q,= 21-4 t- . a�.� I & 3.10 C 2- 2 - /0= 32- 15 /Fa- r uO IL /('- = to- ivp- F t F ��olb 1t e,.= i7s4 1►, ea 1Y21 Uc L I ' a 35 0 _ ISF-M I LS ADeCi Rev: 580006 User NE EnE�1-Dec-2003 S tware Point Loads Steel Section : W8X13 Center Span Left Cant. Right Cant Lu : Unbraced Length #1 DL 0.032 LL 0.080 ST Start Location End Location Summary 1 15.00 ft 0.00 ft 0.00 ft 0.00 ft Steel Beam Design Description (E) W8x13 - 50% of (2) Ericsson Cabinets General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 0 Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together Using: W8X13 section, Span = 15.008, Fy = 36.0ks1 End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 6.884 k -ft 19.622 k -ft tb : Bending Stress 8.336 ksi 23.760 ksi fb / Fb 0.351: 1 Shear 1.754 k 26.463 k fv : Shear Stress 0.955 ksi 14.400 ksi fv / Fv 0.066: 1 Title : WA094 Job # Dsgnr: J. Gibson Date: 12:05PM, 7 DEC 05 Description : Tukwila 16500 Southcenter Parkway Scope: Fy Load Duration Factor Elastic Modulus Max. Deflection Length/DL Defl Length/(DL+LL Defl) Page 1 Tukwda2.ecw:CatrLlatbns 36.00ksi 1.00 29,000.0ksi #2 #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft #1 #2 #3. #4 #5 #6 #7 Dead.Load . 0.750 0.750 . k . Live Load k Short Tenn k Location 3.800 9.867 ft Beam OK Static Load Case Govems Stress -0.248 in 1,067.9: 1 726.1 : 1 [Distributed Loads Note! Short Term Loads Are WIND Loads. r Note! Short Term Loads Are WIND Loads. Force & Stress Summary « - These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Maximum Onry tell Center IQ Center Cants Gil Cants Max. M + 6.88 k -ft 4.67 6.88 k -ft Max. M - k -ft Max. M © Left k -ft Max. M @ Right k -ft Shear @ Left 1.75 k 1.15 1.75 k Shear @ Right 1.62 k 1.02 1.62 k Center Defl. -0.248 in -0.169 -0.248 -0.248 0.000 0.000 in Left Cant Dell 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Dell @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction 0 Left 1.75 1.15 1.75 1.75 k Reaction @ Rt 1.62 1.02 1.62 1.62 k Fa calc'd per Eq. E2 -1, XIS < Cc 1 Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy Scope : L Rev: 580006 - -- U eer . KW-0606053. Ver 5.8.0, 1-Dec-2003 Steel Beam Design 0 )1983 -2003 EKERCALC Engineering Software Description (E) W8x13 - 50% of (2) Ericsson Cabinets Section Properties W8X13 Depth 7.990 in Weight 13.04 #/ft Web Thick 0.230 in Ixx 39.600 in4 Width 4.000 in lyy 2.730 in4 Flange Thick 0.255 in Sxx 9.910 in3 Area 3.84 1n2 Syy 1.370 in3 Rt 1.010 in R -xx 3.210 in Values for LRFD Design.... R -yy 0.843 in J 0.0901n4 Zx 11.400 in3 Cw 40.801n6 Zy 2.150 in3 K 0.555 in Title : WA094 Job # Dsgnr: J. Gibson Date: 12:05PM, 7 DEC 05 Description : Tukwila 16500 Southcenter Parkway Page 2 11 Tukwia2.ecw:CaKWaBOru 1 EY OPINEF3S1rONE N O 1 N C — LJA 044 location alert by date cleated date CEI job no. () YJ €1c 13 — IJO La7AcS all w ll*gi DtSTIzAa ea " 24, - R &a,N'f►M1 Go t v =� c h Fa N t5'-o' f v V V Vie v W RL re-uantex gaiezA- Z 2— Ws,t i3 tS 'WM. - c zLO 0= 3ti/4— t 1,14R— t I 121‘,/(4- P lc q IL TM I.f A2aQuA°rC I Rev: 580008 User. KW-0606053. Ver 5.8.0. I- Dec-2003 (0)1983 -2003 ENERCALC Engineering Software Description (E) W8x13 Steel Section : W8X13 Center Span Left Cant. Right Cant Lu : Unbraced Length [Distributed Loads #1 DL 0.032 LL 0.080 ST Start Location End Location 15.00 ft 0.00 ft 0.00 It 0.00 ft Shear 0.938 k fv : Shear Stress 0.510 ksi fvlFv 0.035:1 [ Force & Stress Summary Center Defl. -0.124 in Left Cant Defl 0.000 in Right Cant Defl 0.000 in ...Query Defl @ 0.000 ft 26.463 k Title : WA094 Job # Dsgnr: J. Gibson Date: 12:05PM, 7 DEC 05 Description : Tukwila 16500 Southcenter Parkway Scope: Steel Beam Design General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 ` Fy 36.00 ksi Pinned - Pinned Load Duration Factor 1.00 Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi LL & ST Act Together #2 #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft Summary I Beam OK S tatic Load Case Governs Stress Using: W8X13 section, Span = 15.00ft, Fy = 36.0ksi End Fixity = Pinned- Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 3.517 k -ft 19.622 k -ft Max. Deflection -0.124 in Ib : Bending Stress 4.259 ksi 23.760 ksi Length/DL Defl 4,029.0: 1 fb / Fb 0.179: Length/(DL +LL Defl) 1,451.3: 1 14.400 ksi -0.045 -0.124 -0.124 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Note! Short Term Loads Are WIND Loads. «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Maximum Only 0 Center 0 Center Cants Ca? Cants Max. M + 3.52 k - 1.27 3.52 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k - ft Shear © Left 0,94 k 0.34 0.94 k Shear © Right 0.94 k 0.34 0.94 k 0.000 0.000 0.000 0.000 0.000 in 0.000 in 0.000 in 0.000 in Reaction @ Left 0.94 0.34 0.94 0.94 k Reaction @ Rt 0.94 0.34 0.94 0.94 k Fa calc'd per Eq. E2 -1, K'LJr c Cc I Beam Passes Table B5.1, Fb per Eq. F1 - 1, Fb = 0.66 FY Page 1 M Toes/Sa2.e0w:Calculations Rev: 5130006 User KW-0606053. Ver 5.8.0.1- Dee -2003 (c)1983.2003 ENERCALC Engineering Software Description (E) W8x13 Section Properties W8X13 Depth Web Thick Width Flange Thick Area Rt 7.990 in Weight 0.230 in Ixx 4.000 in Iyy 0.255 in Sxx 3.84 in2 Syy 1.010 in R -xx Scope: Steel Beam Design 13.04 #/ft 39.600 in4 2.730 in4 9.910 in3 1.370 in3 3.210 in 0.843 in Values for LRFD Design.... R - ri J 0.090 in4 Zx 11.400 in3 Cw 40.80 In6 Zy 2.150 in3 K 0.555 in Title : WA094 Job # Dsgnr: J. Gibson Date: 12:O5PM, 7 DEC 05 Description : Tukwila 16500 Southcenter Parkway Page 2 TukwIa2.ecw:Calculaecns C. CORNERSTONE CSOINILERING. INC. Proles N4 O-y'f boson client by date checked date sheet no '3 CEI job no. Z' -o" j 30" (E) 1.fr 1 46 F s re 444014 4 3 - (JMT,s PO� tee- (.4 "t Sot) At.t. Gums FJF sort Ad.E (Dlettet wrr* srt tan- (') VJfst3 BC /4 P:egNlo) MJAL' R, FAX,1 cell Ace-01/4 W ir 2-40(07P 2 3'-o 2_ N2-4L.(.1.14)Dt_ 1- (26674 L.(_ 6J (z. 404)4or &C 4-(2. (.674) j LS w - 2-7 h. /Fi- -" + (/7 IL f i-t- ti= 94 IL /-4 k -COS }w r 3 lb F.i = (CI . S) = 13oo 0 12-1 IS 7IL - V-- 7 23115 IL e o. AM c I, o! i s A - o Rev: 580006 User: xw- 0606053,ver5.8.0.1-Oeo2003 Steel Beam Design (c)1983-2003 ENERCALC Engineering Software 9 Description (E) W8x13- 50% UMTS + 50% Power & 65% Ericsson General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 ` Steel Section : W8X13 Fy 36 Pinned - Pinned Load Duration Factor 1.00 Center Span 15.00 ft Bm WI. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft [Distributed Loads Note! Short Term Loads Are WIND Loads. - 0 #1 #2 #3 #4 #5 #6 #7 DL 0.027 k/ft LL 0.067 k/ft ST k/ft Start Location ft End Location ft Point Loads Note! Short Term Loads Are WIND Loads. r Dead Load Live Load Short Term Location Summary Using: W8X13 section, Span = 15.00ft, Fy = 36.0ksi End Fixity = Pinned- Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 9.136 k -ft 19.622 k -ft fb : Bending Stress 11.063 ksi 23.760 ksi fb / Fb 0.466: 1 Shear 2.378 k 26.463 k fv : Shear Stress 1.294 ksi 14.400 ksi fv / Fv 0.090: 1 #1 #2 #3 0.395 1.300 0.975 3.667 6.750 13.750 Force & Stress Summary Title : WA094 Job # Dsgnr: J. Gibson Date: 12:05PM, 7 DEC 05 Description : Tukwila 16500 Southcenter Parkway Scope: #4 #5 #6 #7 k k k ft Page 1 Tukwia2.ecw:C "+,8au Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length/(DL +LL Defl) «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Maximum Sit el) Center a Center QI Cants 0 Cants Max. M + 9.14 k -ft 7.27 9.14 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M © Right - k -ft Shear @ Left 1.90 k 1.40 1.90 k Shear @ Right 2.38 k 1.88 2.38 k Center Defl. -0.296 in -0.229 -0.296 -0.296 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 1.90 1.40 1.90 1.90 k Reaction @ Rt 2.38 1.88 2.38 2.38 k Fa caned per Eq. E2 -1, K'LJr < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy -0.296 in 785.6 : 1 609.0 : 1 1 • L Rev: 580006 User KW-0606053. Vet 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Enginewing Software Section Properties W8X13 Title : WA094 Job # Dsgnr: J. Gibson Date: 12:05PM, 7 DEC 05 Description : Tukwila 16500 Southcenter Parkway Scope : Steel Beam Design Description (E) W8x13- 50% UMTS + 50% Power & 65% Ericsson Depth 7.990 in Weight 13.04 #/ft Web Thick 0.230 In Ixx 39.600 in4 Width 4.000 in lyy 2.730 in4 Flange Thick 0.255 in Sxx 9.910 in3 Area 3.84 in2 Syy 1.370 in3 Rt 1.010 in R-xx 3.210 in Values for LRFD Design.... R-yy 0.843 in J 0.0901n4 Zx 11.400 in3 Cw 40.80 1n6 Zy 2.150 in3 K 0.555 in Page 2 Tekwit,32.eav:ceicuietwe C t ti,si CORNERSTONE pro Wisc. 0'44/ location client by date checked date sheet no. CEI job no. Gtt(.tc (a-) VJ I0k.? -1O ? #3Jt — LE-Fr RCMtflo 1S 42.2 tt. tiJ16xZS. Ch11.5 , d r.8 -A— W lascZu ;wet 1. Tew �J r( 0 K- 33 f b g o$(•4F1 1 - 17 rtrnl t1. 131 IL 6 FM t.L4e c (! C f : 1,11 >PLa F 2-I_ = 5 203 It. C. 15 11. , gtPL4a. L •4 tST1►.k1 001 2LJ \4 1.0x.2to WtT►k MSw Wtox33 STEEL `13eM4, Rev. 580006 User: KW-0806053, Ver 5.9.0. t- Dec -2003 (c)t 983 -2003 ENERCALC Engineering Software Description (E) W10x26 Beam (Left) General Information Steel Section : W10X26 Center Span Left Cant. Right Cant Lu : Unbraced Length 27.75 ft 0.00 if 0.00 ft 8.08 ft Point Loads Dead Load Live Load Short Term Location Summary 1 *2 # 3 # 4 #5 # 6 0.622 3.629 3.046 1.754 8.083 12.083 16.083 18.417 22.417 24.750 1 Using: W10X26 section, Span = 27.75ft, Fy = 36.0ksi End Fixity = Pinned - Pinned, Lu = 8.08ft, LDF = 1.000 Moment tb : Bending Stress fb /Fb Force & Stress Summary Max. M + Max. M - Max. M (4 Left Max. M © Right Shear © Left Shear © Right Center Dell. Left Cant Defl Right Cant Defl Maximum 59.22 k -ft 5.10 k 7.50 k Actual - 59.222 k -ft 25.472 ksi 1.179 :1 5.10 7.50 Steel Beam Design Pinned - Pinned Bm Wt. Added to Loads LL 8 ST Act Together Title : WA094 Job Si Dsgnr: J. Gibson Date: 12:05PM, 7 DEC 05 Description : Tukwila 16500 Southcenter Parkway Scope: Allowable 50.220 k -ft 21.600 ksi Shear 7.498 k 38.676 k fv : Shear Stress 2.792 ksi 14.400 ksi fv /Fv 0.194:1 Code Ref. AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy 36.00ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi 0.937 Note! Short Term Loads Are WIND Loads. 1.897 Overstressed in Sending 1 Static Lead Case Governs Stress Max. Deflection Length/DL Deli Length/(DL +LL Defl) -1.849 in -1.849 0.000 -1.849 0.000 0.000 in 0.000 in 0.000 0.000 0.000 0.000 0.000 in 0 000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl 0 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction © Left 5.10 5.10 5.10 Reaction © Rt 7.50 7.50 7.50 Fa calc'd per Eq. E2 -2, K'Lr> Cc I Beam, Major Axis, (102,000' Cb / Fy) ".5 <= LrT <_ (510,000' Cb 1 Fy)".5 , Fb per Eq. F1-6 I Beam, Major Axis, Fb per Eq. F1 -8, Fb = 12.000 Cb Af 10 ' d) - - - -- Page 1 II Tukwia2.ecw:Calculallons 7 k k k ft «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Onl (rD Center (d Center Cants a Cants 59.22 k -ft k -ft k -ft k -ft k k k k -1.849 in 180.1: 1 180.1: 1 Rev: 580006 User: KW- 0606053, Ver 59.0. 1-Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description (E) W10x26 Beam (Left) Title : WA094 Job # Dsgnr: J. Gibson Date: 12:05PM, 7 DEC 05 Description : Tukwila 16500 Southcenter Parkway Scope : Steel Beam Design Section Properties W10X26 aragnissi Depth 10.330 In Weight 25.85 #/ft Web Thick 0.260 In Ixx 144.000 in4 Width 5.770 in lyy 14.100 in4 Flange Thick 0.440 in Sxx 27.900 in3 Area 7.61 in2 Syy 4.890 in3 Rt 1.540 in R -xx 4.350 in Values for LRFD Design.... R -yy 1.360 in J 0.400 in4 Zx 31.300 in3 Cw 345.00 in6 Zy 7.500 in3 K 0.660 in Page 2 Tukw9a2.ecw:Cakulatians 1 Rev: 580006 _ User 10998 2003 EKE RCALC Eiigineedng Software Description (N) W10x33 Beam (Left) [General Information Code Ref. AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W10X33 Center Span Left Cant. Right Cant Lu : Unbraced Length f Point Loads Dead Load Live Load Short Tenn Location Summary # 1 0.622 8.083 27.75 ft 0.00 ft 0.00 R 8.08 ft #2 3.629 12.083 Using: W10X33 section, Span = 27.75ft, Fy = 36.0ksi End Fixity = Pinned- Pinned, Lu = 8.08ft, LDF = 1.000 Actual Moment 59.891 k -ft 1 7a ib : Bending Stress 20.534 ksi lb I Fb 0.861: 1 Shear 7.597 k N : Shear Stress 2.692 ksi fv /Fv 0.187:1 Max. M + Max. M - Max. M @ Left Max. M @ Right Maximum 59.89 k -ft Steel Beam Design Pinned- Pinned Bm Wt. Added to Loads LL & ST Act Together #3 3.046 16.083 • Allowable 69.300 k -ft 23.760 ksi #4 1.754 18.417 40.632 k 14.400 ksi Depth 9.730 In Weight 32.98 #/ft Web Thick 0.290 In Ixx 171.000 in4 Width 7.960 in IYy 36.600 in4 Flange Thick 0.435 in Sxx 35.000 in3 Area 9.71 in2 Syy 9.200 in3 RI 2.140 in R -xx 4.190 in Values for LRFD Design.... R -yy 1.940 in J 0.580 in4 Zx 38.800 in3 Cw 790.00 in6 Zy 14.000 in3 K 0.935 in Title : WA094 Job # Dsgnr: J. Gibson Date: 2:22PM, 7 DEC 05 Description : Tukwila 16500 Southcenter Parkway Scope: #5 0.937 22.417 Fy Load Duration Factor Elastic Modulus 36.00ksl 1.00 29,000.0 ksi Page 1 11 Tukwila2.eiw:Caladations Note! Short Term Loads Are WIND Loads. -I #6 1.897 24.750 k Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length/(DL +LL Defl) «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST Only GD, Center Crfl Center a Cants (rD Cants 59.89 k -ft LL LL +ST #7 k k k ft Shear @ Left 5.20 k 5.20 k Shear @ Right 7.60 k 7.60 k k -ft k -ft k -ft Center Defl. - 1.576111 -1.576 0.000 -1.576 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction © Left 5.20 5.20 5.20 k Reaction @ Rt 7.60 7.60 7.60 k Fa caic'd per Eq. E2 -1, XIS < Cc I Beam Passes Table B5.1, Fb per E0. F1 -1, Fb = 0.66 Fy Section Properties W10X33 -1.576 in 211.3: 1 211.3: 1 1 C ••• . CORNerlrONE proiect ■fPt 034 location client by date checked date sheet no. CEI job no. LN EUL (E) VJ I o $c o 'i ,PAcM — R.ua ih" REJ4[n(S ©• S1S 4 I- d ✓ E1itSTIN7. vj to)c Zy BUM 15 AOEaWed . e -*II u. L (,,o44- Rev: 580006 User. KW-0606053, Ver 5.8.0. 