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Home My WebLink AboutPermit D97-0256 - SPRINT SPECTRUM - FACILITY AND MONOPOLE TOWERCity of Tukwila c#1 (206) 431-3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 Parcel No: 017900 -1970 Address: 12400 51 PL S Suite No: Location: Category: ACOM Type: DEVPERM Zoning: MIC -H Const Type: Gas /Elec.: Units: 001 Setbacks: North: Water: TUKWILA Wetlands: WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Contractor License No: USCONGI12100 Permit Center Authorized Signature: DEVELOPMENT PERMIT Z.zz Print Name:( Permit No: Status: Issued: Expires: Occupancy: UBC: Fire Protection: .0 South: .0 East: .0 West: Sewer: SEPTIC Slopes: Y Streams: D97 -0256 ISSUED 12/16/1997 06/14/1998 EQUIPMENT 1994 NONE .0 OCCUPANT SPRINT SPECTRUM 12400, 51 PL S, TUKWILA, WA 98178 OWNER BURLINGTON NORTHERN INC 810 THIRD AV, 208 CENTRAL BLDG TAX DEPT, SEATTLE WA CONTACT MARTIN GARTHWAITE Phone: 206 - 328 -0808 THE WALTER GROUP, 120 LAKESIDE AVENUE STE. 310, SEATTLE, WA 9812 CONTRACTOR US CONSTRUCTION GROUP, INC. Phone: 206 -244 -2225 12644 INTERURBAN AVENUE S., TUKWILA, WA 98168 k**************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Permit Description: INSTALL AN UNMANNED WIRELESS COMMUNICATION FACILITY AND MONOPOLE TOWER CONSISTING OF RADIO EQUIPMENT AND THREE ANTENNA SECTORS WITH ONE PANEL AT EACH SECTOR AND ONE GPS ANTENNA; MODIFY EXIS- TING STORM DRAINAGE SYSTEM ON SITE, EXTEND /RESTORE THE BIOSWALE,.LAND ALTERING < 50 CY. k**************************************************** * * * * * * * * * * * * * * * * * * * * * * * * ** * ** ** Construction Valuation: $ 50,000.00 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: JJS Curb Cut /Access /Sidewalk /CSS: N Fire Loop Hydrant: N No: Size(in): .00 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Cut: 20 Fill: Landscape Irrigation: N Moving Oversized Load: N Start Time: End Time: Sanitary Side Sewer: N No: Sewer Main Extension: N Private: N Public: N Storm Drainage: Y Street Use: N Water Main Extension: N Private: N Public: N k**************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL DEVELOPMENT PERMIT FEES: $ 992.84 k********* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 6,te/ Date:(Jb 7 I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development p /mit. C Signature: D a t e : / ‘ ' - 9_7 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. �-- —� �..+N. ±. f r .1 • FRALEY /STRIC'KER • ARCHITECTS •• A PROFESSIONAL SERVICE CORPORATION 202 LAKE WASHINGTON BOULEVARD SEATTLE, WASHINGTON -9812'2 TEL 206/324.4800 FAX 206/322= 2875` Don Norwood • Address: 12400 au.l to Tenant:, 1v�e: DEVPERM. Par`ce'l #: 017900 -1970 'k •k .k A k 4 •k tiA •k k •k •k * * tit• . * * •k •k:4 •k * •k •F * k 'k 'k •k 'k k 'F• * 'k •k k k * A * * •k •k . A •k •k 'k k k :4 'k •k * •k * •k k 'k •k k •k - k 'k ;k 'N tit k A k k ;k k •k k A Perm i:t C o n d i t i o n s : 1: N,q_ changes w i l l be made to the plans unless approved by the Architect or Engineer and the Tu wila;.._Buiiding Division. Electrical permit' shall ;be obtained `through the Washington State Division of ILa.bor -and Industries 'an'd all electrical work : wl l'l be inspe`c'ted 'by that agency (248_- Gt0) 3. All permits, inspection rec.or.ds, and approved plans:. shall be .available at' the lob ; site prior to the star t .of any con- struction These zdocuments are to be ma rt tained_ and avai l- eble until final: inspection' appro' :al ° i's. granted When special ,i`nspect i on'''i s requ i red either the owner`, ar chitect:r'or� engineer' shall n'oti'fy, the Tukwila Building ' Division'of appointment of tie inspection agencies ;pr : ior to; the f;i:r:.t bu;i lding` inspection. Copies of all speciaV. Inspection ; r:epor <ts shall be submitted : to the Building :. Div JSlOn,t,`in'a timely manner R eports shall contain address project name, permit number and type of inspection being performed, B. The o special. in'specto>• shall,submi,t` a , :final signed report sta't`,i;ng.,,;wh herth'e - wo qui .r�.k. rering was; to k.h`e bests of the:�`.i�nspec"to.rs knowl - in conformance. with :'.appr Ved�plan�s. and specifications and °the applicable workmanship provis of the IIBC P.1 lnstr,uction to'be`d one in 'con :with approved plans an `r equirements of the Uri;i'fof m • Building Code (1.994 Edit'•ion) `asamended, Uniform MechanicalCode (1994::Edit.ion) and Washington State Energy Code (1994`,, Edition). 7. Val iditY . of Permit. The issuance of a permit. ',or. approval of plansspec :ificat.ions, and computations shal,l..'not be con- strued to: be a'permit for, or an approval of any.,;violation of any of the provisions , of the building code or' of any, :; other ordinance of the .jurisdiction. No permit presuming to give author:itwv.to violate or cancel the provisions of this code shall be' 8. Temporary erosion ..,control measures shall be implemented as the first order of ..