1-0ec-2003 (c)1983 -2003 ENERGLLC Engineering Software Description (E) W10x26 Beam (Right) General Information Steel Section : W10X26 Center Span Left Cant. Right Cant Lu : Unbraced Length Point Loads Dead Load 0.622 Live Load Short Term Location L Summary Max. M + Max. M - Max. M @ Left Max. M @ Right 8.083 1 Maximum 44.95 k -ft 27.75 ft 0.00 ft 0.00 ft 8.08 ft Steel Beam Design Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together Title : WA094 Job # Dsgnr: J. Gibson Date: 12:05PM, 7 DEC 05 Description : Tukwila 16500 Southcenter Parkway Scope: Using: W10X26 section, Span = 27.75ft, Fy = 36.0ks! End Fixity = Pinned - Pinned, Lu = 8.08ft, LDF = 1.000 Actual ' Allowable Moment 44.952 k -ft 50.220 k -ft lb : Bending Stress 19.334 ksi 21.600 ksi fb /Fb 0.895:1 Shear 6.605 k 38.676 k N : Shear Stress 2.459 ksi 14.400 ksi Tv / Fv 0.171: 1 Shear © Left 3.90 k Shear @ Right 6.60 k Center Defl. - 1.419in Left Cant Dell 0.000in Right Cant Dell 0.000 in ...Query Defl @ 0.000 ft Reaction @ Left 3.90 3.90 3.90 Reaction @ Rt 6.60 6.60 6.60 Fa calc'd per Eq. E2 -2, K'IJr> Cc I Beam, Major Axis, (102,000' Cb / Fyr.5 <= L/rT <= (510,000' Cb / Fyr•5 , Fb per Eq. F1-6 1 Beam, Major Axis, Fb per Eq. F1 -8, Fb = 12.000 Cb AI / (1' d) Page 1 TukvAe2.ecw:CekWalbns Code Ref AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 #2 #3 #4 #5 #6 2.350 1.877 1.621 0.937 2.378 12.083 16.083 18.417 22.417 24.750 Fy 36.O0ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi Note! Short Term Loads Are WIND Loads. 7 k k k if Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length/(DL +LL Defl) «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Only 0 Center ea Center Cants fa) Cants 44.95 k -ft k -ft k -ft k -ft 3.90 k 6.60 k -1.419 0.000 -1.419 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in k k -1.419 in 234.7 : 1 234.7 : 1 Rev: 580006 User. KW-0606053, Ver 5.8.0. 1-0ee -2003 (c)1963 -2003 ENERCALC Engineering Software Description (E) W10x26 Beam (Right) Steel Beam Design Title : WA094 Job # Dsgnr: J. Gibson Date: 12:05PM, 7 DEC 05 Description : Tukwila 16500 Southcenter Parkway Scope: Page 2 Tukwila2.ecw:Catculaliass [tion Properties W10X26 Depth 10.330 in Weight 25.85 #/ft Web Thick 0.260 in Ixx 144.000 in4 Width 5.770 in lyy 14.100 in4 Flange Thick 0.440 In Sxx 27.900 in3 Area 7.61 1n2 Syy 4.890 in3 Rt 1.540 in R -xx 4.350 In Values for LRFD Design.... R -yy 1.360 In J 0.400 in4 Zx 31.300 in3 Cw 345.00 in6 Zy 7.500 in3 K 0.660 in C. 1 tnestinso. 1,40. project “A o4 location client M date checked date aheet no. a6-I CEI job no. Gtr -+1- (s1 Su 9PDrvA" tettjA )410'433 I I -(o" 11.110)61-l• 5203 \I. 15' -0" It -0" r 0.243 c I. 1, „ Q 5 1 7 1 1 I l e 4 --� Su.PPoP - 13044 Is AD-Cad/64E1 Rev: 580006 User. 3 53. Ver 5.8.0. 1- Dec -2003 (c(1983 -2003 -2003 ENERCALC Engineering Software Description (E) W10x26 Beam Support [General Information Steel Section : W10X26 Center Span Left Cant. Right Cant Lu : Unbraced Length [Point Loads I Summary Max. M + Max. M - Max. M © Left Max. M © Right Shear © Left Shear @ Right 1 Force & Stress Summary Maximum 9.27 k -ft 5.48 k 4.10 k 18.67 ft 0.00 ft 0.00 ft 15.00 ft Steel Beam Design Fy 36.00ksi Pinned - Pinned Load Duration Factor 1.00 Bm Wt. Added to Loads Elastic Modulus 29,000.0ksi LL & ST Act Together #1 # 2 # 3 # 4 #5 # 6 # 7 Dead Load 5.203 3.897 k Live Load k Short Term k Location 1.500 16.500 ft Using: W10X26 section, Span = 18.67ft, Fy = 36.0ksi End Fixity =• Pinned - Pinned, Lu = 15.00ft, LDF = 1.000 Actual Allowable Moment 9.273 k -ft 38.094 k -ft fb : Bending Stress 3.989 ksi 16.385 ksi ft) /Fb 0.243:1 Shear 5.479 k 38.676 k fv : Shear Stress 2.040 ksi 14.400 ksi .....,. _.. -- -- fv /FV .. __0742.1 - - - Center Defl. -0.161 in -0.161 Left Cant Dell 0.000in 0.000 Right Cant Defl 0.000 in 0.000 ...Query Defl © 0.000 ft 0.000 «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Only CaD Center a Center an. Cants a Cants 9.27 k -ft k -ft k -ft k -ft 5.48 k 4.10 k 0.000 0.000 0.000 0.000 Title : WA094 Job # Dsgnr: J. Gibson Date: 2:24PM, 7 DEC 05 Description : Tukwila 16500 Southcenter Parkway Scope: -0.161 0.000 0.000 0.000 Max. Deflection Length/DL Defl Length/(DL +LL Deft) 0.000 0.000 0.000 0.000 0.000 in 0.000 in 0.000 in 0.000 in Reaction @ Left _ 5.48 5.48.. -:: .. ._ 5.48. .. -k Reaction Q Rt 4.10 4.10 4.10 k Fa calc'd per Eq. E2 -2, K•Lr > Cc I Beam, Major Axis, (102,000' Cb 1 Fy) ".5 <= L/rT <= (510,000 • Cb / Fyr.5 , Fb per Eq. F1-6 I Beam, Major Axis, Fb per Eq. F1 -8, Fb =12,000 Cb Af / (I• d) Page 1 Tukwtia2.ecw:Cabulatians Code Ref. AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 000 Note! Short Term Loads Are WIND Loads. 11 Beam OK Static Load Case Governs Stress -0.161 in 1,388.1 : 1 1,388.1: 1 Rev: 580008 User: KW-0606053, Ver 5.8.0,1 -0ec-2003 (c)1983 -2003 ENERCALC Engineering Software Description (E) W10x26 Beam Support Section Properties W10X26 Steel Beam Design Depth 10.330 In Weight 25.85 #/ft Web Thick 0.2601n Ixx 144.000 in4 W1dth 5.770 in lyy 14.100 1n4 Flange Thick 0.440 in Sxx 27.900 in3 Area 7.61 in2 Syy 4.890 in3 Rt 1.540 in R -xx 4.350 in Values for LRFD Design.... R -yy 1.360 in J 0.400 in4 Zx 31.300 in3 Cw 345.0011(16 Zy 7.500 1n3 K 0.660 in Tine : WA094 Job # Dsgnr: J. Gibson Date: 2:24PM, 7 DEC 05 Description : Tukwila 16500 Southcenter Parkway Scope: Page 2 Tukwia2.ecw:CWalatione 1 C !t►� CORNERSTONE client by date MAW VA- 044 location checked date Sheet n o. CEI fob no. CAkWW t Lt\ W to — Sol. uMTS 4 5o' /. Palm-telt lc HSI Fklcssa*( yen C N ) 1410%33 1 t -o " 'loots 34514 assays a- a mae onto: a, 6511 Fc b.5)0, r 34514- Ft-10 .$)� = (lop (L G F3 (0. ( It —4 Te16►ti-r3R`{ #&-n , t' 331 -0' a 1 ' S Or-044P. LL w = Q.slt-}(lu1F)1 -0 -s toil co = is il/A -+ 36 Ib /N p r 53 IL /P- 6154.0 e eatto 0. < I. o Umiak, EtAM SuPPag-T Ls* ADCQuk3E Rev: 580006 User: KW-0606053, Ver 5.8.0. 1-Dec-2003 (81983 -2003 ENERCALC Engineering Software Description (E) W10x26- 50% UMTS + 50% Power & 45% Ericsson General Information Steel Section : W10X26 Center Span Left Cant. Right Cant Lu : Unbraced Length Distributed Loads DL LL ST Start Location End Location [oint Loads Dead Load Live Load Short Term Location I Summary Shear N : Shear Stress fv /Fv Max. M + Max. M - Max. M @ Left Max. M @ Right 1 #2 # 3 #4 #5 #6 #7 0.015 k/ft 0.038 k/ft k/ft 1.500 ft 16.500 ft Note! Short Term Loads Are WIND Loads. # 1 #2 #3 #4 # 5 . 7.597 0.395 1.300 . 0.675 6.604 1.500 5.167 8.250 15.250 16.500 1 Using: W10X26- section, Span = 18.67ft, Fy = 36.0ksi End Fixity = Pinned - Pinned, Lu = 2.17ft, LDF = 1.000 Actual Allowable Moment 24.115 k -ft 55.242 k -ft tb : Bending Stress 10.372 ksi 23.760 ksi fb /Fb 0.437:1 Force & Stress Summary 1 Maximum 24.11 k -ft 18.67 ft 0.00 ft 0.00 ft 2.17 ft 9.541 k 3.552 ksi 0.247: 1 Center Def. -0.386 in -0.363 Left Cant Defl 0.000 in 0.000 Right Cant Defl 0.000 in 0.000 ...Query Defl @ 0.000 ft 0.000 Reaction Q Left 9.54 9.25 Reaction @ Rt 8.31 8.03 Fa calc'd per Eq. E2-1, K'Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy Steel Beam Design Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together 38.676 k Title : WA094 Job it Dsgnr: J. Gibson Date: 2:45PM, 7 DEC 05 Description : Tukwila 16500 Southcenter Parkway Scope: 14.400 ksi Code Ref. AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy 36.00ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0ksi Note! Short Term Loads Are WIND Loads. # 6 Max. Deflection Length/DL Defl Length/(DL +LL Defl) # 7 k k k ft Beam OK Static Load Case Governs Stress c<- These columns are Dead + Live Load placed as noted -» LL LL+ST LL LL +ST DL Oniv Cot Center at Center jg,Cants (a@ Cants 22.54 24.11 k - ft - 0.00 -0.00 k -ft k -ft k -ft Shear Q Left 9.54 k 9.25 9.54 k Shear © Right 8.31 k 8.03 8.31 k -0.386 0.000 0.000 0.000 -0.386 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 in 0.000 in 0.000 in 9.54 9.54 k 8.31 8.31 k Page 1 Tukwila2.ecw:CakWations -0.386 in 617.8:1 580.0 : 1 Scope: Rev: 580006 User KW - 0606053, Vet 5.8.0,1-Dec -2003 Steel Beam Design (c) 1983 -2003 ENERCALC Engineering Software Description (E) W10x26- 50% UMTS + 50% Power & 45% Ericsson Section Properties W10X26 Depth 10 330 in Weight 25.85 #/ft Web Thick 0.260 in lxx 144.000 in4 Width 5.770 in lyy 14.100 in4 Flange Thick 0.440 In Sxx 27.900 in3 Area 7.61 1n2 Syy 4.890 in3 Rt 1.540 in R -xx 4.350 in Values for LRFD Design.... R -yy 1.360 in J 0.4001n4 Zx 31.300 in3 Cw 345.00 in6 Zy 7.500 in3 K 0.660 in Title : WA094 Job # Dsgnr: J. Gibson Date: 2:45PM, 7 DEC 05 Description : Tukwila 16500 Southcenter Parkway Page 2 Tukwila2.ecw:Cakula0ans 1 Ej OFRNEF3SrQNE project WA ono location client by date checked date sheet no. CEI job no. RtAaa1S or Enr 2-e PLATgJ4 5 7 I I 02 0 15'4 . 0 ti 4337 II- TcTI PeTAD t rj WCIM tj i tnj 5 - 7 0154a ti + 'f337 (6 t fi 370 at = Z7g5J tl Sitaty LoA o►J lei • 4. a t z F = .G. 4 7_ (o.32_X2.7tass 4I4D L-ok tri= 17. p,F (.i fif-Anip k 'r-z° soar EwcSCaJ r (3) 30'010.4" O xgg4 (4v +(S14%64 PI.MFo¢*j - 4 " (333'v- 11 14,Z d in I I S . 4 a-- 04.3124.611 Flt '44tt Et4cu Ta -7 0 A • (Zq.5 h seli •ti r(21 .exi,4 ") 4 '(St.t 0 (3o ")C it Paerne ✓. a t ( 21-4 la _ 13 ocoa i� = ' I Cr C „ , - .p,1 • A,,ficf : j ii z ei tr YI13. Z = II `{4 IL Se- ISM LSO) Gan -ois 63'10 IL C CO oimens TONE project V4A (14 location client br date checked date sheet no. CEI job no. n �UC- Fa¢_.. 1,0' L i FT 4 St{eAc oF ?LJCVbcNt v1estmttc Fatk on. ►..r. tAal2a5Ila E/+t4SOr. LWT6 q; W (3) (Z'FSLL) t( 0 0 tlo) + 1 4- 24,00IL = t O4S l f} e t-ox.1 MA 1 I •wN of C EM1C- oF kitA X, N : S q'+i IL N •- 01 We ° 2'7 15511. 10-t2t IL = 14 P7•(.27 '� b2.7 oF wttt g jG x 12 X too - 9 (W p) t T (WC-) OILY ns IL)), 04,0:41.041-54) v ) 21 4is1 ti( rag .°I,_ 30 ?.a''P 9--em 1 o&1e Ta s e iSm-E _ L_ Y i r b .1 C rib _ _a4 `/ itt-s Ft, or F - F - F D F, F Flo - 1JS in M o- (3o"1F; - ( I d - � a ) ` ` V ' _O - '4_ , FP' z � 4- t r ss) Ft c : '\tflotL F0 F 1e1715 ll. (pew r.1} (00Ati) • No MA i T otU PLA- -FOe.M c.l-F k- c nl a c,'ri nos r-o2 s t -k-m2- . Is 1 PLAffFctM 2L-A'a Fo(LM E OP%NEF1SrONE . •ro%n[ • wSr o. Imo. Project JPr 0614 location client by date checked date CEI job no. SFtGpct SQ V, Lt9kOtat(1 AL -Math old BOLTS \ c. 5q‘ lL Pei- Ca3ttz m»J = 223'1 IL — v\lo sr cAse, (0 44° q Mz-c Coy► &'n 1. z 2 .23 V < C- 1t,. . go►a" Nz)i_DS j OnNEnsrcJNE project W A o"t-4 location client br date checked date sheet no. CEt Joe no. CµELk CALNMNS Foe_ Ned Loi tIN.W - COLuMr•JS er k M4 MS J'I 41 J5 : 2b 1 -o is 13 -3 = 3714i N I N s 1CS � 2E 1 - 0 1C 2a - q Z S$ cj xnNEF%srcNE N O 1 N[ C R 1 N C. INC. project location client by date checked date sheet no. CEI job no. LoApS t og 9211 PMrr'r' AR -CAS: (o'l,. ° Tthcle. Gopk.¢ : T1 131,211- (DL) SnkrVJ Lo AO 25. o Pa t- (u-) f oowS - t ('7 FL.00 -L) to l (i. ° 'r►i'►t t Co JC4 -Clt (Kop4�(�� %Gl) 4 1.z& (PL-) LI ✓E LOAD: 40, 0psl (4- -} IeI■t L -oA0 Tat-PtAo► sac-1loni 41% St► /Asce - 7-02) 0.25 Is t k, 3 IS = o,2s 3)( 3'1I� xs f IS L (11.ss. L4- 2 ) �r r ¶e- tfla -`t' AQa 0, Cogq( = O,S(i C. CORNERSTONE Mike location Client by date checked date 6heet ,10. tjL CEI job no. LokDtpJ OF C MAIL ff -Qkk 1) AaA Ix- _ ($)LS I ; " $1 l 41 r 2)+ 1y5o IL LAL (o (H0911 ciopso r 25. rs q I (o L 16 x5 W opsC PL � (8X.$I4.5 x5` 1 t41 . 3116$v IL LL s (o.561t )Ls %% Get1('tops-L);- ZS �s1] CC : gg Ib ci a l oA-D Nub p¢_o&A, PL c¢-tt4 s I I 16 q543 II- 4 : 4331 Ib S31v Up s. "TtirP(L LQA O I tJ L R f7 P - Cz•LAAnAKC (I \L;154.1-0 1 + 2*Ilso IL ] + 01)(1i HA, 16) w P = '1. 16) 1-1,10 6 1114/11) r 1 (II- +)8310 11. 4- 37 I41 4 (,.i)0943g I6, P„ _ 114 (38(00 IL) + 1.7 (qa &fsti (g) E COFINEnSrCNE i Weed location client by date checked date sheet no. 5 3 i CEI job no. Cttlat C.o1.Iit S jz 1;-) 12-e IsX7-4 y� 8 3 @ IZt= AC 1230 3 c, 12-A ,COpe• l'4A%IMUM M' -iAt. I..o V , # ("`"^`) c� r 0770 _ Fog- ' r ' i e.o CDI..UMnlr 60 o 7v-. ac c.000.7 P r Poi ) _ 0 t0. a[o .bs f ic 0,` 41/44a. gi &A Foe-- (pU.tulnl )C A 124. x. Z`f = 280 01P 4 xY = © ?v to ,8 ?Las5(slow = t,411 4-Gouo ppm (H- itn - 4- IL JJJJ Foe- Co wtMSJ '• A - St 12.*- x- 30 ;. - 3(oa i.` Ate ' 4, oo o'7o torso Co.ss(`fvo,9 e )(3("):.• - 4. »;.'') 3/414 oak) , Jj3 000ak) r,� LL 5 = ztZ a I 4- (L Pot �JJJJ Ej ORNEERS1rONE project location client by date checked date W (f• IL) 4-6/1)(1i t, (6) 4,41s/-7,4 I� 4$55i{-S -t (i (o47s 4 (1, O• '7S -- I- 0 '. C i...4, JC e, 1.10 4- AQ-c A-1:0 (l .4-)(as 60 I5) r .(I.1) (q1 s43c1 16) a $ 122.4 1b oq'f7 4- ,3 1l O,SS <- l . O Sin 16 w a o C oLkgANJ 1NI C ILA o 5 Ate A E, C q � N kL cnnl a . A- c X o .L I s eib \w si t Fi1CISTIO6 vt.- AtrFOLM Cot-unuJS TD - cE Lockup OVeTr— E\Lt STI Niel C,DrIC,2 CTt- f6u.I1,) 1 NG Cfit_LAMAL w o -WISC COn1A Ann/J F_rrJ 6, INEI%IZ. Ej ORNEERS1rONE project location client by date checked date W (f• IL) 4-6/1)(1i t, (6) 4,41s/-7,4 I� 4$55i{-S -t (i (o47s 4 (1, O• '7S -- I- 0 '. C i...4, JC e, 1.10 4- AQ-c A-1:0 (l .4-)(as 60 I5) r .(I.1) (q1 s43c1 16) a $ 122.4 1b oq'f7 4- ,3 1l O,SS <- l . O Sin 16 w a o C oLkgANJ 1NI C ILA o 5 Ate A E, Project: Tukwila (WA094) - Date: December 28, 2005 Client: Cingular Wireless Prepared By: J. Gibson CEI No.: 05- 20002 -WA094 Page 55 14201 NE 200'" Street, Suite 200 Woodinville, WA 98072 Email: cei @cornerstone- engr.com Web: www.comerstone - engr.com References 1) Minimum Design Loads for Buildings and Other Structures, American Society of Civil engineering (ASCE 7 -02), 2003 2) International Building Code (IBC 2003), International Code Counsil, 2003. 3) Manual of Steel Construction (ASD), American Institute of Steel Construction Inc. 9 Ed.1999 4) Structural Engineering Library Ver. 5.8, EnerCalc Engineering Software, 2004 5) Reinforced Concrete Fundamentals, Ferguson / Breen / Jirsa 5 Ed., John Wiley & Sons, Inc., 1988. E CC PtN ERs 1 rDNE ENGINE RING I N Phone: (206) 250 -7306 (425) 487-1732 Fax: (425) 487 -1734 • Project: Tukwila (WA094) Date: December 28, 2005 Client: Cingular Wireless Prepared By: J. Gibson CEI No.: 05- 20002 -WA094 Page S(e 14201 NE 200'" Street, Suite 200 Woodinville, WA 98072 Email: cei @cornerstone- engr.com Web: www.comerstone - engr.com Appendix 1 Original Structural Calculations by Darrold E. Bolton dated October 10, 1996 C O CriN r . i N .. NE C ei G R E E R R G, i u C. Phone: (206) 250 -7306 (425) 487-1732 Fax: (425) 487 -1734 DARROLD E. BOLTON Consulting Engineer 4.v rE xzr/.g ....... SuPto1e r PPS/ Sit/ ,Q4TA - L44WD 1.110.41 9../ %4I rat* / 2.4.6.,.W.HUI.YW.MP TOLL I LHHIDOA Proj: Lomb 11 Sect: CC: .S57/sr' /c , cric .:1 .. SPsE -50 MPH eke C 6bn.RC /14 Cethe . . 9¢ 6f3C Ce tz 4 / 90' /S cg = /. ¢ . Poe r /!.i/✓. R Srae /cr/ /iRss . 0, = /44' .r. _...../ . O. )f /<¢ 1(/6, 4)i i ). - 37 "'SF. 4,117754WA : PAM:. (Ls. Arrichl.e.P 2,¢r4 Sgs PCS S a9 a -/3 .. 14 _ . = 9.75 Cis 1- M /4Hr <.. = 5/ .Tw 'F✓/v. . : 775 )3 . 116C2BG liREi.±IsLL S /T,E SHEET NO CALCULATED BY Pi CHECKED BY DATE SCALE EXPIRES /pf 2 f97 ....1 5 y ;j,[/S /'ECri4 Al, it /Sx-/ /c ,z& , 'r;GR /r'c4L OF 6 /0///,‘ DATE DARROLD E. BOLTON Consulting Engineer A.t'rsgiA SuPPri r (Cr r L; 2 P/P5 AN.TENA/A C — . 6 /yew 6 . PgrgRe Alle RDA: LiGT .. ANreivivA .,1"Z 47A . /2"4-4,. " M C 0 O INOP ' I+M aiOW Naha Ns INH NON MOB nunN tamae , , • , r JOS Boa 5ZF7QEE CELL J2rF SHEET NO 2 OF 6 CALCULATED BY DEA DATE i0/2/9‘' CHECKED By DATE SCALE -- ./2709 DARROLD E. BOLTON Consulting Engineer `J .. _ 0 0` - / �scTE.G:GI .:..Sum ._ _ (Ccti'r WJA/D 4A95- tEaAZ4 ti NE k" "94/76/41/4 $ FaraA' " /lz7z,e L /rYn/ P/ ,0:3 CiCDpt CT MA4f5 T C ^•fivG. C0t . T= : ¢ 7.67 IIIOEI[I 2011 7 0 1 6 s P M - e61666 ( 7..c. t.t vs 61471 YNYHO[IW HH 1f234* Joe VOC{ &.ErRet CfiL 3 J. r - 3 �5 ) j 2 - / % /2 � � �o� /3� =4.9. �F - 1 js " ) ' io. /,644 -4 — ( v ) /.6. - ( ):/H _. '! ., .. 2d3 Y531 =. /2Ci . . - � 36 °S.aPt.)(./ ) = / /SS .. Ad cw f B T 444.2; (20)(/x3) = 0 29 `. SE.. 5/ii- 1c'LT_ (4 tczo2X 2 =0,io5 Cira OF DATE /0 /2 / �liJ SHEET NO CALCULATED SY CHECKED SY DATE SCALE X/2 59. K. t o . .609 ' r‘k 6. 0J• /7.77 %.f yloI/NT /A14 P / ,'_< - 25,/30 334_. S2JJ R =7/2771 4,25),iL63J9-1/25)(2, 65) f( / /SS `F.S)= 3'J,,66nAt,LB M _ f2 (3o•60 e2 SRedb a _. F . ( : )1/4,7 . c - //, S .z 21se /2': Scf/. 10/"ifs r DARROLD E. BOLTON Consulting Engineer Plato All Fn* Yi1 INKS saw 110 1118.1. ow 1101 1Kll1B lanzfrom Pz ,4 Joe PPo,,SZtT PF' Ca z - S / Yf SHEET HD 4 OF 6 CALCULATED BY ja n DATE iy /I.; CHECKED BY ' SCALE DATE DARROLD E. BOLTON Consulting Engineer Eciaip. _Arkz._/'Lf -rfloRM ( cwr' .QMl det. (7a) //5 - s3 5- saw- AO, As 4a.&d& Mop[1 a44 . DC WAS! ®.4. wr Hr Met lo.. Mpg Nil ma IM45 o J{k; ✓ ✓•'..PAC / ft r.; G 4 L'4.4. J //L SHEET Ha 5 OF 6 CAWAATEDBY OSS DATE /3/4/f6 CHECKED BY DATE SCALE L SOO /? co 53? 252,o ,/ /O)( /s) f3� 3.09 P.1 4 _ _ .0,0/151 ( alOisa . 2 max 'a F 4 . 5 REH ?,b /c 2 ¢ ysE :`YBK /3 �. fist WDx /. Cali fJ; L. s td ?5,-/t))17/0„4.e. � tit /k)...pi ,r teRimoitedi ..ez•Arro.e.A4 (COAI DARROLD E. BOLTON Consulting Engineer ic R 77 (1.04(2 5' 2 7, s' /29.5' /g)//q5:)(12) 144.41 &1.9 4') PICOL12,1 poi IS*flI pss 7,htIiaIS IWI. Iste11101tXtlnate2zwre /s" JOB 1.-"tal G LC / /NC •"" , L- ...I/7G SHEET NO 6 OF A6 CALCULATED BY DEB DATE i C////i6 CHEC10ED BY DATE SCALE t _ 453 4.ce 448 y: re" 2.0 .4 12.41 4' izsi r Y __tAi2 4.12 , f :ftbs)(f)$45 - 452t z 5 - 2 et ftr. . id , n)'/b) -(2.5-.9)74)=-34S‘ (.35,36)( 2) - 24 • " 19./5 k : i ; : ; • !. 4./ ! : : 42 iti it , •' - 1 4 : . 2 - 477 .12$ • ; / : 7.. t „1.._.%;* In 1- i h ,i7.71./ . C.,/ - (4..3 .19174.5..l 1 .2.. 1 - 2,6'....72 /. .4: 1 4 • t 4 ; t ' 1 ISI: ; ( ; ' ; I ' ! 5 Atzi/P; r i f — 1 , 1 ' ' 4a..M2cn4 ( 2 )4 C th ) " ;54Y6P . 677C Project: Tukwila (WA094) Date: December 28, 2005 , Client: Cingular Wireless Prepared By: J. Gibson CEI No.: 05- 20002 -WA094 Page G3 14201 NE 200' Street, Suite 200 Woodinville, WA 98072 Email: cei @eomerstone- engr.com Web: www.comerstone- engr.com Appendix 11 Structural Calculations by Whalen & Company, Inc. dated January 30, 2001 _ - , A C ORNErRSIrONE CNGINEER! G. NC. Phone: (206) 250 -7306 (425) 487-1732 Fax: (425) 487 -1734 January 30, 2001 SBC Communications 2445 140 Ave. NE, Ste 202 Bellevue, WA 98005 RE: Structurals Site Number: WA0094 Site Name: Tukwila To Whom It May Concern: This site was designed as a raised platform. The design included a provision for a future Motorola 5,000# cabinet. In Lieu of this future cabinet, the 1,200# Ericsson cabinet has been placed and, therefore, structurals were not required. Bob Stafford Construction Manager Whalen & Company, Inc. Whalen & Company, Inc. 3003 Northup Way, Suite 101 Bellevue, WA 98004 Office 425- 889 -2881 Fax 425- 827 -1053 Project: Tukwila (WA094) _ Date: December 28, 2005 Client: Cingular Wireless Prepared By: J. Gibson CEI No.: 05- 20002 -WA094 Page (oS 14201 NE 200 Street, Suite 200 Woodinville, WA 98072 Email: cei @cornerstone- engr.com Web: www.comerstone- engr.com Appendix III Structural Calculations by Peterson Strehle Martinson, Inc. dated June 8, 2005 C a , CI CRNErRS1rONE ENs,NEERING. INC. Phone: (206) 250 -7306 (425) 487-1732 Fax: (425) 487 -1734 P I ri ETERSON .J TREHLE .1' ARTINSON, INC. CONSULTING ENGINEERS 2200 SIXTH AVENUE, SUITE 601 SEATTLE WASHINGTON 98121 Structural Calculations for Cingular Wireless WA UMTS SC1865 (WA094) Tukwila 16500 Southcenter Pkwy, Tukwila, WA June 8, 2005 CO5265 I £WRES 6/30/2007 (C) PHONE 206-622-4580 FAX 206 -622 -0422 ETERSON JTREHLE P ARTINSON, INC. CONSULTING ENGINEERS June 8, 2005 Mr. K.V. Lew LSI Adapt, Inc. 615 8th Avenue South Seattle, WA 98104 Re: Cingular Wireless WA UMTS New & Change Out Antennas, Tukwila SC1865 (WA094) Dear Mr. Lew: As per your instructions we reviewed the existing antennae mounting system for the antenna change out on this cell site. The existing mounting assembly is adequate to sustain Toads from the new antennas. We are assuming that the new antennas will be mounted on the platform supported by the steel pole like the existing antennas. The antennae chancre out and the new antennas proposed (per attached RF sheet) for this site can be adequately supported by the existing steel pole and the mounting assembly. Appurtenance calculations and cut sheets have been attached for reference. Sincerely, PETERSON STREHLE MARTINSON, INC. teven C. Strehle, P.E., S.E. Enclosures 2200 SIXTH AVE, SUITE 601 SEATTLE, WASHINGTON 98121 PSM@PSM- ENGINEERS.COM CO5265 PHONE 206 - 622 -4580 FAX 206- 622 -0422 PETERSON �I 11 r :-/TREHLE l /JARTINSON, INC. CONSULTING ENGINEERS 2200 SIXTH Ave „SUITE 601 SEATTLE, WASHINGTON 98121 OEEIce (206) 622 -4580 / PAX (206) 622 -0422 r �l- L- kTTr�rfE D T T1f__ ltASI�/• -1— .� 4 •I -t JOB: <.OS26S TWWI!A DATE 6/3/05 Br VP.r.0 suHIECt, S "Air C W4N) ROdF TOP ' P[SL4 r ---1 L + - - ..agaF 'r SI TIo IAAI: + 9y - ' '{ . I . , � %SCI_L D I�t� r- Q _:o AT wRs J ZO • por s) S2 - Pole 4 K .8_L._RnrrF A AfThr_rtatAn S'IS' /e OF _LT.ws CaCAX4 1/4 IA dtFlApLes {47 m :t4IUIrfMtMT 1 • .i 1 1 1 • 1 4 T 1 1 • • ■ TERS TREIILE T i S IN Consulting Engineers 2200 8th Ave Suite 801 Seattle, WA 98121 Office (206) 622-4580 / Fax (206) 622 - 0422 Round Pole Analvsls Yield strength of steel, Ey 88.0 90.0 93.0 12.75 12.75 12.75 0.375 0.375 0.375 PETERSON, STREHLE, MARTINSON, INC. 36 ksl JOB: C'05265 DATE Jun 03. 2005 BY: vew SUBJECT: Average Property Values SETS: SC1871(WA146) MONOPOLE SECTION DATA 14.6 14.6 14.6 279.3 279.3 279.3 43.8 43.8 43.8 14.6 1 279.3 1 43.8 14.6 279.3 43.8 34.00 34.00 34.00 23.76 23.76 23.76 Monopole Section Properties Page 1 (EIA- TIA222 -F) Pole elev. heights (ft) Outside Diameter (In) Wall thickness (in) Calculated values Member average values Ratio D 1 t " Allowed Stress (ksi) Area (tn9 1 Mom Iner Cm7 Section M. 1 Of Area On`) Mom Iner I Orr) Section M. I— (I?) ■ TERS TREIILE T i S IN Consulting Engineers 2200 8th Ave Suite 801 Seattle, WA 98121 Office (206) 622-4580 / Fax (206) 622 - 0422 Round Pole Analvsls Yield strength of steel, Ey 88.0 90.0 93.0 12.75 12.75 12.75 0.375 0.375 0.375 PETERSON, STREHLE, MARTINSON, INC. 36 ksl JOB: C'05265 DATE Jun 03. 2005 BY: vew SUBJECT: Average Property Values SETS: SC1871(WA146) MONOPOLE SECTION DATA 14.6 14.6 14.6 279.3 279.3 279.3 43.8 43.8 43.8 14.6 1 279.3 1 43.8 14.6 279.3 43.8 34.00 34.00 34.00 23.76 23.76 23.76 Monopole Section Properties Page 1 Pole elev. Outside Wall Exposure cK ff I Vety Ioci role c f Force R Pole I Ice Weight I Total Load Case Load heights 12 ter On k 0.4 � C CR wi ) cif lit) w ) 88.0 12.8 0.4 1.3 213 97.8 0.59 0.0 356.1 356.1 0.023 0.019 90.0 12.8 0.4 1.3 21.8 98.1 0.59 109.1 16.2 - 125.3 0.023 0.019 93.0 12.8 0.4 1.3 22.0 98.6 0.59 163.7 24.3 188.0 - 0.006 - 0.005 PETERSON $TREBLE MARTINSON, INC. Consulting Engineers 1200 8111 Ave Suite 801 Seattle, WA 98121 Office (206) 622-4580 / Fax (206) 622-0422 JOB: 005265 DATE .km 03. 1005 BY: VeW SUBJECT: EIMIA -222F Wind forces for monopoles SITE: SC1871 (WA146) Round Pole Input Data: Basic wind velocity, V Gust Factor, a Average Diameter, Dp Ice build-up Overload factor, OLF Manuf multiplier PETERSON, STREHLE, MARTINSON, INC. So mph 1.69 12.75 in 0.5 in 1.10 1.0 MONOPOLE FORCE CALCULATIONS EIA -TIA Pole Loads Page 2 PETERSON STREHLE MARTINSON, INC. CONSULTING ENGINEERS 2200 6th Ave Suite 601 Seattle, WA 98121 OFFICE (206) 622-4580 / FA% (206) 622 -0421 JOB: CO5165 DATE Jun 03.05 BY: vow SUBJECT. Appurtenances sire SCIS71 (WA148) 1. These computations complywlth EIAMA -222 -F 2. The reduction factor Is to account for the drafting effect of appurtenances attached In the same horizontal plane 3. K, and q, as per EIAMA- 222 -F section 2.3.3 4. Ca Is as per table 3 pg. 8 of E1MIA -222 -F 5. Load combo's as per EIAITIA -222 -F section 2.3.18 - pg. 9 8. EPA as provided by Manufacturer. APPURTENANCES: Wind speed Tower total height, h Is this a Tower / Monopole (T / M)? Overload factor, OLF Factor Gm 80 mph 70.5 ft M 1.00 1.89 Discrete Appurtenance Applied Force Computations: DESCRIPTION KATHREIN 742.265 Platform (conservative area and w) Elevation (ft) 95 93 <Without ice >' Area Weight (ft') (Ibs) 5.46 28.00 52.9 2,220.0 <With Ito' Area Weight (fi (lbs) 8.07 33.50 93.2 3300.0 a Reduction Factor 0.75 1.00 • Ca 1.41 1.00 Qty 9 Owner CIngular Cingular i4 s 1.353 1.345 <Without iCe> (psi) ~ (kips) 22.163 22.028 1.950 1.042 2.953 0.476 2.220 2.898 <WBh k s' y ( 1.626 0.935 2.581 0.839 3.300 4.139 SUMS I ?ETERSON, STREHLE, MARTINSON, INC. Discrete Appurtenances Page 3 DESCRIPTION Nan Braden R) Top Bsvavcn 00 f ile n ion Top Ou Ida Be pole (ft) p ib 11 Diameter a'W4h M) Tideless Obl m) 1i 1 ID Thew Appurtenance 1 7/8' Coax 0 93 0 0 Copular r 12 0 18 1.09 - 0.33 8 Linear Appurtenance 2 - 0 0 0 0 - r 0 0 0 0 - 0 0 linearAppatenanoe 3 - 0 0 0 0 - r 0 0 0 0 - 0 0 Linear Appurtenance 4 - 0 0 0 0 - r 0 0 0 0 - 0 0 Linea Appurtenance 6 - 0 0 0 0 - r •0 0 0 0 - 0 0 LlnearApprrtenance 6 - 0 0 0 0 - r 0 0 0 0 .- 0 0 Linear Appurtenance 7 - 0 0 0 0 - r 0 0 0 0 - 0 0 Linear Appurtenance 8 - 0 0 0 0 - r 0 0 0 - 0 - 0 0 Linear Appurtenance 9 - 0 0 0 0 - r 0 0 0 0 - 0 0 Linear Appurtenance 10 - 0 0 0 0 - r 0 0 0 0 - 0 0 1 PETERSON STREHLE MARTINSON, INC. Consub,O Engineers 220086. Aw Sub 001 Seattle, WA 08121 Office (206) 622-4500/Fax (206) 6224422 PETERSON, STREHLE, MARTINSON, INC. I JOS: CO5265 DAIS An 03.2006 Bv: vew SUBJECT: Linear Appurtenances Properties SITE SC1811 (WA146) LINEAR APPURTENANCES PROPERTIES INPUT: Linear Appurtenances Properties Page 4 elevation esmeat isaya p.1 Isw Ace2 1. Ale A pp.t A ferment nt � I lea R.1 ( lam) I CIs*1 l w PETERSON STREHLE MARTINSON, INC. Consulting Engineers 2200 &h Ms Sues 801 Seattle, WA 08121 Office (206) 6224580 / Fax (206) 622-0422 JOB: CO5265 DATE Jun 03. 2005 BY: vew sueaCT: L Appurtenances Forces SITE: SC1871 (WA146) 1. These computations comply with EINTIA -222 -F 2. Kz and qz as per EIA/TIA- 222 -F section 2.3.3 3. Ca Is as per table 3 pg. 8 of EIAITIA -222 -F 4. Load combo's as per EIA/TIA- 222 -F section 2.3.16 - pg. 9 Input Data: Factor GH Depth of Ice: Wind velocity: LINEAR APPURTENANCE APPUED FORCES CALCULATIONS 88.0 00.0 93.0 45.0 2.5 1.5 0.0 0.0 0. 0 0.0 0.0 0.0 0.0 0.0 0.0 1.3 1.3 1.3 21.7 267.3 - 0.0 . 1 267.3 0.00 0.00 1.69 0.5 in 80 mph 21.8 14.9 0.0 22.0 8.9 0.0 14.9 8.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 PETERSON, STREHLE, MARTINSON, INC. Linear Appurtenances Forces Page 5 Segment Section Section Section Appurtenance Loads Axial Shear Bending Deflection Secondary Total Bending Mal Combined Allowed Actual / Pole Tip Elevation Area Mod Wt Horiz. Vert Force Force Moment d Moment Moment (tb) (t,) (F Stress Movable Sway (ft) (in') (in (lb) (kips) (kips) _ (kips) (kips) (k-ft) (In) (k-ft) (k-R) (ks1) _ (kap (ksi) (ksi) Stress Ratio (deg) PETERSON ST•EBLE MARTINSON, INC. CONSULTING ENGINEERS 820 John Street, Seattle, Washington 98109 OFFICE (206) 622 -4580 / FAX (206) 622-0422 Jo.; 005265 DATE: Jun 00, 2005 BY: vow SUBJECT: Pole Stress Ratios. Load Case 1 arm SC1871 (WA140) MONOPOLE STRESS AND SWAY CALCULATIONS: LOAD CASE 1 100% WIND ♦o ICE RESULTS SUMMARY Maximum Stress ratio • 0.150 OK 50mph Wind Tip Sway • 0.590 OK 88 90 14.6 14.6 93 14.6 43.8 43.8 43.8 0 109 164 2.993 0.287 0015 2.705 3.28 2.88 2.71 3.11 3.06 2.99 15.3 9.1 4.200 4.492 4.943 1.3 1.2 1.2 18.8 10.3 12 4.54 2.82 0.22 0.20 0.32 0.19 4.78 3.02 0.51 31.68 31.68 31.88 0.150 0.095 0.018 1.5 1.5 1.5 PETERSON, STREHLE, MARTINSON, INC. Load Cases 1 Page Segment Elevation (ft) Section Area (in`) Section Mod (In) Section Wt (lb) Appurtenance Loads Mal Force (kips) Shear Force (kips) Bending Moment (k-8) Deflection d _ (In) Secondary Moment (k48) Total Moment (k -ft) Bending HO HO (ksl) Awal (1,) (ksl) Combined (F (ksi) Allowed Stress (ksl) Actual / Allowable Stress Ratio Sway (deg) Horix. (kips) I Vert. (kips) PETERSON SIRE HT.E MARTINSON, INC. CONSULTING ENGINEERS 820 John Street Seattle, Washington 98109 OFFICE (206) 6224580 / FAX (206) 622-0422 a CO5265 DATE: Mn 03,2305 ern vew Sta3JEM Pole Stress Ratios - Load Case 2 SITE SC1871 (WA146) MONOPOLE STRESS AND SWAY CALCULATIONS: LOAD CASE Z 75% WIND* 1/2" ICE RESULTS SUMMARY Maximum Stress ratio • 0.138 OK 14.6 14.6 88 90 93 14.6 43.8 43.8 43.8 356 125 188 2.561 0.267 0.015 4.148 4.74 4.35 4.15 2.65 2.62 2.58 13.0 7.8 0 3.590 3.640 4.226 1.8 1.8 . 14.8 9.3 1.5 4.05 2.56 0.42 0.33 0.30 0.28 4.38 ' 31.68 2.86 0.70 31.68 31.68 0.138 0.090 0.022 1.3 1.3 1 .4 PETERSON, STREHLE, MARTINSON, INC. Load Cases 2 Page 7 X cingular WIRELESS =MAIM Cluster Id. I Site Id: 61865 St ane:T kwila Latitude -122 26080%, Longitude 474541944 Market Sect Seeto Numberol ixislidg Antennas Nu'rnbei dl Ameri'nas Id be iePlaced;{ 411 z ;s Exislinq "A65vnn!'Medel.4 all1 r Exislliij''AiiteWriai W, rgr¢%'3? EYisling Antenna Center line IR.(;; E :iMinglNgiitieiuf FtederKIMMA EiiztiiiViede &.Diairieler;'1'SS4�tNSf�. ,'; ;'. Retho Feedei.Len'Ijtli (tillek 4rSpo Rem'odal ocerK inl!e'eder; crepMced ta'Y 5e* Rpn'^ReniNrlrl Ne W,AMenua Center line (KEE NeW Antenna Me:1441 Nunihekia/N _ A i "nds.i NOW Antenna Dirnensions(I hesf(LW,D) .;' al. , *;76 Neal Antenna Welght'(Ibs NeW Mech T It „ ;. _ ' NeW ELTd(19n0 New Atlm W 1 : -. Total Nrimber W Feeders':.` Numbei W new Fe811det r :. CINGULAR WIRELESS . Ex6sbrq +6 Comm 2le New Feeder Lehgih(Itl' : 121 Nienber'blJnmperGable A NdmbeColakinip Numb'etdJnmperGable G' Zs Number of Jumper Cable ❑ Jumper YcndoriModelA.tt Jodtper Vendo&Mndel C -D. IotW Number bf_Jumper Gable' Total Number. of TMA .r Number of New TMA i;. TMAtienooraelder Number of NeW Diai -T /CIN (TMAISM: Pigs."( /GIN VengortMridel ETMARaIss NTrber eif PDD'S (TMA) Model;Of.RDU(TMA) Total Nimiber'of Diplexer Numbei of NeW DIPidxer a -. Diplexer VendorModel. >6 CPA Dual -0dpldiier Vendor/Medici Number'ol New Dial Doplexer Total Number bf RE x(1900 & 850)', RET Vendee /Modell : , Number of RCS- splitters(RE11 aar - Number of 11G-Top Jumpers ... Number or RC Bottom Jumpers iTCT of RCTd0rTghdes Number of CtOs REI .;._'. Mudd o2 (ARP fYPe -tor Comment cCa:nmm�l- _____ Rr rngineermg EX Eris sccr [`...Aar :G,v amr_(125) Par 1 al point Ranh Cangular fir IA:Iwon: 4 1511041 IPrnto 11.q SEATTLE I TACOMA RF;Ct htig IPrd Install) , , r -: �F i + Dated [March )1,2005 Add _- _ [II 6540SOUTHCENI ER PKWY iUKWILA WA, (County: KING) IrA Dual Band 65011900 MHz 2 R R6548- 0 2 0171 Laustong + 0 Existing !6 Eris -4 6 .. , Isting+18' :. Fasting! 4.:. ; Lucent 2! Nokia: .2 taken!. LGP 41401 d Nokia 0512991.08' P10 Nnkia P50,. 242265' °. K fh n s a:1:8152.9:1S.Iss Existing 1 is p led l dI 6 alto n, III y nl a hl " cuuru t below 2 Existing 4E0E5 421 0 A3 1t. 65 ;. 9422 ..& K threln,; ayes{N mai pa, sa Existing 4 Cticent 21 Nokia: ".2 - 110 Existing f 6 RIO No E 0 A094 Corm 7181. 121 h' : GointhsCope 'd! st gib <yrExlSling sting ! 6 + : ', s . Existing Izzl4s5774.1 n Existing -rttomf , ng+,1Bq Luce t LGP 2140 A : allokial C572943.118z ; is Pr i ..» Lucent 2 -1 Nokia 2 L la LGP214o1 I:: :' v N6'Sta!GS7299]-00 3 41.2 1e. RI365- 1B -02DP 345 MS 55 Existing! 6 Lome 716 12 Existil :Exislinq', 5f4T S.111151 ,117485 421a 0 . 742265 •,C d mscope. . Rd ling ♦6^ E la +0 E sbng!6 ' E l q +6 ' - Existing Existing :Existing 44 P10 Nokia Proj dt tinq No 1 ft- C6 GRAMM O& %€ STEM. ON UMnM EpH�FM t i PLATFORM V1 C X ss313a1M Ma2in6ui3 X lulti 1 R R I 1 a r4 a fi i 1 I r 111 1 i Ili 1 Ili ; e 0 Sp- I' ' v 1 : 1917 y h .! Y g ! a° 1 ti 9 5S h 3� o S:0 4 p 9 T MOMS= STOLEN GRATING FASTENER (TYPE w VA DOLT* N E MRS MULL PER N.M,ENC P RS FEWWIOMl101a ,� PR Ma M STEEL BEAM CONNECTION DETAIL IPMENT CONNECTION DETAIL aNDfILE: r. ra In KxE.r.1a SCALE: r.ra f.m9tCNE: 1.47.03fatle curuae LO 1.7 •ii.,,,: Z /I�.� CM MOP MOLE FOR WO A4DOLT8 IYY EACH CONNECTION m van ^ _ _. E mwMnTO III REPLACED ADO *da START OA* laws OMAN DM am mPRwR \\\� -�_ e LMI fl, • L i I 1 °, _ _�� s ''LS:]It 1 w L ,'I a. 1 L 1 1 0. I ,�` q is ;: 8 Y I ' .+ � ',� r_ 0 SITE Twu ,ePMVMCOITER MYH MAMMA WAIF Ff id aM PLATFORM A Tfr SHEET 1111E STRUCTURALS S TRUCTURA L PLA 1 SHEET HUMBER `7 1 STRUCTURAL NOTES 3 CHANNEL BRACING CONNECTION DETAIL 12 }b34 SCALE'MS 111.ITSGLE, M6 jyy SCALE: 111.1T SOME 6 • 1' ],14 I lt.l]9 B... it.,.. ft- 03-01-2007 BOB DYER 208 WESTLAKE AV N SEATTLE WA 98109 RE: Permit No. D06 -018 16500 SOUTHCENTER PY TUKW Dear Permit Holder: City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 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 and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such pennit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206-431-2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be in writing and provide sadstactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 04/24/2007 , 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, 1- yer r hall, Permit Technician ikka xe: Permit File No. D06 -018 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206-431-3665 09 -05 -2006 BOB DYER 208 WESTLAKE AV N SEATTLE WA 98109 RE: Permit No. D06 -018 16500 SOUTHCENTER PY TUKW Dear Permit Holder: City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director In reviewing otu. current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division. under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit; orif the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206431.2451 to schedule for the next or final inspection. This inspection is intended tc. determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be In writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 10/01/2006, 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, Permit File No. D06 -0 18 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206- 431 -3665 February 15, 2006 Paul Wozniak 208 Westlake Av N Seattle, WA 98109 RE: CORRECTION LETTER #1 Development Permit Application Number D06 -018 Cingular Wireless —16500 Southcenter Py Dear Mr. Wozniak: This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Department. At this time the Fire, Planning, and Public Works Departments have no comments. Building Department: Ken Nelsen, at 206 31 -3677, if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 433 -7165. Sincerely, encl a shall �� chnician xc: File No. D06 -018 P:Vennife,\Collection Lentil \2006\D06 -018 Correction Lir e2.DOC jem City of L ukW i a Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206 431 - 3665 Building Division Review Memo Date: February 10, 2006 Project Name: angular Wireless, permit application Application #: D06-018 Plan Review: Ken Nelsen, Senior Plans Examiner An initial Building Division plan review has been conducted on the subject permit application. Please address the following comments with revised plans and /or other applicable documentation. All submitted new plans must be of the same size as the remaining plan set and index on the title sheet drawing index. 1. The submitted structural calculations identify that the existing platform will require additional W8x13 beam and C8x11.5 channel bracing to support the proposed equipment upgrades. To sum up, complete structural plans are required that detail the proposed steel frame bracing including all methods for structural connections such as welding or high strength bolting, etc. Special inspection requirements per the I.B.C. Chapter 17, must be called out in the plan set general notes. No further comments at this time. Tukwila Building Division Ken Nelsen, Sr. Plan Examiner ACTIVITY NUMBER: D06 -018 DATE: 03 -10 -06 PROJECT NAME: CINGULAR WIRELESS SITE ADDRESS: 16500 SOUTHCENTER PY Original Plan Submittal X Response to Correction Letter # 1 Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: : Building Division Public Works Complete Comments: Approved ❑ Notation: „,, PERMIT COORD COPY ' PLAN REVIEW /ROUTING SLIP Documents/routing slip.doc 2 -28-02 REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete ❑ TUES/THURS ROU G: Please Route Structural Review Required REVIEWER'S INITIALS: Approved with Conditions DATE: No further Review Required DATE: Planning Division ❑ Permit Coordinator E DUE DATE: 03-14-06 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DUE DATE: 04-11-06 Not Approved (attach comments) ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DEPARTMENTS: 1, Bu l''. ing i lion PublicWorss °►PERMIT COORD COPY ‘ PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -018 DATE: 01 -20 -06 PROJECT NAME: CINGULAR WIRELESS SITE ADDRESS: 16500 SOUTHCENTER PY X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: APPROVALS OR CORRECTIONS: Approved ❑ Notation: Documents/routing slip.doc 2 -28 -02 Incomplete ❑ TUES/THURS ROUjING: Please Route u Structural Review Required REVIEWER'S INITIALS: �Q P ammng Division I-24N ❑ Permit Coordinator ❑ DUE DATE: 01-24-06 Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Not Applicable ❑ No further Review Required DATE: DUE DATE: 02 -21-06 Approved with Conditions Not Ap proved (attach comments) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: IS Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: 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: htto: //www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, eta Date: IO l44C (O6 Plan Check/Permit Number: DOo -O 18 ❑ Response to incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # _ after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Cingular Wireless Project Address: 2 16500 Southcenter Py Contact Person: %0E. ••($tZ Phone Number: Zet. 490. 3goS Summary of Revision: DP:TAI _ Abbeb 'ro ,51f FET A.S. ✓Neer 5 -1 Whs cDMtrr€b Ftn►t o-1-trAtmAl St4SMtsslO4I. 2T TS sr,J -ub6D tort-F4 "7-t lce 7) PAW lw Sheet Number(s): — 4 1 5 -1 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: IFMN Entered in Permits Plus on _0 to frig \applicanonsVorms- applications on line'evision submittal Created: 8.13.2004 Revised: Steven M. Mullet, Mayor Steve Lancaster, Director RECEIVED CITV OF TUKYVII A MAR 1 0 2006 PERMIT CENTER License Information License WIRELAI99683 Licensee Name WIRELESS ALLIANCE INC Licensee Type CONSTRUCTION CONTRACTOR UBI 602087578 Ind. Ins. Account Id Business Type CORPORATION Address 1 27501 95TH AVE STE 955 Address 2 City WILSONVILLE County OUT OF STATE State OR Zip 97070 Phone 5034072426 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 1/23/2001 Expiration Date 1/3/2007 Suspend Date Separation Date Parent Company Previous License Next License Associated License Business Owner Information Name Role Effective Date Expiration Date WAGNER, JIM 01/01/1980 MATTISON, SCOTT 01/01/1980 ALLHANDS, CHRIS 01/01/1980 Look Up a Contractor, Electrician or Plumber License Detail Page 1 of 2 ` Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date OLD REPUBLIC https: // fortress. wa. gov /lni/bbip/ printer .aspx?License= WIRELAI996B3 04/04/2006 Noda5boftblOVISSIMP of Of �ry�� �y�,. u NOTE: E: ReAstm milli eke a " b •W and may inciude addmvlew liens. BAR ,� � 2p06 WOO. I VICINITY MAP CONSULTANT GROUP SIGN OFF DATE SIGNATURE CINGULAR SIGN OFF DATE pC CONSTRUCTION COORDINATOR `e. REDMOND, WA 98052 RF ENGINEER tleogsl..� »3 }�'. t)���'..) �., t.�6, el�.i s .,•�.. . EQUIPMENTSPECS OCATIO(V INTERCONNECT Mil P1 ••fi: CODE INFORMATION: ' 310<N St 5!5. .t kfi �:':. `�A �._ _ I. _ (t.v 0 It •r� !. h OPERATIONS PHONE: (206) 490 -3817 CONSTRUCTION TYPE: TELECOMMUNICATIONS SITE ACQUISITION OCCUPANCY: UNOCCUPIED �3167m 31 I M •I - S -1 PROPOSED BUILDING USE: UNMANNED TELECOM FACILITY ZONING 111)h U 1,1 CONSTRUCTION MANAGER . -... ... : .. c..P.ul. DAN nl.: p I , 1" ';i'flp, 6177na PI ii 41N1.IBM ` '„ REVIEWERS SHALL CLEARLY PLACE INITIALS ADJACENTTO EACH REDLINE NOTE AS DRAWINGS ARE BEING REVIEWED J' 10 obm ,boon 11 '• 9mosNwTE0'. 1 0" MWMkW O Pititg o Gals Pwtg CRY of 71likwila BUILDING D11490N TUKWILA 16500 SOUTHCENTER PKWY TUKWILA, WA 98188 SCI 865 (WA094) GENERAL LOCATION MAP 'R�•i : !NIY^I,R6P,. � 'fin />V P':: p�:::.. .. �!'��iY ,i14 %<: .v. , FiuPU }nY' Lrirt 'Po(L+agn(n ��j- :��ry4tp. �.�Ca" L. :FBDq.PI L...Whlli C,nbi �, �.. � ±��Y �''a Tt. .- f.,.., 1 , '" • r6kaelvn. NY._.nJ OA Sp .yi''• %. f..� >;:. �i�'p •'n.,Wn N.gnkn �t,cl.nul: s.�'; :il!i ` �`�'' yj <';�1 ;.Ir., i1 ' �'9 Al (•. NnTpM: �: 1 P / �', •L;4inaal /• A. f . I• PE S.n_Itlae / t4 : � mIM�Tn ,e, .. ` ® •••���T t^.+ ^4yti.jKrlti, utW L'Sq E oula �Dlh itb 1f.nlvwl�inn lAalF'6rMaYl:l �� IHtinl,n f Pa'L I 1�1 'Y •4' ..+°'wf - S �l, "� r'! .j , .ncnm ot_ic laBq pl• . 1V f��( 'S ' EC�,41 -V '�i'•,il(�iF�i: ' ^:ur1s .r R°?y1DR� li k NY.nNa.6Mi1; .•{.k,! "'..;� ''•1 1e �'3 ' tue.agfatwa "a a, *�,�µ�'pt* • y �v d:I} N �_i... �'aIWA04u�}7 b1� •1' 1 �Imu�y P>h '`y''l, •_''49 S t :. �;.•• i .:S/ IOOlh91YL0 1 .. � iBti3nyst .. 4.+ 1^ 1 - i }"..:i•v •r•, ry.; ,,i^`. r"j'651 .I •' C, !! YipC! /I �• 1 }• ��'yr��:1utemsl. { •.;'1 � +i='��I •i�` •�; i! � #� f+c 81{fotnee .I_ 1 , ! ! . „ •I t• ' tii c =4A 91 �y�tp,� nlll� �Ji ll�lav>!I,•W4i1», �- tf;6imtl^6f ji„Nill '-'�- �'i11t5'`•.» ;li ` •!'I ^�d... :rfif{C :aac3•Y±?�,t�1 +.. w...:l r !1!: :•fi'ti ' ,:.• =� I: otb°aNnvrEo DRIVING DIRECTIONS STARTING FROM 16221 NE 72nd WAY, REDMOND, TURN RIGHT ON 164th AVENUE NE. TURN RIGHT ON BEAR CREEK PKY. TURN LEFT ON LEARY WAY NE, TAKE THE RAMP ONTO WA -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 APPROVAUSIGN OFF OF CONSTRUCTION DRAWINGS CONSULTANT GROUP SIGN OFF DATE SIGNATURE CINGULAR SIGN OFF DATE SIGNATURE CONSTRUCTION COORDINATOR REDMOND TOWN CENTER, BUILDING #3 REDMOND, WA 98052 RF ENGINEER CONTACT: ALEX PERLMAN REDMOND, WA 98052 LANDLORD'S REPRESENTATIVE EQUIPMENTSPECS CONTACT: BRAD HEWSON INTERCONNECT PHONE: (509) 342.4152 CODE INFORMATION: PROJECT MANAGER ZONING CLASSIFICATION: TUKWILA URBAN CENTER CONTACT: DANIEL BAUM OPERATIONS PHONE: (206) 490 -3817 CONSTRUCTION TYPE: TELECOMMUNICATIONS SITE ACQUISITION OCCUPANCY: UNOCCUPIED E-3 COMPLIANCE S -1 PROPOSED BUILDING USE: UNMANNED TELECOM FACILITY ZONING CONSTRUCTION MANAGER REVIEWERS SHALL CLEARLY PLACE INITIALS ADJACENTTO EACH REDLINE NOTE AS DRAWINGS ARE BEING REVIEWED 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 CINGULAR WIRELESS, LLC. SERVICES IS STRICTLY PROHIBITED. F= COM ftmit No. Plan MVew approval Is subject to I and wftdM Approval of construction documents does not the vlobUon of an accepted code or ordinance. Reoeg d approved Fle Or' avid conditions is ackrNN4edged.. Jay PROJECT INFORMATION PROPERTY OWNER: APPLICANT: PROJECT CONSULTANTS: NEW CINGULAR WIRELESS LLC LUCENT TECHNOLOGIES 16221 NE 72nd WAY 10735 WILLOWS ROAD, SUITE 200 REDMOND TOWN CENTER, BUILDING #3 REDMOND, WA 98052 P.O: BOX 97061 CONTACT: ALEX PERLMAN REDMOND, WA 98052 PHONE: (630) 699 -0148 GENERAL INFORMATION: 1. PARKING REQUIREMENTS ARE UNCHANGED. NEW IMPERVIOUS AREA: 2. TRAFFIC IS UNAFFECTED, 0 S.F. 3. SIGNAGE IS PROPOSED. 4. NO ADDITIONAL IMPERVIOUS AREA IS PROPOSED. PROJECT DESCRIPTION: THIS PROPOSAL IS FOR THE MODIFICATION OFAN EXISTING UNMANNED TELECOMMUNICATIONS FACILITY, CONSISTING OF REMOVAL OF (2) EXISTING ANTENNAS AND REPLACED WITH (3) NEW ANTENNAS PER SECTOR FOR (3) SECTORS AND THE ADDITION OF NEW EQUIPMENT CABINETS ON EXPANDED RAISED PLATFORM. III�1 I���IIIII�I�II2 ���,�IV I��I`I 3 IIIIII�L -1111 4,_1_.1.1- jILI)I'II) 1.5,`l- l-l'LIIllL,-I 6- Il I f Inch 1116 I I I' " y ARST Vllr Slnte 7872 `b 5IL 4 6 E 6 Z 6 L L "fit 0 1swy 8a z1 L'�.,f.a 9 r_ 9 ti E Z 6 wJ IIU. �► I�IIIIIIIII�IIIIIIIII�IIIJLIIII�[ Illllll�l�l. III�II�II�. 11111III�I�IIIIIIIIIIIII1111�IIIIIIIII�Iflllllll�lllllllll�lllllllll�lllllllll�lllllllll�lll .Il CitY of Tukwila BUILDING DIVIB ON DRAWING INDEX PROPERTY OWNER: PROJECT ENGINEER: CHA SOUTHCENTER CORNERSTONE ENGINEERING INC LLC 14201 NE 200th ST SUITE 200 TOWER OWNER: WOODINVILLE, WA 98072 SEE PROPERTY OWNER OFFICE: (425) 487 -1732 A.9 CONTACT: MARK OLSON, P.E. CONSTRUCTION MANAGER: EQUIPMENTSPECS CONTACT: BRAD HEWSON PROJECT AREA: PHONE: (509) 342.4152 CODE INFORMATION: SITE AQUISITION: ZONING CLASSIFICATION: TUKWILA URBAN CENTER CONTACT: DANIEL BAUM BUILDING CODE: 2003 IBC PHONE: (206) 490 -3817 CONSTRUCTION TYPE: TELECOMMUNICATIONS 291,927 S.F. OCCUPANCY: UNOCCUPIED E-3 JURISDICTION: CITY OF TUKWILA S -1 PROPOSED BUILDING USE: UNMANNED TELECOM FACILITY GENERAL INFORMATION: 1. PARKING REQUIREMENTS ARE UNCHANGED. NEW IMPERVIOUS AREA: 2. TRAFFIC IS UNAFFECTED, 0 S.F. 3. SIGNAGE IS PROPOSED. 4. NO ADDITIONAL IMPERVIOUS AREA IS PROPOSED. PROJECT DESCRIPTION: THIS PROPOSAL IS FOR THE MODIFICATION OFAN EXISTING UNMANNED TELECOMMUNICATIONS FACILITY, CONSISTING OF REMOVAL OF (2) EXISTING ANTENNAS AND REPLACED WITH (3) NEW ANTENNAS PER SECTOR FOR (3) SECTORS AND THE ADDITION OF NEW EQUIPMENT CABINETS ON EXPANDED RAISED PLATFORM. III�1 I���IIIII�I�II2 ���,�IV I��I`I 3 IIIIII�L -1111 4,_1_.1.1- jILI)I'II) 1.5,`l- l-l'LIIllL,-I 6- Il I f Inch 1116 I I I' " y ARST Vllr Slnte 7872 `b 5IL 4 6 E 6 Z 6 L L "fit 0 1swy 8a z1 L'�.,f.a 9 r_ 9 ti E Z 6 wJ IIU. �► I�IIIIIIIII�IIIIIIIII�IIIJLIIII�[ Illllll�l�l. III�II�II�. 11111III�I�IIIIIIIIIIIII1111�IIIIIIIII�Iflllllll�lllllllll�lllllllll�lllllllll�lllllllll�lll .Il CitY of Tukwila BUILDING DIVIB ON DRAWING INDEX ZONING AGENT: DESCRIPTION CONTACT: PAUL WOZNIAK SITE LOCATION: (BASED ON NAD 83) PHONE: (206) 793 -1077 LATITUDE: 47'2r 15.1"N A -1 LONGITUDE: 122' 16'38.9"W A -2 TOP OF STRUCTURE AGL: 97- 2.125'i ' A.9 BASE OF STRUCTURE: 0.0' (ASSUMED) A-4 EQUIPMENTSPECS PARCEL NUMBER(S): PROJECT AREA: 6437300020 432 S.F. EQUIPMENT AREA 5,875 t S.F. ENTIRE COMPOUND AREA OF PARCEL: ANTENNA SWEEP TEST 6.7 ACRES ELECTRICAL DETAILS 291,927 S.F. GENERAL INFORMATION: 1. PARKING REQUIREMENTS ARE UNCHANGED. NEW IMPERVIOUS AREA: 2. TRAFFIC IS UNAFFECTED, 0 S.F. 3. SIGNAGE IS PROPOSED. 4. NO ADDITIONAL IMPERVIOUS AREA IS PROPOSED. PROJECT DESCRIPTION: THIS PROPOSAL IS FOR THE MODIFICATION OFAN EXISTING UNMANNED TELECOMMUNICATIONS FACILITY, CONSISTING OF REMOVAL OF (2) EXISTING ANTENNAS AND REPLACED WITH (3) NEW ANTENNAS PER SECTOR FOR (3) SECTORS AND THE ADDITION OF NEW EQUIPMENT CABINETS ON EXPANDED RAISED PLATFORM. III�1 I���IIIII�I�II2 ���,�IV I��I`I 3 IIIIII�L -1111 4,_1_.1.1- jILI)I'II) 1.5,`l- l-l'LIIllL,-I 6- Il I f Inch 1116 I I I' " y ARST Vllr Slnte 7872 `b 5IL 4 6 E 6 Z 6 L L "fit 0 1swy 8a z1 L'�.,f.a 9 r_ 9 ti E Z 6 wJ IIU. �► I�IIIIIIIII�IIIIIIIII�IIIJLIIII�[ Illllll�l�l. III�II�II�. 11111III�I�IIIIIIIIIIIII1111�IIIIIIIII�Iflllllll�lllllllll�lllllllll�lllllllll�lllllllll�lll .Il CitY of Tukwila BUILDING DIVIB ON DRAWING INDEX DWG. NO. DESCRIPTION T-1 TITLE SHEET G -1 GENERAL NOTES A -1 SITE PLAN A -2 COMPOUND PLAN A.9 EAST ELEVATION A-4 EQUIPMENTSPECS A -5.1 CONSTRUCTION DETAILS A -7 ANTENNA SWEEP TEST E -1 ELECTRICAL DETAILS E -2 I GROUNDING DETAILS E-3 PANEL SCHEDULE & ONE -LINE DIAGRAM S -1 CONSTRUCTION DETAILS LEGAL DESCRIPTION I B OUTBACK STEAK HOUSE -BSP CITRECEIVED ILA MAR 10 2006 PERMIT CENTER CORRECTION L7R #_. �0(o -t71g [ C a 00 CC 95 I- _ Cm U 7 J IM W .�. W M� o� U f, C pn C :� NGIRSVOo E, ra a. 14201 NE 200th ST, SUITE 200 WOODINVILLE, WA 98072 PH: 425.487.1732 FAX 425.487.1734 START DATE: lanoros DRAWN BY: aaF CHECKED BY: Mwo SITE SC1865 (WA094) TUKWILA 16500 SOUTHCENTER PKWY TUKWILA, WA98188 SHEET TITLE TITLE SHEET SHEET NUMBER T -1 GENERAL NOTES: 1. DRAWINGS ARE NOT TO BE SCALED, WRITTEN DIMENSIONS TAKE PRECEDENCE, THIS SET OF DOCUMENTS IS INTENDED TO BE USED FOR DIAGRAMMATIC PURPOSED 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 INSTALLATION AS DESCRIBED IN THE DRAWINGS AND OWNER'S PROJECT MANUAL. 2. THE CONTRACTOR IS RESPONSIBLE FOR ALL DIMENSIONS AND STANDARDIZED DETAILS THAT REQUIRE MODIFICATIONS DUE TO ACTUAL FIELD CONDITIONS AND REQUIREMENTS MUST BE SUBMITTED TO AND APPROVED BY, CINGULAR REPRESENTATIVE PRIOR TO STARTOF WORK 3. 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 CONSTRUCTIONICONTRACT 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 ARCH ITECTIENGIN EER VERBALLY AND IN WRITING. 4. THE ARCHITECTS/ENGINEER 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 RESPONSIBILITY OF NOTIFYING (IN WRITING) THE ARCHITECT/ENGINEER OF ANY CONFLICTS, ERROR OR OMISSIONS PRIOR TO SUBMISSION OF CONTRACTOR'S PROPOSAL IN THE EVENT OF DISCREPANCIES THE CONTRACTOR SHALL PRICE THE MORE EXTENSIVE WORK; UNLESS DIRECTED OTHERWISE. 5. 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. 8. 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, SAFETY, AND PROCEDURES FOR COORDINATING ALL PORTIONS OF THE WORK UNDER THE CONTRACT. 7. THE CONTRACTOR SHALL INSTALL ALL EQUIPMENT AND MATERIALS ACCORDING TO MANUFACTURER'SIVENDOR'S SPECIFICATIONS UNLESS NOTED OTHERWISE OR WHERE LOCAL CODES OR ORDINANCES TAKE PRECEDENCE. 8. 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 9, GENERAL CONTRACTOR SHALL PROVIDE, AT THE PROJECT SITE, A FULL SET OF CONSTRUCTION DOCUMENTS UPDATED WITH THE LATEST REVISIONS INVOLVED WITH THE PROJECT. THIS SET IS AVALID CONTRACT DOCUMENT ONLY IF THE TITLE SHEET IS STAMPED IN RED INK'FOR CONSTRUCTION' AND EACH SUCCESSIVE SHEET BEARS THE ENGINEER'S SIGNED WET STAMP. 10. ALL MATERIAL FURNISHED UNDER THIS CONTRACT SHALL BE NEW, UNLESS OTHERWISE NOTED. ALL WORK SHALL BE GUARANTEED AGAINST DEFECTS IN MATERIALS AND WORKMANSHIP. THE CONTRACTOR SHALL REPAIR OR REPLACE AT HIS EXPENSE ALL WORK THAT MAY DEVELOP DEFECTS IN MATERIALS OR WORKMANSHIP WITHIN SAID PERIOD OF TIME OR FOR ONE YEAR AFTER THE FINAL ACCEPTANCE OF THE ENTIRE PROJECT, WHICHEVER IS GREATER. 11. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAILY CLEAN UP OF ALL TRADES AND REMOVE ALL DEBRIS FROM THE CONSTRUCTION SITE AT THE COMPLETION OF THE PROJECT, THE CONTRACTOR SHALL THOROUGHLY CLEAN THE BUILDING, SITE, AND ANY OTHER SURROUNDING AREAS TO A BETTER THAN NEW CONDITION. 12. THE CONTRACTOR IS RESPONSIBLE FOR ADEQUATELY BRACING AND PROTECTING ALL WORK DURING CONSTRUCTION AGAINST DAMAGE, BREAKAGE, COLLAPSE, ETC. ACCORDING TO APPLICABLE CODES, STANDARDS, AND GOOD CONSTRUCTION PRACTICES. 13. THE CONTRACTOR SHALL MEET ALL OSHA REQUIREMENTS FOR ALL INSTALLATIONS. 14. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL DAMAGES TO THE EXISTING CONSTRUCTION AND REPAIR ALL DAMAGES TO BETTER THAN NEW CONSTRUCTION. THE CONTRACTOR SHALL NOTIFY THE CONSULTANT OF ANY DAMAGE TO THE BUILDING SITE OR ANY ADJACENT STRUCTURES AROUND THE PROJECT. THE ATE REPRESENTATIVE SHALL BE SOLE AND FINAL JUDGE AS TO THE QUALITY OFTHE REPAIRED CONSTRUCTION. ANY ADDITIONAL MODIFICATIONS WHICH MUST BE MADE SHALL BE MADE AT THE CONTRACTOR'S EXPENSE 15. WHERE NEW PAVING,CONCRETE SIDEWALKS OR PATHS MEET EXISTING CONSTRUCTION, THE CONTRACTOR SHALL MATCH THE EXISTING PITCH, GRADE, AND ELEVATION SO THE ENTIRE STRUCTURE SHALL HAVE A SMOOTH TRANSITION. 16. THE CONTRACTOR SHALL MODIFY THE EXISTING FLOORS, WALL, CEIUNG, OR OTHER CONSTRUCTION AS REQUIRED TO GAIN ACCESS TO AREAS FOR ALL MECHANICAL, PLUMBING, ELECTRICAL, OR STRUCTURAL MODIFICATIONS. WHERE THE EXISTING CONSTRUCTION DOORS, PARTITIONS, CEILING, ETC„ ARE TO BE REMOVED, MODIFIED, OR REARRANGED OR WHERE THE EXPOSED OR HIDDEN MECHANICAL, ELECTRICAL, SYSTEMS ARE ADDED OR MODIFIED, THE GENERAL CONTRACTOR SHALL REPAIR PATCH AND MATCH ALL EXISTING CONSTRUCTION AND FINISHES OF ALL FLOORS WALLS AND CEIUNGS. WHERE CONCRETE MASONRY CONSTRUCTION IS MODIFIED, THE CONTRACTOR SHALL TOOTH IN ALL NEW CONSTRUCTION TO MATCH THE EXISTING BOND. WHERE CONCRETE CONSTRUCTION IS MODIFIED, THE CONTRACTOR SHALL VERIFY THE EXACT DETAILS TO BE USED FOR CONSTRUCTION. ALL WORK SHALL BE COVERED UNDERTHE GENERAL CONTRACT. IT TOWER FOUNDATION STRUCTURAL STEEL-TO B&GROUNDIiamOR3A CONCRETE•ROUR.•TOWER FOUNDATION STRUCTURAL STEEL TO BE CONNECTED TO PERMANENT GROUND ROD PRIOR TO TOWER ERECTION. TOWER GROUND MUST BE MAINTAINED AT ALL TIMES. GENERAL NOTES CONTINUED: 16. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR APPLYING FOR COMMERCIAL POWER IMMEDIATELY UPON AWARD OF CONTRACT. THE GENERAL CONTRACTOR IS REQUIRED TO KEEP ALL DOCUMENTATION ACKNOWLEDGING APPLICATION FOR POWER WITH THE POWER COMPANY. 19. THE GENERAL CONTRACTOR SHALL OBTAIN WRITTEN CONFIRMATION OF THE EXPECTED DATE OF COMPLETION OF THE POWER CONNECTION FROM THE POWER COMPANY. 20. IF THE POWER COMPANY IS UNABLE TO PROVIDE THE POWER CONNECTION BY CINGULAR'S REQUIRED DATE, THE GENERAL CONTRACTOR SHALL PROVIDE AND MAINTAIN A TEMPORARY GENERATOR UNTIL THE POWER COMPANY CONNECTION IS COMPLETED. COSTS ASSOCIATED WITH THE TEMPORARY GENERATOR TO BE APPROVED BY THE CINGULAR REPRESENTATIVE. 21. IF CONTRACTOR OR SUBCONTRACTOR FIND IT NECESSARY TO DEVIATE FROM ORIGINAL APPROVED PLANS, THEN IT IS THE CONTRACTOR'S AND THE SUBCONTRACTOR'S RESPONSIBILITY TO PROVIDE THE CONSULTANT WITH 4 COPIES OF THE PROPOSED CHANGES FOR HIS APPROVAL BEFORE PROCEEDING WITH THE WORK. IN ADDITION THE CONTRACTOR AND SUBCONTRACTORS SHALL BE RESPONSIBLE FOR PROCURING ALL NECESSARY APPROVALS FROM THE BUILDING AUTHORITIES FOR THE PROPOSED CHANGES BEFORE PROCEEDING WITH THE WORK THE CONTRACTOR AND SUBCONTRACTORS SHALL BE RESPONSIBLE FOR PROCURING ALL NECESSARY INSPECTIONS AND APPROVALS FROM BUILDING AUTHORITIES DURING THE EXECUTION OF THE WORK 22. 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. 23. THE CONTRACTOR SHALL PERFORM WORK DURING OWNER'S PREFERRED HOURS TO AVOID DISTURBING NORMAL BUSINESS. 24. SEAL ALL PENETRATIONS THROUGH FIRE -RATED AREAS WITH U,L LISTED OR FIRE MARSHAL APPROVED MATERIALS AS APPLICABLE TO THIS FACILITY AND OR PROJECTSTTE 25. CONTRACTOR SHALL BE RESPONSIBLE FOR UTILITY LOCATES, SCHEDULING, COORDINATING SPECIAL AND BUILDING DEPARTMENT INSPECTIONS. 26. CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING AND UTILIZING ORIGINAL ROOFING CONTRACTOR AS REQUIRED TO MAINTAIN ANY EXISTING ROOFING WARRANTY. 27. ROUTING OF ALL CONDUITS, CABLES, CABLE TRAYS ETC ARE INDICATED AS PROPOSED LOCATION ONLY. CONFIRM THE EXACT LOCATION AND ROUTING WITH THE ON SITE CINGULAR CONSTRUCTION MANAGER PRIOR TO STARTING WORK SITEWORK NOTES: 1 - ALL SITE WORK SHALL BE AS INDICATED ON THE DRAWINGS AND STIPULATED IN THE SPECIFICATION PROJECT SUMMARY. 2. RUBBISH, STUMPS, DEBRIS, STICKS, STONES AND OTHER REFUSE SHALL BE REMOVED FROM THE SITE AND DISPOSED OF LEGALLY. 3. THE SITE SHALL BE GRADED TO CAUSE SURFACE WATER TO FLOWAWAY FROM THE PCS EQUIPMENT, TOWER AREAS, AND ADJACENT BUILDINGS. 4. NO FILL OR EMBANKMENT MATERIAL SHALL BE PLACED ON FROZEN GROUND. FROZEN MATERIALS, SNOW OR ICE SHALL NOT BE PLACED IN ANY FILL OR EMBANKMENT. 5. THE SUBGRADE SK41L BE COMPACTED AND BROUGHT TO A SMOOTH UNIFORM GRADE PRIORTO THE CRUSHED STONE APPLICATION. 8, ALL EXISTING ACTIVE SEWER WATER, GAS, ELECTRIC, AND OTHER UTILITIES WHERE ENCOUNTERED IN THE WORK, SHALL BE PROTECTED AT ALL TIMES, AND WHERE REQUIRED FOR THE PROPER EXECUTION OF THE WORK, SHALL BE RELOCATED AS DIRECTED BY ENGINEERS. EXTREME CAUTION SHOULD BE USED BY THE CONTRACTOR WHEN EXCAVATING OR PIER DRILLING AROUND OR NEAR UTILITIES. CONTRACTOR SHALL PROVIDE SAFETY TRAINING FOR THE WORKING CREW. 7. ALL EXISTING INACTIVE SEWER, WATER, GAS, ELECTRIC AND OTHER UTILITIES, WHICH INTERFERE WITH THE EXECUTION OF THE WORK, SHALL BE REMOVED AND SHALL BE GAPED, PLUGGED OR OTHERWISE DISCONTINUED AT POINTS WHICH WILL NOT INTERFERE WITH THE EXECUTION OF THE WORK, SUBJECTTO THE APPROVAL OF ENGINEERING. 8• THE AREAS OF THE CUSTOMER'S PROPERTY DISTURBED BY THE WORKAND NOT COVERED BY THE BUILDING, DRIVEWAY OR CRUSHED STONE, SHALL BE GRADED TO AUNIFORM SLOPE, FERTILIZED, SEEDED, AND COVERED WITH MULCH AS SPECIFIED IN THE SPECIFICATION LANDSCAPE WORK CONCRETE NOTES: 1. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH THE ACI 301, ACI318 AND THE SPECIFICATION CAST -IN -PLACE CONCRETE 2. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI AT 28 DAYS UNLESS NOTED OTHERWISE 3. REINFORCING STEEL SHALL CONFORM TO ASTM A 615, GRADE 60, DEFORMED UNLESS NOTED OTHERWISE WELDED WIRE FABRIC SHALL CONFORM TO ASTM A 185 WELDED STEEL WIRE FABRIC UNLESS NOTED OTHERWISE, SPLICES CLASS'S' AND ALL HOOKS SHALL BE STANDARD UNO. 4• THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCING STEEL UNLESS SHOWN OTHERWISE ON DRAWINGS: CONCRETE CAST AGAINST EARTH ........3IN. CONCRETE EXPOSED TO EARTH OR WEATHER: #8 AND LARGER ......................... 2 IN. #5 AND SMALLER & WWF .........1121N. ABBREVIATIONS: AFF ABOVE FINISHED FLOOR JT JOINT AFG ABOVE FINISHED GRADE LAM LAMINATED AFS ABOVE FINISHED SLAB LF LINEAL FOOT ALUM AS ALUMINUM MANUF MANUFACTURER ANCHOR BOLT MAX MAXIMUM ARCH ARCHITECTURAL CTURAL MHO MANHOLEICAL BTS BASE TRANSMISSION SYSTEM MM MILLIMETER BLDG BUILDING MIN MINIMUM BM BOT BEAM BOTTOM MISC MISCELLANEOUS B.O. BOTTOM OF MPH MTL MILES PER HOUR METAL BOC BOTTOM OF CONCRETE NIC NOT IN CONTRACT BOS BOTTOM OF STEEL NOM NOMINAL CJ CONTROLJOINT NTS NOT TO SCALE CCENTER LINE CEILING OC ON CENTER CUR CLEAR OD OUTSIDE DIAMETER CMU CONCRETE MASONRY UNIT OH OPNG OVERHEAD OPENING COL COLUMN OPP OPPOSITE CONC CONST CONCRETE CONSTRUCTION R PERSONAL COMMUNICATION SYSTEM CONT CONTINUOUS PR PAIR CT AMTER PSI POUNDS PER SQUARE INCH DETAIL PSF POUNDS PER SQUARE FOOT (D�II0 �A EXISTING PT RAD PRESSURE TREATED RADIUS EA EA EJ EACH EXPANSION JOINT RD RE ROOF DRAIN RE REINFORCED/REINFORCING ELEC ELECTRICIELECTRICAL RM AD REQUIRED EL ELEVATION R ROOM EQ EW EQUAL EACH WAY RIGHT OF WAY EXP EXPANSION S CH CHED SECT SCHEDULE SECTION EXT FO EXTERIOR SF SQUARE FOOT FLOOR DRAIN SIM SIMILAR FIN FIN FLR FINISH FINISH FLOOR SQ FT SS SQUARE FOOT FLR FLOOR STD STAINLESS STEEL STANDARD FTG FOOTING STL STEEL GA GAUGE STRUC STRUCTURAL GALV GALVANIZED TEMP TEMPORARY GYP GYPSUM THK THICK GB GYPSUM BOARD T.O. TOP OF HM HOLLOW METAL TOS TOP OF STEEL HOR HORIZONTAL TOG TOP OF CONCRETE HR HOUR TYP TYPICAL HT HVAC HEIGHT HEATING VENTILATION AIR CONDITIONING UNO VERT UNLESS NOTED OTHERWISE VERTICAL INSUL INSULATION W/ WITH INT INTERIOR WWM WELDED WIRE MESH LEGEND AND SYMBOLS: CHAINLINK FENCE CEDAR FENCE POWER x x x 0 o P F REVIEWED FOR CODE COMPLIANCE o P TELCO T T T POWERITELCO COAX - TIP - COAX UP - TIP - TIP - Conic COM - MAR 21 2006 OVERHEAD POWER off - off - oN - off CENTERUNE - - - City Of Tukwila REVISION BUG Q 111 nTnl� t1 UNTM DETAIL NUMBER ELEVATION VIEW BUG SHEET NUMBER A TOP O .. ELEVATION DEL ' -F Od DETAIL BUG p SHEET UMBER RECEIVED CITY iOFTUKWII SECTION BUG MAR 1 0 2006 DETAIL NUMBER 3 EEI NUMBER PERMIT CENTE TI�It ►���-t��r�r�iar�itr l Inca 1/16 11 2I 31: 4I ` 5I 61 -WESTCOTT SI! r 5 L ti L E 1 Z l g!..�" if 9 ..,�..' S_; �,.. E Z 6 w0 IIIJ. III1IIIIIIIII�IIIIIIIII�IIUIJIII�LL1iI�I1���������i�.. 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I 1 I 255y51'f TL# 2623049005 RONPER LINE 89.45 58 rn 1 TL# 5379200282 I I U Q U 3 QLI�' ;rc�an'U S` I ADJACENT ZONING _, ASPHALT ADJACENT ZONING I r' t I� ZONE: TUC I �I any PARKING 1 �?� ZONE: TUC i A -2 I z TL# 6437300020 I w I I = °I I I I I �I A-3 I I —_ 203' -2 "t A,.;�e PROPERTY LINE 187.BTf BUILDING_ I 1 I N89.45' 5B• W —,Sp I s ---- I ��REVIEWED FOR DE COMPLIANCE I I �Iw ! i I ZIP 1 I I BUILDING Iw c3 Z w N l nwp I I - OI 1 TL #5379200300 JIB MAR 21 2006 ! i I �h • al I TL# 2623049062 I ASPHALT I PARKING �C9 I CRY f T1jkw96_ Ilql ITI rI Iili •' m vYgm PERTY LINE 407.84�t . S89°45'S8� _ RECEIVED I .� CITY OF TUKWILA 2623049137 BUILDING TL# 2623049128 MAR 1 0 2006 I ADJACENT ZONING ! I I ZONE: TUC I I PERMIT CENTEtt 0 m "c a rn� 0 Cc m� mm U J N ICUW J �.. W V 9 i2TNriR AVON 6na. 14201NE200thn SUITE200 WOODINVILLE, WA 98072 PH:425A87.1732 FAX 425.487.1734 START DATE: 1onoA5 DRAWN BY: JAF CHECKED BY: mwo I SITE / i I SC1865 (WA094) TUKWILA 16500 SOUTHCENTER PKWY ! NOTE: I TUKWILA. WA 98188 • NOT A SITE S RVEY PLAN NO ADDITIO AL LANDSCAPING I I I NORTH SHEET TITLE INCLUDED I THIS PROJECT I I I SITE PLAN _ .,..... - 50' 100' SITE PLAN 0 50' SHEET NUMBER 22X34 SCALE: 1 "a 50' -0` 11 1x17 SMI.r- 1• a 1nn•.n- II( llII( IIIIIIIIIIIIIIIII111IJ111 .1LLIIllllIIIIIM Ill 111111.11 -111 ill 1111.111111 Ill I {� 11 I� �l 1 ITI`I j1 �11�� 111 l 11 1 �r M. H 1Ij jw ii' I' llllil�lililllll�IIIIIII�II�IIIIIIIII� +llllllll�lllllflll�lllll_ -' 0 A -1 1 illh�L�IIIII�I1 IIIII�►IIIIilj2 ►ILfil�Irll ,113II ►I► �Ih� 4 111 ►IIITII`71 -11 s Inch .. I I c i . 1 '.. 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A PREt1MNARY DOS JRF 11 0 0 BLDOPEPMT JRF Ox'ZI.M 1 REVIEWOXWENM JBT W. �O�S EXPIRES 07J15108 SITE SC1865 (WA094) TUKWILA 18500 SOUTHCENTER PKWY TUKWILA, WA 98188 SHEET TITLE EAST ELEVATION SHEET NUMBER A -3 LUCENT UMTS OUTDOOR DIMENSIONS FRONT OF MANUFACTURER:LUCENT CABINET HEIGHT: 72" 2' -7 314" DEPTH: 40" r 21/2" 2' -23/4" 21/2" WIDTH: 35.4" 00 CLEARANCE: CABINET REAR 36" ° • V- 0 "O.O. (TYP) WELDED M CLEARANCE: CABINET EACH SIDE 35.4" SCREW ON U.N.O. ALUMINUM PLINTH PIPE CAP (SUPPLIED BY CONTRACTOR) �� N CLEARANCE: CABINET FRONT 29.5" UNISTRUT P1000 21 7 (SPACE AS COAX ANCHOR BOLT AT MAXIMUM CABINET WEIGHT: 790 LBS (359 KG) BOTTOM FLANGE SUPPORT REQUIRES) �� (SEE ELEVATION) ����� `�� 2 1/2 "8 STANDARD 9/16"0 HOLES FOR BACK OF \���� ° WEIGHT PIPE 1/2"o BOLTS PLAN (TYP4PLACES) 2' -11 CABINET \ \ \\ RV CABLE q Ya" \ \\ ENTRY 21/2" FLUSH MOUNT \\ STEEL PIPE FLANGE, *F 4.33" 26 77" o \\ 3/8.0 U -BOLT, (TYP) 3 \ 4 (TYP) CONCRETE PIER (E) CONCRETE SLAB ISOMETRIC 1 1/2"_L FILED DRILL 9/16" 0 HOLES FOR (° o ° •� I': 1 /2" O CONCRETE EXPANSION ANCHOR °' ° ° (TYP 4 PLACES) 4 N a RECEIVED CITY OFTUKWILA ELEVATION ISOMETRIC MAR 102006 UMTS CABINET PERMIT CENTER ANCHOR FOOTPRINT 12" 6" 0 6" 16" 3' 12" 6" r Q. 1' 2' Z' V 0 LUCENT UMTS MOUNTING BASE LUCENT UMTS EQUIPMENT SPEQ1F� 4 22x34 SCALE: 3/4" =,' -0" 11x17 SCALE: 3/8 " =,' -0" 6 I Q I 5 COAX SUPPORT H -FRAME DETAIL 22x34 SCALE: 1 " =1' -0" 11x17 SCALE: 1/2' =1' -0" .. 22x34 SCALE: 1/2" =1' -0" 11x17 SCALE: 1/4' =1' -0" col It: NOKIA OUTDOOR ULTRASITE BTS DIMENSIONS MANUFACTURER: NOKIA " W _ DEPTH: 28.6' LL ¢ -- ZQZgU HEIGHT: 76A • { WIDTH: 30B' 1 MAXIMUM CABINET WEIGHT(WTTH UNITSk 845 LBS. w a:U 30.3 "yZd� Re 3" 24.4" .o° °o. .° 10" 5" 5" ,0" 10" 5" if aPUNTH OF PUNTH OF N CASINETI CABINET2 N II rp 4" 22. 22" II C x II o .°° °o. .°° II � co O NOKIA ULTRASITE CABINET I FRONT II �� II �i i FRONT 3' T 1' 0 1' 3' S 12" 8' 0 1' 2' ISOMETRIC 12" 6" 0 1' 2' NOT USED 3 NOKIA ULTRASITE MOUNTING PLINTH 2 NOKIA ULTRASITE FRONT ELEVATION 22x34 SCALE: NTS Illxl7SCALE.NTS 22x34 SCALE: 1" =1' -0" 11x17 SCALE: 1/2" =1' -0" 22x34 SCALE: 1 " =1' -0' 11x17 SCALE: 112" =1' -0" iji�ijl Ili�ililijii_�i. Ij_I - ililill i�` I iil IIIIIiI I I ICI �rl -i- ICI Ili I�i`llii >�I Ali ��►�T i 1 12 mcn 1/16 3 4 p 5 6 I AESTCO'iT� . t? z w �, t 5 c�xw , g.� �ilr 19-1IIIIIIII�I�IIIIIIIII�IIIIIIIII�IIIIIIIII�IIIII1111�111 .II. i i • I m0 _o a Oa Cc Ly �a mm U 7 ..I N L co w w (0-i w 3 �U 14201 NE 200th ST, SUITE 200 WOODINVILLE, WA 98072 PH:425A67.1732 FAX:425A87.1734 START DATE: tataDS DRAWN BY: JRP CHECKED BY. MWro SITE SC1865 (WA094) TUKWILA 16500 SOUTHCENTER PKWY TUKWILA, WA98188 SHEET TITLE EQUIPMENT SPECS SHEET NUMBER A -4 ARGUS CABINEI FRONT ELEVATION POWER CABINET DIMENSIONS MANUFACTURER: ARGUS TE -20 HEIGHT: 84.0" DEPTH: 30.0" WIDTH: 30.0' MAXIMUM CABINET WEIGHT (WITH UNITS): 1000Lbs 30.00" ENCLOSURE DIMS �O0.7s HDLE DFENwo ALLCORNERS -4 I PLACES DRILLANDINSTALL CONCRETE ANCHORS (4) HILTI H9LM120 (ARQU8 PM 533068.10) , OR EQUIVALENT 24.40" blm J 0 9'x 10 1/4 ANTENNA 2 3/8" OD GALV PIPE MAST Eo Co FRONT BACK SIDE Lo TMA 1401 KATHREIN ANTENNA: LGP -2 TOP 742 265 ANTENNA MOUNT DETAIL SEE DETAIL 1 5.1 Q 2' 1' 0 p 2' 4' ANTENNA DETAIL 5 iiY.14 Gr:n, F•iM +c iV1+ ii..i9 enw, r. ..."_., n+ PROPOSED EQUIPMENT CABINET BASE TOP OF CONCRETE d 'v n v d CONCRETESLAS HILTI HSLB- M12/25 (1/20) W /TORQUE CAP OR APPROVED EQUAL. (INSTALL PER MANUFACTURERE'S RECOMMENDATIONS) d v 4 M 12" B' 0 ); EXPANSION ANCHOR DETAIL 4 22X34 SCALE. 6"= 1-0 11 1X17 SCALE: 12" = r11" 212' FLUSH MOUNT 2 IWO O.D, STEEL PIPE FLANGE GALVANIZED PIPE (4) -3/8 "0 HILTI KWIK BOLT II EXP TOP OF CONCRETE I ANCHORS W/ 3" MIN EMBED OR APPROVED EQUAL .4 • • CONCRETE SLAB . • ° . Q ": NOTES: 1. TMA IS A WEATHERPROOFED ENCLOSURE RATED TO IP85. 2. BOND TMA GROUND STUD TO GROUND BAR WITH 8 AWG GROUND WIRE. 3. PROVIDE SUFFICIENT LENGTH OF JUMPER TO ALLOW FOR PROPER APPLICATION OF WEATHER PROOFING AT ANTENNA AND TMA CONNECTIONS. 4. IF POSSIBLE, TMA SHALL BE MOUNTED BEHIND ANTENNA TO MINIMIZE WIND LOADING ON STRUCTURE. S. TMA SHALL BE MOUNTED VERTICALLY. METAL STRAP SUBCONTRACTOR TO PROVIDE (TYP) ANTENNA MOUNTING PIPE (TYP) FRONT VIEW JUMPER TO ANTENNA TMA- GROUND WIRE TO ANTENNA GROUND BAR (SEE NOTE 2) - JUMPER TO MAIN COAX—," SIDE VIEW TMA MOUNTING DETAIL 22X34 SCALE: 1"= 1'-n" 11v17 _Q e, C• i,o+ _ . MOUNTING HOLE LOCATION RIGHT SIDE VIEW 12' 8" 0 1' ARGUS POWER CABINET EQUIPMENT DETAILS 6 PIPE FLANGE DETAIL 3 NOT USED 22X34 SCALE:1 " =1' 0" 11X17 SCALE: 1/2' =1' -0" TO ANTENNA GROUND SCREW GROUND WIRE TO ANTENNA GROUND BAR (SEE NOTE 2) -JUMPER TO MAIN COAX METAL STRAP SUBCONTRACTOR TO PROVIDE (TYP) 1TENNA MOUNTING PIPE (TYP) , 0 o'. OC a Oi 00 CC m� (m U 7 J s co uj W J ��■ W of U) V ON 14201NE2001hST, SUTTE200 WOODINVILLE, WA 98072 PH: 425.487.1732 FAX 425.487.1734 START DATE: 1a1oa>s DRAWN BY. JRF ------ CHECKED BY: r4,w REVIEWED FOR REVISIONS CODE COMPLIANCE DATE MOU� , ,o•io2m PRELI"w"cos I JRF ,Q,i90�9AR1�Mil „•O1't00° • bLCOF£RM,i n+� ry g!� @ o2,2s2roe , RtVIEWWt\ollp(f>t •� MAR Z i L '�d4 �qt�c W. 0 y Ci ty /� O1fTLakwiilag. p1 i � ki f- ► fSl� IT `.+ 1 1 !n� L EXPIRES 02/15= III III I�I'I�I IJI ICI ICI ICI IlI PTI 1,111. ICI I�ILIijIjl i 1�1 l�T1Il 1j1 l�l ljhi �l I. I 1I I I 2I,` ) 3I I I I I I I 5I I 61 Inch 1/18 `/�,■��•�,yy,��rrr,��� �r "'s 7 'i" s r•h .P X ^fat. ' S(nCE1872'" rikWy r,•01. :w 5L" 46 EV ZIL 9 5 ti . Z l' w0 ! . I�fllllllll�lllllllll�lll .LL ; SITE RECEIVED CITY OF TUKWIL A SC1865 (WAO94) .MAR 10 2006 TUKWILA 18500 SOUTHCENTER PKWY TUKWILA,WA98188 PERMIT CENT SHEET TITLE CONSTRUCTION DETAILS SHEET NUMBER 1 X5 - ANTENNA SUPPORT HARDWARE BRACKETTO PIPE MAST OR TENNA ASSEMBLY S TO TOWER STRUCTURES ARE DESIGNED THE MANUFACTURER AS A FRICTION BEARING CONNECTION IN IICH THREADED RODS OR BOLTS ARE TENSIONED TO A'SNUG- TIGHT' NDITION WHICH CLAMPS THE BRACKET TO THE POLE OR PIPE MAST. E GEOMETRY OF THE BRACKET AND THE FRICTION CONNECTION EVENT THE BRACKET FROM HORIZONTAL OR VERTICAL MOVEMENT. E MANUFACTURER DOES NOT SPECIFY ANY REQUIRED BOLT TENSIONING R THESE CONNECTIONS, ONLY THAT THEY ARE INSTALLED A'SNUG- TIGHT" CONDITION. 0 �GONiP ,1 a �b AMg.7 Mounting Kit J Mwnting Optlona Mow Gemlptim A'Eljpe. a l d4tr7 Maf.Irp 101 W 1b 4AM11 IN b 115Inm) 011 m,n Affl-9 mw;_�Mtol dp 1170 e, l b 4 51,rrh 174 ?mmmm1O0,Yeilmsl, D6 1. o•n O,prom dum,ll,nw Order lnbmbllon: Mom DrmPlgn I42APl60le4 l94GW4VA0T=P MlthN w,n lne OlN ebYl, :la, THREIN MOUNTING KIT 5b kwl (haulnrU 0 10,91nclla (262 mm)� 1 [Mm er4 -nN ®® Ilo-a U10 -21W RECEIVED CITY OF TUKWIIA MAR 10 2006 Meg Li I� 737.978 for use with most 2 -point mount Cellular Dualband panel antennas 4 JKATHREIN TILT MOUNT KIT — atle Schrauben SW 13 — all screws 13 A/F X 1:2,5 ii "i1`i1i1iii1 iii iii�ilitaiiIiIi iil[llI(Ii �lil IiI1I1i�1i -�ll� i�l- ii,all.iTITi -1 �i��I�.Ih�iI I: Inch 1)16 1I 2I 3I.: 4, 61 Sinai8721° i 4 S6 • til EL : Z6 n�. inlnll�linlnll�iinluli�nnl�: iii�iiiiluil�linlii�l�iilli' iii�iiii�ili�ii�liiii�iiiilii�l�iii�l�i���iiiilitii�iiiill ►ii�►iiiliiii�iiiilii►.i� 0 2 m 0 0) 5 0 C c mm I.. J a) U 7 J N U) V C0 W J �■ W V OX �i2o,IJr4iiw,,7•Oo E, r.o, 14201 NE 200th ST, SUITE 200 WOODIWLLE, WA 88072 PH:425.487.1732 FAX-425.487.1734 _ • - - .- — START DATE: MOMS DRAWN BY: aru CHECKED BY: MWO SITE SCI 865 (WA094) TUKWILA 16500 SOUTHCENTER PKWY TUKWILA, WAg8188 SHEET TITLE CONSTRUCTION DETAILS SHEET NUMBER A -5.1 X cingularw CINGULAR WIRELESS, WIRE LCSi Makal: SEATRE /TACOMA Dual Band 85M900 MHz :. RF COnfl UMOOn Data Sheet Pre Instal poster M:6 Updaledon: 1 Sit. M: SC1065 Skatitude RtlnMe Addfasa:16500 S'0 CENTERPK 1KW ' r .KING Latitude 7 1 A lamkuda . 22 a � NU .exktin any..' •a' .�,'. .3 .p " ^.4Ti ,:Y:{�i:':M';r: hM' ... ;'.�i?•Y §: ±r:. -:T :, NumMu•dMlemaswbo acatl� ° MNFF.eaumamftlghna a - .. Fuel • eg 4 1z rv.::. R G 2D D,. th E M •t. • . � 6 Airmen training line UP f er o EEtTalddsiat •.: N r Aildifthin t ln D tfrlr 0 :t . otc: ti t1t an Rcnfev , . ^'+'121 �v rir w.'.c121;'.:•� n a -110tIll NewAntpina (:ederkno gy 95 , 741265 � 7 nrte Mudd 742265 .Z,An NewMtvnna r alter ai 6 u dNrrwMlenrmt 3 a nit ewAmenrm Otelemiurts anchol W fi3 x103 x65 3 63 x10.3x 5 3 763x1 3x Ne Antenne W b is ew t 529 US 9 t+w tw n ao m MuMra dnnvFrxvlcrs x6un . 6 m • tm n NewFrtdor Dtamela Comm7rtt' 0 Cnmm7/6' 6 tansn7t0" H" Ih 21 1 12 ew r rmsco mneco neracn ■ Ill u u or e u u n • n unuer u e elating. xau n• X61 n u u o u r no u an r f o9 t d u txo u a 10 iiiiVIrIffig - 14 fad Nambaol7W1 .Muni E •2 n •2 u d wnTMA 2 2 2 1TdA VmdorModd LGP21401 LGP 21401 LGP21401 uir aawBlra N dN TlpN m r Nrftdfa d Y u ao t tiol NumbordNawOi exm g exa en r o D 0 . ° No 0 Dn axa:Dud-0u fexarVerdoUlbdd No wvDu IexaAlu .Dr d o ao RE'f orda ata n 1 aro n t aw rn t Numlardfill ktera unreal of o u u am um PM er Hunt" a u MUMOILLUll 77. 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' IiFEa insedn RFEnglnaa a Kulki 1. 80243:12 DrXa:ll2JAeVS5 plant n angular RF: — Version N: l2A fPr tnamef '' • ` cingular" Market: Seattle I Tacoma -I'- ul scial Clusterldt T "Names Tukwila • • • Secton k DOW Di x x x x ERICSSONTMA 17 LLUCENTMHA 711s Ericsson GSM Lucent UMTS x X " Ij 9F. 8E� Nokia GSM St Cingula Ne cats Sea a acome S 4IDt Tukwila I acs to 9 Site Name: Tukwila I • • • ' an 2 coop OBDr X x x x ERICSSONTMA 3 LLUCENT MHA I Ericson GSM I I Lucent UMTS x xpp ." •" C h Nokia GSM }sing Uldr' Market: Seattle / Tacoma Tte ID: SC18Da austar Ids 0 Site Names Tuklmud a • • e Ser1oR 3 now MOP X x FE REY E D FUR ANCE x x ERICSSONTMA LUCENTMHA MAR 2 7 �qb6 RECEIVED CITY CIFTUK ILA ,MAR 10 robs PERMIT CENTER i�� ^i��i- �i�i�i��i�i iii�i�i- iii- i�-i�i i�i�i�i�i�i�i�i ► i�i� �����m; mi�r�. r�r�- r�- i��h- i- �- �- ,�- ,h�- ,��,' -, Inch 1118 1I. 2I Y 3I 41 51 61 .,i C/V�11� ly l .. 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WA 08072 PH:425AS7.1732 FAX 425.487.1734 START DATE: 1011 DRAWN BY: JRF CHECKED BY: Mill M1 SITE SC1865 (WA094) TUKWILA 18500 SOUTHCENTER PKWY TUKWILA, WA98188 SHEET TITLE RADIO PLAN SHEET NUMBER A -6 ANTENNA SWEEP TEST ACCEPTANCE: CINGULAR WIRELESS RF ENGINEERING, PACIFIC NORTHWEST (WASHINGTON AND OREGON MARKETS) REQUIRED EQUIPMENT: 1 ANRITSU SITE MASTER C251 OR S332D. 1 EXTERNAL 12Vdo POWER SUPPLY TO POWER THE BIAS T. 1 DIN FEMALE TO N TYPE MALE ADAPTER (LOW LOSS). 1 DIN MALE TO N TYPE MALE ADAPTER (LOW LOSS). 2 DIN FEMALE TO DIN FEMALE ADAPTER (LOW LOSS). 1 PHASE STABLE CABLE. 1 TRUE -RMS MULTI - METER. NOTE: ALL SWEEPS MUST BE DONE IN RETURN LOSS MODE AND NOT VSWR MODE. TEST FREQUENCIES: PCS BAND F1 =1850 F2 =1990 850 BAND 171 =824 F2 =894 TX FREQ F1 =1930 F2 =1990 TX FREQ F1 =869 F2 894 RX FREQ F1 =1850 F2 =1910 RX FREQ F1 =824 F2649 GB =GSM 850 TB =TDMA 850 G9 =1900 GSM U9 =1900 UMTS CALIBRATION SETUP: 1. PRESS MODE AND HIGHLIGHT RETURN LOSS. 2. ENTER FREQUENCY VALUES FOR F1 AND F2. SEE TEST FREQUENCIES FOR VALUES. 3. PRESS SWEEP, RESOLUTION THEN SELECT 517. 4. PRESS START CAL AND FOLLOW INSTRUCTIONS FOR OPEN /SHORT/LOAD. 5. ONCE SITE MASTER HAS FINISHED CALIBRATING DO NOT REMOVE LOAD. VERIFY THE TRACE IS FLAT (A FEW SPIKES ARE OK) AND MEASURES AROUND -54dB. IF NOT RETIGHTEN ALL CONNECTORS AND RECALIBRATE. IF IT IS NOT FAIRLY FLAT AND MEASURING -MdB EITHER THE LOAD IS BAD OR THE SITE MASTER HAS A PROBLEM. 6. RECORD THE RETURN LOSS IN dB OF THE LOAD ON THE SITE RESULTS SPREADSHEET. 7. ONCE CALIBRATION IS COMPLETED SAVE CAUSET SETUP. ANTENNA SWEEP TEST: (1) RETURN LOSS - ANTENNA ONLY (2) CABLE SYSTEM DISTANCE TO FAULT- LOAD - COMPONENT BYPASS (3) SYSTEM RETURN LOSS - LOAD - COMPONENT BYPASS (4) INSERTION LOSS - SHORT -CABLE AND COMPONENT (5) TRANSMISSION LINE CONTINUITY TEST (6) CABLE LENGTH - ANTENNA - COMPONENT BYPASS (7) RETURN LOSS - COMPONENTS (8) SYSTEM RETURN LOSS - ANTENNA, CABLE AND COMPONENTS 1. RETURN LOSS - ANTENNA ONLY: TEST FREQUENCIES: PCS BAND F1 =1850 F2= 1990 850 BAND F1 =824 F2 =894 THIS TEST PROVIDES A QUICK INTEGRITY TEST TO VERIFY THE QUALITY OF AN ANTENNA BEFORE IT IS INSTALLED. THE ANTENNA IS TESTED IN THE RETURN LOSS MODE. PERFORM THE MEASUREMENT OUTDOORS AND POINTTHE ANTENNA AT THE SKY FOR THE RETURN LOSS MEASUREMENT. THIS WILL ENSURE THAT NO RF REFLECTION FROM A NEARBY OBJECT IS CAUSING A FALSELY INFLATED RETURN LOSS. NOTE: THE MINIMUM ACCEPTABLE PASS LEVEL IS -14 dB FOR ALL BAND AND MANUFACTURERS. 2. CABLE SYSTEM DISTANCE TO FAULT - LOAD - COMPONENT BYPASS: THIS TEST IS A PERFORMANCE VERIFICATION AND FAILURE ANALYSIS TOOL FOR THE TRANSMISSION LINES AND CONNECTORS. BYPASS ANY DIPLEXERS, SURGE ARRESTORS OR MHA'S IN LINE, AND SWEEP FROM THE TOP OF THE CABINET IF BOTTOM JUMPERS ARE INSTALLED, OTHERWISE SWEEP FROM THE BOTTOM OF THE MAIN COAX LINE. TEST FREQUENCIES: 1900 F1=1850 F2 =1990 850 F1 =824 F2 =894 1. PRESS MODE, SELECT DTF, SELECT DTF AID, ENTERTEST FREQ, DISTANCE AND CABLE SIZE. 2. STARTING WITH TX/RX 1. USE THE DIN (F) TO DIN (F) CONNECTOR TO BYPASS THE TMA. 3. CONNECT A LOAD AT THE END OF THE ANTENNA JUMPER. 4. PERFORM DTF MEASUREMENT. 5. PRESS LIMIT TO SET THE HORIZONTAL MARKER; SET LIMIT LEVEL TO -32 dB. 6. VERIFY ALL CONNECTORS ARE BETTER THAN -32 dB AND COAX IS BETTER THAN -40 dB. 7. LABEL SWEEP AS SITE ID-SECTOR-CABLE LABEL TYPE OF SWEEP THEN SAVE SWEEP. 8. REPEAT DTF TEST FOR THE REMAINING TRANSMISSION LINES. NOTE: -32 dB OR BETTER FOR CONNECTORS IS CONSIDERED AS PASSING. -40 dB OR BETTER FOR ALL COAXIAL CABLE INCLUDING JUMPERS IS CONSIDERED AS PASSING FOR THE ENTIRE CABLE SYSTEM, THE MINIMUM ACCEPTABLE PASS LEVEL FOR THIS TESTIS -32 dB FOR BOTH 1900 MHz AND 850 MHz BAND. 3. SYSTEM RETURN LOSS -LOAD - COMPONENT BYPASS: EACH FEED LINE SYSTEM IS TESTED FOR ACCEPTABLE RETURN LOSS. THIS TEST VERIFIES THE CABLE SYSTEM QUALITY. THE TEST IS PERFORMED USING A PRECISION, CALIBRATED 50 LOAD IN LIEU OF THE ANTENNA. THE TEST LINE CONSITS OF THE EQUIPMENT JUMPERS, SURGE ARRESTOR, MAIN FEED LINE, AND TOP JUMPERS. NOTE: THE MINIMUM ACCEPTABLE PASS LEVEL IS -20 dB FOR BOTH 1900 MHz AND 850 MHz BAND. TEST FREQUENCIES: 1900 F1 =1850 F2 =1990 850 F1 =824 F2 =894 1. PRESS MODE, SELECT RETURN LOSS. 2. BYPASS THE COMPONENTS. 3. CONNECT A LOAD AT THE END OF THE ANTENNA JUMPER. 4. PERFORM RL MEASUREMENT. 5. PRESS LIMIT TO SET THE HORIZONTAL MARKER; SET LIMIT LEVEL TO -20 dB. 6. LABEL SWEEP AS SITE ID-SECTOR-CABLE LABEL TYPE OF SWEEP THEN SAVE SWEEP. 7. REPEAT RL TEST FOR THE REMAINING TRANSMISSION LINES. 4. INSERTION LOSS - SHORT - CABLE AND COMPONENT: THIS TEST WILL MEASURE THE CABLE LOSS OF THE TRANSMISSION LINE AND JUMPERS BETWEEN THE CABINET AND ANTENNA USE TABLES 3 AND 4 FOR INSERTION LOSS VALUES FOR DIPLEXER'S AND MHA'S. TEST FREQUENCIES: 1900 F1 =1850 F2 =1990 850 F1 =824 F2 =894 1. PRESS MODE, SELECT RL, SELECT RL AID, ENTER TEST FREQ, DISTANCE AND CABLE SIZE. 2. STARTING WITH TX/RX 1. USE THE DIN (F) TO DIN (F) CONNECTOR TO BYPASS THE TMA. 3. CONNECT A SHORT AT THE END OF THE ANTENNA JUMPER 4. PERFORM INSERTION LOST MEASUREMENT. 5. MARK MAX RL (PEAK) WITH M1 AND MIN RL (VALLEY) WITH M2. ADD M1 TO M2 THEN DIVIDE BY 4. M1 +M2/4 =1L AVERAGE SHOULD BE LESS THAN 1 dB BELOW THE LOSS FOR THE NEXT HIGHEST CABLE LENGTH. 6. LABEL SWEEP AS SITE ID_SECTOR CABLE LABEL TYPE OF SWEEP THEN SAVE SWEEP. 7. REPEAT INSERTION LOSS TEST FOR THE REMAINING TRANSMISSION LINES. 5. TRANSMISSON LINE CONTINUITY TEST: THIS TEST WILL VERIFY THE CONTINUITY OF THE RX PATH BETWEEN THE BTS AND THE TMA FOR THE DC NETWORK. 1. CONTINUITY TEST SHOULD BE PERFORMED RIGHT AFTER THE INSERTION LOSS TEST WHILE THE SHORT IS STILL CONNECTED. IF NOT; CONNECT A SHORT ON THE END OF THE TMA JUMPER. 2. CONNECT THE METER TO THE LAST CONNECTOR BEFORE THE BIAS T; RED LEAD TO CENTER PIN BLACK LEAD TO CONNECTOR BODY. 3. VERIFY METER READS A SHORT. 4. REMOVE SHORT AND VERIFY METER READS OPEN. 5. IF STEPS 3 AND 4 FAIL CLEAN THE GLUE OFF THE CENTER CONDUCTOR ON THE JUMPERS. 6. REPEAT STEPS 1 THROUGH 6 FOR THE REMAINING RECEIVE PATHS. (NO MEASUREMENTS NEED TO BE RECORDED IN THE SITE REPORT) . 6. CABLE LENGTH - ANTENNA - COMPONENT BYPASS: THIS DISTANCE TO FAULT SHORT TEST IS USED TO DETERMINE THE LENGTH OF THE CABLE SYSTEM WITH THE ANTENNA AS PART OF THE SYSTEM. TEST FREQUENCIES: 1900 F1 =1850 F2 =1990 850 F1 =824 F2 =894 1. PRESS MODE, SELECT RL DTF, SELECT DTF AID, ENTER TEST FREQ, DISTANCE AND CABLE SIZE. 2. STARTING WITH TX/RX 1. USETHE DIN (F)TO DIN (F) CONNECTORTO BYPASSTHETMA. 3. CONNECT THE ANTENNA TO THE END OF THE ANTENNA JUMPER. 4. PERFORM DTF (RL) MEASUREMENT. 5. VERIFY ALL CONNECTORS ARE BETTER THAN -32 dB. 6. LABEL SWEEP AS SITE ID-SECTOR-CABLE LABEL TYPE OF SWEEP THEN SAVE SWEEP. 7. REPEAT DTF TEST FOR THE REMAINING TRANSMISSION LINES. 7. RETURN LOSS - COMPONENTS: MAST HEAD AMPLIFIER (MHA1: MHA'S AT 1900 MHz BAND SHOULD SHOW A RETURN LOSS BETTER THAN -18 dB. IF NECASSARY, TEST THE MHA'S BY PLACING A 50-ohm LOAD ON THE END THAT CONNECTS TO THE ANTENNA, AND CONDUCT A RETURN LOSS MEASUREMENT OVER THE ENTIRE 1900 MHz TX BAND, AND PRINT A PLOT. SET THE START AND STOP FREQUENCIES OF THE 1900 TX BAND. SET M1 TO DETERMINE THE WORST RETURN LOSS IN THIS FREQUENCY RANGE. A PASS IN THIS RANGE IS A RETURN LOSS BETTER THAN -18 dB. SETTHE STARTAND STOP FREQUENCIES TO THE 1900 RX BAND. FOR A NOKIA CS72993.08 MODEL, A PASS IN THIS RANGE IS A RETURN LOSS BETTER THAN -12 d8. SEE TABLE BELOW. FOR ALL OTHER MODELS, THE RETURN LOSS WILL BE 0 dB IN THE 1900 RX BAND BECAUSE THEY WILL NOT ALLOW SIGNAL THROUGH WITHOUT DC POWER 1900 MHz MANUFACTURER CATEGORY RL CRITERIA INSERTION LOSS GAIN TX 806 - 960 MHz TX -18 db 0.8 dB N/A RX (ACTIVE MODE) -16 db 1.7 dB 33 dB NOKI A 0 NOKI .08 RX (INACTIVE/ -12 db 4.5 dB 0 dB BYPASS MODE) TX -18 db 0.8 dB N/A RX (ACTIVE MODE) -16 db 1.9013 - 12 dB POW 214NN LGP214NN RX (INACTIVE/ 0 db 2.6 dB 0 dB BYPASS MODE) TX -18 db 0.5 dB RX (ACTIVE MODE) -16 db 1.7 dB rN/A 1 SSON ERICSSON KRY RX (INACTIVE/ 0 db 2.5 dB BYPASS MODE) DIPLEXERS: THE DIPLEXER OPERATES AT 850 MHz AND 1900 MHz BANDS (THROUGH THE APPROPRIATE PORTS) AND SHOULD SHOW A RETURN LOSS BETTER THAN -20 dB. TO TEST THE DIPLEXER, PLACE A 50-ohm LOAD ON THE END WITH ONE PORT THAT CONNECTS TO THE ANTENNA. CONNECTTHE TEST GEAR TO THE 1900 MHz PORT ON THE DIPLEXER. SWEEP OVER THE ENTIRE 1900 MHz TX/RX BAND, AND PLOT IT. SET THE START AND STOP FREQUENCIES OF THE ENTIRE 1900 MHz TX/RX BAND. SET M1 TO DETERMINE THE WORST RETURN LOSS IN THIS FREQUENCY RANGE. A PASS IN THIS RANGE IS A RETURN LOSS BETTER THAN -20 dB. THEN CONNECT THE TEST GEAR TO THE 850 MHz PORT ON THE DIPLEXER. SWEEP OVER THE ENTIRE 850 MHz TX/RX BAND, AND PLOT IT. SET THE START AND STOP FREQUENCIES OF THE ENTIRE 850 MHz TX/RX BAND. SET M1 TO DETERMINE THE WORST RETURN LOSS IN THIS FREQUENCY RANGE. A PASS IN THIS RANGE IS A RETURN LOSS BETTER THAN -20 dB. SEE TABLE BELOW FOR DIPLEXER TYPES. 1900 MHz MANUFACTURER CATEGORY RL CRITERIA INSERTION LOSS ANDREWS 641280- DF -9 -DCB TX 806 - 960 MHz -20 db 0.15 dB RX 1710 - 2160 MHz -20 db 0.2 dB CLEARCOMM CCDP -565.1 W TX 806 - 960 MHz -18 db 0.15 dB RX 1710 - 2160 MHz -16 db 0.15 dB 8. SYSTEM RETURN LOSS - ANTENNA. CABLE AND COMPONENTS: EACH ANTENNA FEED LINE SYSTEM IS TESTED FORA RETURN LOSS. THE TEST LINE IS CONSISTED OF BOTTOM JUMPER, SURGE ARRESTOR, MAIN COAX, TOP JUMPER, MHA, DIPLEXER, AND ANTENNA. THERE ARE TWO TYPES OF TESTING FOR THIS COMPLETED SYSTEM. THEY ARE TX PATH AND TX/RX PATH. 1. TX PATH TESTING THE TX PATH RETURN LOSS TESTING IS A PERFORMED TO MEASURE THE CONTINUITY AND IMPEDANCE MATCH OF THE TRANSMIT PATH. THIS SETUP IS ALSO USED IF NO TMA IS USED. TEST FREQUENCIES: 1900 171 =1850 F2 =1990 850 F1 =824 F2 =894 1. PRESS MODE, SELECT RETURN LOSS ON SITE MASTER. 2. ENTER TEST FREQUENCIES AND PERFORM CALIBRATION PROCEDURE LISTED ABOVE. 3. PRESS LIMIT TO SET THE HORIZONTAL MARKER; SET LIMIT LEVEL TO -15.5 dB. 4. STARTING WITH TX. CONNECT THE DIPLEXERS IF PROVIDED. 5. PERFORM RETURN LOSS MEASUREMENT. 6. PRESS MARKERS SELECT M1 THEN MARK PEAK. 7. VERIFY MARKER Ml IS BETTERTHAN -15.5 dB. 8. LABEL SWEEP AS SITE ID SECTOR CABLE LABEL TYPE OF SWEEP THEN SAVE SWEEP. 9. DISCONNECT SWEEP GEAR FROM TX. 10. REPEAT RETURN LOSS TEST FOR THE REMAINING TRANSMISSION LINES. TEST FREQUENCIES: F1 =1930 F2 =1990 I. PRESS MODE, SELECT RETURN LOSS ON SITE MASTER 2. ENTER TEST FREQUENCIES AND PERFORM CALIBRATION PROCEDURE LISTED ABOVE. 3. PRESS LIMIT TO SET THE HORIZONTAL MARKER; SET LIMIT LEVEL TO -15.5 dB. 4. STARTING WITH TX/RX 1. REMOVE THE DIN (F) TO DIN (F) CONNECTOR AND RECONNECTTHE TMA. 5. PERFORM RETURN LOSS MEASUREMENT. 6. PRESS MARKERS SELECT M1 THEN MARK PEAK. 7. VERIFY MARKER M1 IS BETTER THAN -15.5 dB. 8. LABEL SWEEP AS SITE ID_SECTOR CABLE LABEL TYPE OF SWEEP THEN SAVE SWEEP. 9. DISCONNECT SWEEP GEAR FROM TX/RX 1. 10. REPEAT RETURN LOSS TEST FOR THE REMAINING TRANSMISSION LINES. TEST FREQUENCIES: F1 =1850 F2 =1910 1. PRESS MODE, SELECT RETURN LOSS ON SITE MASTER. 2. ENTER TEST FREQUENCIES AND PERFORM CALIBRATION PROCEDURE LISTED ABOVE. 3. PRESS LIMIT TO SET THE HORIZONTAL MARKER; SET LIMIT LEVEL TO -15.5 dB. 4. STARTING WITH TX/RX 1. REMOVE THE DIN (F) TO DIN (F) CONNECTOR AND RECONNECT THE TMA. 5. PERFORM RETURN LOSS MEASUREMENT. 6. PRESS MARKERS SELECT M1 THEN MARK PEAK. 7. VERIFY MARKER M1 IS BETTER THAN -16.5 dB. 8. LABEL SWEEP AS SITE ID SECTOR CABLE LABEL TYPE OF SWEEP THEN SAVE SWEEP. 9. DISCONNECT SWEEP GEAR FROM TX/RX 1. 10. REPEAT RETURN LOSS TEST FOR THE REMAINING TRANSMISSION LINES. NOTE: THE PASS CRITERIA IS -15.5 dB. 1. TX/RX TESTING THE TX/RX PATH TESTING IS A TEST PERFORMED TO MEASURE THE OPERATION OF THE DUPLEXOR -THE ISOLATION BETWEEN TRANSMITS AND RECEIVES PATHS - AND THE OPERATION OF THE LOW NOISE AMPLIFIER (LNA). THE TEST METHOD CONSITS OF CONNECTING THE ANTENNA CABLE SYSTEM TO THE TEST EQUIPMENT SUCH THAT A LOOP TYPE TEST (SEE SECTION 3) CAN BE PERFORMED THROUGH THE LNA. A BIAS T AND POWER SUPPLY ALLOW THE LNA TO BE POWERED ON AND OFF. ONE DATA RECORDING IS DONE WHEN THE LNA DC POWER IS TURNED OFF; A SECOND DATA RECORDING IS DONE WHEN THE LNA DC POWER IS TURNED ON TO 15V. NOTE: THE MINIMUM ACCEPTABLE VALUE IS IF THE GAIN BETWEEN THE TWO RECORDED DATA IS GREATER OR EQUAL TO 11 dB FOR A GAIN TMA OR IS GREATER OR EQUAL TO 32 dB FOR A 33 dB TMA. DUPLEX LNA TESTING: DUPLEX LNA TX/RX TRANSMISSION TESTING WILL TEST THE OPERATION OF THE DUPLEXER - THE ISOLATION BETWEEN TRANSMITAND RECEIVE PATHS - AND THE OPERSTION OF THE LOW NOISE AMPLIFIER (LNA). THIS TEST DOES NOT GIVE ACCURATE QUANTITATIVE DATA ON THE LNA GAIN. IT IS BASICALLY A FUNCTIONALITY TEST TO ESTABLISH THAT THE LNA POWERS UP WITH GAIN APPROXIMATELY TO SPEC. 1. CONNECT TX CABLE INTOTHE RF OUT PORT OT THE NETWORK ANALYZER. Z. CONNECT TX/RX OR RX CABLE INTO THE RF IN PORT OF THE NETWORK ANALYZER THROUGH THE BIAS TEE. 3. THE POWER SUPPLY CONNECTED TO THE BIAS TEE SHOULD BE OFF. 4. INJECT RF SIGNAL INTO THE RF OUT PORT. 5. MEASURE AND RECORD THE RETURN LOSS WHILE THE DC POWER INTO THE BIAS TEE IS OFF. 6. LEAVE THE HARDWARE SET UP THE SAME. 7. MEASURE AND RECORD THE RETURN LOSS WHILE THE DC POWER INTO THE BIAS TEE IS ON AND SET TO +15 VOLTS. 8. COMPARE THE GAIN BETWEEN THE TWO RECORDING DATA. IF THE GAIN IS GREATER OR EQUAL TO 11 dB FOR AN 11 dB TMA AND 32 dB FOR A 33 dB TMA, THEN THE SYSTEM IS CONSIDERED AS PASS. DELIVERABLES: THE FOLLOWING EIGHT (8) PLOTS OF SWEEPS AND ONE SI VEY FORM SHOULD BE INCLUDED IN THE TURNOVER PACKAG FOR EVF• POPULATED: ADDITION TO THE PLOTS THE SITE SUR F� fl�ED1 r�( RETURN LOSS - ANTENNA ONLY: , PASS CRITERIA: -14 dB DISTANCE TO FAULT - LOAD - COMPONENT B PASS: PASS CRITERIA:.92 dB I • PASS SYSTEM TE RETURN OSdS- LOAD - COMPONENT BYPASS: MA�1 Z 2006 f) INSERTION LOSS - SHORT - CABLE AND COMPONENT- PASS CRITERIA: NO LESS THAN 1 dB BELOW TABLE 1 OR TABLE 2 • CABLE LENGTH - ANTENNA - COMPONENT BYPASS: PASS CRITERIA: NONE SYSTEM RETURN LOSS - ANTENNA - CABLE AND COMPONENT PASS CRITERIA -15.5 dB a t (�si/1l /fir. • LNA GAIN - SHORT - DC POWER OFF: PASS CRITERIA NO GAIN • LNA GAIN - SHORT- DC POWER ON: PASS CRITERIA: 11 dB GAIN OR 32 dB GAIN ALL SWEEPS MUST BE POSTED AT THE FOLLOWING LOCATION: https // plus .xddve.com /starU?x= 7f4v7rf2el5b THE FOLLOWING PEOPLE NEED TO BE EMAILED WHEN SWEEPS ARE POSTED: steven.webster @dngular.com; anne.le @cingular.com; eric a.)ohnson @cingular.com; gerardo.garda @cingular.com; plero.rovanl @dngularcom FOR ANY TECHNICAL QUESTIONS PLEASE CONTACT. ��RECEIVED James Fugate @ (208) 240 -9008 or Piero Rovsni @ (425) 890�82b80E TUKWILA 1.21' r1'. !' i_'• i 31' i' �' �l � l �' �' �1.�'� i �' �' �� I �'' S1''' ►''' > >'� �'� 61� Inch 1/18 y (JN�.�r�+� t Slnc` a 8712T° 4IL 4I6 Elb Z�6 6I4 0�6 JJ�. "..;_ Ig ..�,. ItI9 5. ; � un 1111 MAR 10 2006 PERMIT CENTEm ME N0) mo Gl a 0 Cc on rm U 7 J N rn U) W J W V i�TN S SV0oN9... 14201 NE 200th ST, SUITE 200 WOODINALLE, WA 98072 PH: 425.487.1732 FAX 425.487.1734 START DATE: lalays DRAWN BY: JRF CHECKED BY: MM SITE SC1865 (WAD94) TUKWILA 16500 SOUTHCENTER PKWY TUKWILA, WA 98188 SHEET TITLE ANTENNA SWEEP TEST SHEET NUMBER A -7 ELECTRICAL SPECIFICATION: 1 ALL ELECTRICAL WORK SHALL BE COMPLETED IN ACCORDANCE WITH THE LATEST EDITION OF THE NATIONAL ELECTRICAL CODE. 2. COMPLY WITH THE LATEST EDITION OF THE UNIFORM BUILDING CODE, THE REQUIREMENTS OF ALL APPLICABLE MUNICIPAL AND STATE CODES AND REGULATIONS, AND UTILITY GUIDELINES. 3. 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. 4. ALL ELECTRICAL / TELCO CONDUIT SHALL BE RIGID METAL CONDUIT (RMC) TYPE CONFORMING TO UNDERWRITERS LABORATORIES STANDARD UL-6 AND ASTM A -135: ALL CONDUITS SHALL COMPLY WITH NEC, ARTICLE 346. ALL RIGID AND FLEXIBLE CONDUITS, AND COUPLINGS SHALL BE HOT DIPPED GALVANIZED HAVING A HARD BAKED ENAMEL OR HEAVY LACQUER FINISH, BOTH INSIDE AND OUTSIDE. COUPLINGS SHALL BE THREADED TYPE, GALVANIZED AND MADE FROM SAME GRADE OF MILD STEEL AS RMC. ALL BENDS SHALL BE 30" MINIMUM RADIUS. S. ALL WIRING SHALL BE STRANDED COPPER WITH MINIMUM 600V INSULATION (UNLESS OTHERWISE NOTED). 6. NEUTRAL SHALL BE COLOR COOED, INSULATION SHALL BE CROSS-LINKED POLYETHYLENE. 7. CONTRACTOR TO CONTACT ALL UTILITIES FOR LOCATION OF UNDERGROUND SERVICES. SERVICE LOCATIONS TO BE CONFIRMED PRIOR TO CONSTRUCTION. 8. THE CONTRACTOR IS RESPONSIBLE FOR ALL PERMITTING, FILING, AND FEES IN CONJUNCTION WITH THE PROJECT. 9. THE CONTRACTOR SHALL SCHEDULE ALL NECESSARY INSPECTIONS WITH THE PROPER AUTHORITIES AND INFORM CINGULAR 24 -HOURS IN ADVANCE. ALL TICKETS AND INSPECTION VERIFICATIONS WILL BE SUBMITTED TO THE OWNER'S REPRESENTATIVE WITHIN 24 -HOURS AFTER THE INSPECTION HAS TAKEN PLACE. 10. ALL EQUIPMENT, WIRING, AND MATERIALS MUST HAVE A UL LABEL 11. 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. 12. THOROUGHLY TEST ALL LINES FEEDERS, EQUIPMENT, AND DEVICES WITH MAXIMUM LOADS TO ASSURE PROPER OPERATION 13. CONDUCTOR LENGTHS SHALL BE CONTINUOUS FROM TERMINATION TO TERMINATION WITHOUT SPLICES 14. PROVIDE PULL BOXES WHERE SHOWN AND /OR WHERE REQUIRED BY CODES AND /OR UTILITY COMPANIES. 15. ALL CONDUIT ROUGH IN SHALL BE COORDINATED WITH THE MECHANICAL EQUIPMENT TO AVOID LOCATION CONFLICTS CONTRACTOR SHALL VERIFY ALL LOCATIONS 16. ALL WIRES SHALL BE TAGGED AT ALL PULL BOXES, J- BOXES, EQUIPMENT BOXES, AND CABINETS WITH APPROVED PLASTIC TAGS. 17. ALL BREAKERS IN PANEL BOXES SHALL BE IDENTIFIED WITH TYPE WRITTEN LABELS NEATLY PLACED ALONG SIDE OF THE BREAKER. 18. 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. 19. UTILIZE SONNEBORN TYPE NPA CAULKING FOR SEALING ALL EXTERIOR WALL PENETRATIONS 20. SUBCONTRACTOR SHALL SUPPLY AND INSTALL A 200# RATED NYLON PULL CORD FOR FULL LENGTH OF ALL EMPTY CONDUIT OR AS REQUIRED BY LOCAL UTILITY COMPANY. ELECTRICAL SPECIFICATIONS - r NOKIA I ULTRASITE I I CABINET TRANSITION FROM -- '�I _ I' I O �_ \ �\ I LUCENT FLEX METAL IQUIDTIGHT I iFUTURE NOKIA I I _ I CABINET CONDUIT AFG (TYP) ULTRASITE U� CABINET 2" RMC W/ 24 TWISTED PAIRS OF 24 AWG SHEILED TELCO CABLE -- C 7T FUTURE NOKIA I I I I ml IIII 2 "RMCW /(2)- #2THHN,(1) I FUTURE F— -#6 ULTRASTiE 1 1 II POWER THHN AND (1) -#6 GROUND CABINET I I I111i CABINET I a Z I W DOG HOUSE ~F— (E) 200 AMP I ELECTRICAL SERVICE I I (E) ERICSSON o CABINET — — — (E) TELCO BOX PROPOSED 100 AMP SUB PANEL RUN TO o_ POWER CABINET 2 1 TELCO /POWER ROUTING 99Y9d RCAI F• 1/9" 0 4'.n" 11 1x77 APA1 P- . PROPOSED NEMA3R TELCO ENCLOSURE W/ 2" RMC TO (E) TELCO DEMARC BOX, f !RA � CITRECEIVED ILA AppRom RF4vr� p . MAR 10 2006 PEflMIT CENTER 2' 1' 0 1' 2' 4' 1 2 1 s I I I, I I I rfl l I� a- ` I i i LI I I ITiai s 16 Inch 1/16. C■���r■ +��+ {y � ^� t rt i j SinCC18]3 n' ._. :, X�3 '^1'4:� , y "'j�A;►ts i f r.t ...}�;� s s,-�� 2.`i r1 ^.t.G..r._,. � � i 9IIl ti6 EL Zl r LL Ob'.,,_ g •� 8. 1 L ;; 9 5''. 4 £ Z IIU. III�IIIIIIIII�IILIIIIII�IIIILLLLII( Il ll' IIII�LIII�IIII�IIJIJJIIIIIIIIIIIIiIIIIIIiin iIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII�fllllllll�lllllllll�lll .11_ I me m0 0 i -6 cc Cc .0 ; 0.0 �m U 7 J E rn Co W J W •U dr 0 C o2TNEFISVO E,wc. 14201NE200thST, SUITE200 WOODIWLLE, WA 98072 PH:425A87.1732 FAX:425A87.1734 START DATE: 1onom DRAWN BY: �faF CHECKED BY: mwo SITE SC1865 (WA094) TUKWILA 16500 SOUTHCENTER PKWY TUKWILA, WA 98188 SHEET TITLE ELECTRICAL DETAILS SHEET NUMBER E -1 v NOTE: COAT ALL MECHANICAL CONNECTIONS WITH "NOOX" OR APPROVED EQUAL NEW COAXIAL GROUND KITS W/ LONG BARREL COMPRESSION DOUBLE LUGS, TYPE GR TYPE GL LUG ATTACH TO GROUND BAR & INSTALL BY SECT ANTENNA CONTRACTOR ( CADWELD (3) ANTEENNNN SECTORS SECTORC AS (3) ANTENNAS (3) ANTENNAS TYPE -GL) PER SECTOR PER SECTOR PER SECTOR (E) 4"x 24 "x 1/4" THK COPPER GROUND \ CONTRACTORED BY GENERAL O O TYPE SS TYPE PT 0000 O O O O O O O O O 0000 O 000 O 0 0 0 0 0 0 0 0 0 0000 O 00 0 0 0 0 0 0 0 0 0 0 O 24" O FIELD VERIFY COAXIAL CABLES (TYP Po (E) GROUND BAR —_ 2 PER ANTENNA) @ ANTENNA TYPE GT TYPE VS #2 SOLID BARE TINNED COPPER COAX GROUND NOTE: CADWELD "TYPES" SHOWN ABOVE ARE EXAMPLES - WIRE CADWELD (TYPE -GL) WIRE (lYP) 1 CONSULT WITH PROJECT MANAGER FOR SPECIFIC TYPES OF I CADWELDS TO BE USED FOR THIS PROJECT. ��— #2AWGSHIELDED CADWELD DETAILS GROUND BAR CONNECTION DETAIL LL �x GROUND WIRE ON 22x34 SCALE: NTS 11x17 SCALE: NTS 4 3 / ELECTRICAL ISOLATERS 22x34 SCALE: N7'S 11x17 SCALE NTS (E) GROUND BAR BASE OF POLE I EQUIPMENT CABINETS (TYP) #2 SOLID BARE TINNED COPPER ( GROUND WIRE (E) MGB �- �_ #2 SOLID BARE I o TINNED COPPER p'. GROUND WIRE TO GROUND RING TO (E) GROUND RING I I I I I (TYP 2 PER CABINET #2 SOLID BARE TINNED COPPER SEPq� GROUNDING LEADS (TYP 2 PER CABINET) PERIiJj r A�, RECEIVED "OVAL 11D CITY OF TUKNILA MAR 10 2006 PERMIT CENTEh ANTENNA GROUNDING DIAGRAM 2 NOT USED 22x34 SCALE NTS 11x17 SCALE NTS 22x34 SCALE: NT3 11x17 SCALE: NT3 III ICI III 'III IIIlI�I III. III III ICI III III III I Ijl TIf1TI 1j1 I� lIl 1j `1�`j —1-1 lI 3I 51 I 61 Inch 1118 T+/l1I(V�l V Sinte 18) 11. 1 x 4.1;�s b�yy �Mti,•� t L i I5 9^-- « �S0 hill ilal,l. Illll�y ll lll ll£ l �tl1Z ll , I 6 I1IWILO I I 11 1II 111 11 iiiliin li l( 5U [al 11 ii�U I I I qc mo a 01 0 Cc �a �m U 7 J w w J •�� w V i V 14201 NE2001hST, SUITE 200 WOODIWLLE, WA 98072 PH: 425.487.1732 FAX: 425.487.1734 START DATE 1aloms DRAWN BY: Jru CHECKED BY: mwo SITE SC1865 (WA094) TUKWILA 18500 SOUTHCENTER PKWY TUKWILA, WA 98188 SHEET TITLE GROUNDING DETAILS SHEET NUMBER E -2 EXISTING 200 AMP PANEL CIRCUIT DESCRIPTION A B CIRCUIT DESCRIPTION SURGE SUPPRESOR 60A 1 7 20A LIGHTING 2 8 20A GFI RECEPTACLE LUCENT UMTS CABINET 100A .3 g 30A BTS 4 10 SUB -PANEL (SEE BELOW) 100A 5" 11 30A BTS B 12 6T' PROPOSED 100 AMP SUB -PANEL CIRCUIT DESCRIPTION ARGUS TE20 PWR CABINET 30A 1 3 ARGUS TE20 PWR CABINET 30A " 5 7 ARGUS TE20 PWR CABINET 30A 9 11 ARGUS TE20 PWR CABINET 30A 13 A B CIRCUIT DESCRIPTION 2 30A ARGUS TE20 PWR CABINET 4 g 30A ARGUS TE20 PWR CABINET 8 10 30A ARGUS TE20 PWR CABINET 12 14 30A ARGUS TE20 PWR CABINET 16 18 30A ARGUS TE20 PWR CABINET 20 " 22 30A ARGUS TE20 PWR CABINET 24 =28 TE20 PWR CABINET 30 32 34 36 38 40 42, 0 30 AMP 2P CIRCUIT BREAKER (TYP OF 12) 30A, 2P 15 ARGUS TE20 PWR CABINET 30A 17 19 ARGUS TE20 PWR CABINET 30A . 21 �723 ARGUS TE20 PWR CABINET 30A 25 27 29 TRANSITION FROM 2" RMC TO 31 33 35 37 39 41, CIRCUIT PANEL SCHEDULE EXISTING PRIMARY CONDUCTORS FROM POWER SOURCE MECHANICAL INTERLOCK 2 ELECTRICAL ONE -LINE DIAGRAM 22x34 SCALE: NTS )11r.17 SCALE: NTS Inch 1116 fl jJ Slncei872 9L b6 EL Zl ,' 1111 I.i lci i�iiiiLuii�iIII li l .1Hill EXISTING 200A METER BASE N EXISTING MIAN DISCONNECT PANEL EXISTING CONDUCTORS EXISTING GENERATOR 00 RECEPTACLE 00 EXISTING 200 AMP 1201240V 1 P MI 3W PANELBOARD 100A, 2P 2P 2" RMC W/ (2) - #2 THHN, (1) - #6 THHN AND (1) - #6 GROUND TRANSITION FROM 2" RMC TO LIQUIDTIGHT FLEXIBLE METAL CONDUIT AFG, SEE NOTE 2. N� Om 0 l° 0� 0 Cc U� C� mm 0 7 J N V to W J .�� W U �a,NGIRZVOoN6n 0. 14201 NE 200th ST, SUITE 200 WOODINVILLE, WA 98072 PH:42SA87.1732 FAX:425.487.1734 START DATE: lataos LUCENT UMTS 100 AMP 120/240V 1PH, 3W, 42 MODULAR CELL DRAWN BY: JRF CCT PANELBOARD WITH NEMA 311 CABINET LOCKABLE ENCLOSURE CHECKED BY t-- EXISTING (1) - #4 AWG GROUND TO GROUNDING SYSTEM NOTES: "°•°* aana°oe 12 aenewrts mr 1. SUBCONTRACTOR SHALL SUPPLY 36" OF WATERTIGHT FLEX CONDUIT WITH ALL CONDUIT FITTING (NUTS, REDUCING W p BUSHINGS, ELBOWS, COUPLINGS, ETC.) NECESSARY FOR ,y CONNECTION TO THE EQUIPMENT CABINET. 2. SUBCONTRACTOR SHALL CUT, COIL AND TAPE A 10 -FOOT PIGTAIL FROM END OF FLEX CONDUIT FOR TERMINATION BY EQUIPMENT INSTALLATION VENDOR. �L` 3. SUBCONTRACTOR SHALL SUPPLY AND INSTALL A200 #RATED E:winEES ov105roe'�•jl/i NYLON PULL CORD FOR FULL LENGTH OF ALL EMPTY CONDUIT OR AS REQUIRED BY THE LOCAL UTILITY COMPANY. S SITE P RMC C RECEIVED SC1865 (WA094) D IIYOFTUKWILA 1850osoUTTHCENNTTERPKWY APPRO`� TUKWILA, WA98188 REQUIRED MAR 10 2000 SHEET TITLE PERMIT CENTER PANEL SCHEDUEL & ONE -LINE DIAGRAM SHEET NUMBER IT171-17 1 ITI ITI i 11/4' RMC W/ (2) - #2 THHN, (1) - #6 THHN AND (1) - #8 GROUND 30 AMP 2P CIRCUIT BREAKER (TYP OF 12) 30A, 2P 2" RMC W/ (2) - #2 THHN, (1) - #6 THHN AND (1) -#6 GROUND TRANSITION FROM 2" RMC TO LIQUIDTIGHT FLEXIBLE METAL CONDUIT AFG, SEE NOTE 2. 1iiiliiii�iii�liii .i� TE2 0 j__SARGU TE SU3 PPORT CABINET 2 ELECTRICAL ONE -LINE DIAGRAM 22x34 SCALE: NTS )11r.17 SCALE: NTS Inch 1116 fl jJ Slncei872 9L b6 EL Zl ,' 1111 I.i lci i�iiiiLuii�iIII li l .1Hill EXISTING 200A METER BASE N EXISTING MIAN DISCONNECT PANEL EXISTING CONDUCTORS EXISTING GENERATOR 00 RECEPTACLE 00 EXISTING 200 AMP 1201240V 1 P MI 3W PANELBOARD 100A, 2P 2P 2" RMC W/ (2) - #2 THHN, (1) - #6 THHN AND (1) - #6 GROUND TRANSITION FROM 2" RMC TO LIQUIDTIGHT FLEXIBLE METAL CONDUIT AFG, SEE NOTE 2. N� Om 0 l° 0� 0 Cc U� C� mm 0 7 J N V to W J .�� W U �a,NGIRZVOoN6n 0. 14201 NE 200th ST, SUITE 200 WOODINVILLE, WA 98072 PH:42SA87.1732 FAX:425.487.1734 START DATE: lataos LUCENT UMTS 100 AMP 120/240V 1PH, 3W, 42 MODULAR CELL DRAWN BY: JRF CCT PANELBOARD WITH NEMA 311 CABINET LOCKABLE ENCLOSURE CHECKED BY t-- EXISTING (1) - #4 AWG GROUND TO GROUNDING SYSTEM NOTES: "°•°* aana°oe 12 aenewrts mr 1. SUBCONTRACTOR SHALL SUPPLY 36" OF WATERTIGHT FLEX CONDUIT WITH ALL CONDUIT FITTING (NUTS, REDUCING W p BUSHINGS, ELBOWS, COUPLINGS, ETC.) NECESSARY FOR ,y CONNECTION TO THE EQUIPMENT CABINET. 2. SUBCONTRACTOR SHALL CUT, COIL AND TAPE A 10 -FOOT PIGTAIL FROM END OF FLEX CONDUIT FOR TERMINATION BY EQUIPMENT INSTALLATION VENDOR. �L` 3. SUBCONTRACTOR SHALL SUPPLY AND INSTALL A200 #RATED E:winEES ov105roe'�•jl/i NYLON PULL CORD FOR FULL LENGTH OF ALL EMPTY CONDUIT OR AS REQUIRED BY THE LOCAL UTILITY COMPANY. S SITE P RMC C RECEIVED SC1865 (WA094) D IIYOFTUKWILA 1850osoUTTHCENNTTERPKWY APPRO`� TUKWILA, WA98188 REQUIRED MAR 10 2000 SHEET TITLE PERMIT CENTER PANEL SCHEDUEL & ONE -LINE DIAGRAM SHEET NUMBER IT171-17 1 ITI ITI i 6� 1iiiliiii�iii�liii .i� GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY BRACING AS NECESSARY UNTIL PERMANENT SUPPORT AND STIFFENERS ARE SAFELY INSTALLED. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED, BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY (2) 9/16"0 HOLES FOR 1/79 A307 LOCATION OF BEAM ADDITION) Q THE ENGINEER. BOLTS (TYP) (FIELD DRILL @ 1 STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL AND ELECTRICAL DRAWINGS FOR BIDDING AND L C4 pt0'- " G CONSTRUCTION. CLIP ANGLE W CO o. CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS, ELEVATIONS AND 1 1/4" x 3/16" GALV STEEL W a DETAILS PRIOR TO FABRICATION OR CONSTRUCTION. L.t GRATING ON EQUIPMENT rn IL PER MFR CODE PLATFORM t0 ALL MATERIALS, WORKMANSHIP, DESIGN AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS AND THE INTERNATIONAL BUILDING CODE (IBC), 2003 EDITION. STANDARDS WHERE REFERENCED ON THE DRAWINGS SHALL BE THE LATEST EDITION. N W8x13 DESIGN LOADS (E) W10x26 4 — 11/2" SNOW LOAD = 25 psf (2) 9/16 "0 HOLES WIND LOAD: (OTHER STRUCTURE) FOR 1/2"0 A307 BOLTS 1 BASIC WIND SPEED = 85 MPH TYP EACH CONNECTION EXPOSURE "B" (3-SECOND GUST) IMPORTANCE FACTOR =1,00 (NON - ESSENTIAL FACILITIES) McNICHOLS STAINLESS SEISMIC LOAD: (COMPONENTS) GRATING FASTENER (TYPE M) 112 "9 BOLT W/ NUT &WASHER, SDS = 0.947 INSTALL PER MANUFACTURER'S IMPORTANCE FACTOR =1.0 RECOMMENDATIONS STRUCTURALSTEEL ALL METAL WORK SHALL BE IN ACCORDANCE WITH THE SPECIFICATIONS UNLESS NOTED OTHERWISE. PLATES AND SHAPES SHALL CONFORM TO ASTM A36, Fy = 36ks1. UNLESS NOTED OTHERWISE. STEEL BEAM CONNECTION DETAIL T CONNECTION DETAIL EQUIPMENT ALL WELDING SHALL BE DONE USING 70ks1 LOW HYDROGEN ELECTRODES 22x34 SCALE: 3'= 1' -0" 11x17 SCALE: 6"= 1' -0" 22x34 SCALE: 3" = N 11x17 SCALE: 6"= 1' -0" AND WELDING SHALL CONFORM TO AWS D1.1 -96. WHERE FILLET WELD SIZES ARE NOT SHOWN, PROVIDE THE MINIMUM SIZE PER TABLE 5.81N AWS D1.1 -96. BOLTED CONNECTIONS SHALL USE BEARING TYPE GALVANIZED ASTM A307 BOLTS AND SHALL HAVE A MINIMUM OF TWO BOLTS UNLESS NOTED OTHERWISE. ALL STEEL SHALL BE HOT DIP GALVANIZED IN ACCORDANCE WITH ASTM (E) W10X26 TO BE REPLACED A123. (E) PARAPET WALL W/ (N) W10x33 NOTE L4X4XY4x0' -6" LG CLIP ANGLE 4 — — 1. GENERAL CONTRACTOR SHALL VERIFY EXISTING PLATFORM COLUMNS TO I I "� N) C8x11. BE LOCATED DIRCETLY OVER THE EXISTING CONCRETE BUILDING /2" 1 1 COLUMNS, IF OTHERWISE CONTACT APPOINTED ENGINEER. I I I E 2. CONTRACTOR SHALL PROVIDE BOLT HOLE PATTERN IN (N) REPLACEMENT I I Do W10X33 BEAM TO MATCH (E) CONNECTION PLATE @ W10x26 BEAM BEING REPLACED. CONNECT NEW BEAM TO (E) CONNECTION PLATES W/ A307 1 BOLTS TO SUIT. I F �, � FpR I `� I Do zo 3. NO SPECIAL INSPECTIONS WILL BE REQUIRED FOR THIS PROJECT. 2 I co co �q, 1 C8x11.5 9 ��p \O�� P s I 0 o o FO/ 1/2"0 HOLES R BOLTS I° I TYP EACH CONNECTION Mry11 1 �0 _ _ (E) W 1 I (E) W10 TI 4 CITY O ETUKWILA 8' -1" 4' -0" (E) PLATFORM PIPE COLUMNS (TYP OF 4) - 2T_s, 02006 PERMIT CENTER STRUCTURAL NOTES 3 CHANNEL BRACING CONNECTION DETAIL 2 STRUCTURAL PLAN 22x34 SCALE NT3 11X17 SCALE: NTS 22x34 SCALE: 3" =1' -0" 11x17 SCALE: 6" =1' -0" 22x34 SCALE: 1/4"- 11-0" 11X17 SCALE: 118"- 1' -0" iii�`i�l 1�1 I 1 l�.l� ll�r� iA�n ll�������t�i ��} �A f' 4�hR7 �. ' ' � f ! I.� T lt`�' r1i ''f!,�*Y'."}a.{ • li ° s L �° C•��r ^ � W �r i '• "C S . �? ".9t 'T Il F r �i Y �c �4 3 �Ti�•������,��s�'����1�.�, 11,��I „ . s4 2 1 3 I, nch 1/18 .44 Corr Slna1872• • 9II4' 46 El': IILLIII�lllllllll�lllll . : � � � I'llllllhIl ;ll�ll�l ll1�lllllg p ll ll�l�IIII Z III�IIIIIIIII�III��E �� �fIlIzi l ll ll� lilil .Il_.1111.1 llltillllilll 1.11 , 0 02 mo a Oo Cc .0 0 Cm U J E 07 �V cl) W J .�� W rn� V I C V I 14201 NE 200th ST, SUITE 200 WOODWALLE, WA 98072 PH: 425.487.1732 FAX 426.487.1734 START DATE: WOW DRAWN BY: dru CHECKED BY: mwo SITE SC1865 (WA094) TUKWILA 16500 SOUTHCENTER PKWY TUKWILA, WA98188 SHEET TITLE STRUCTURALS SHEET NUMBER S -1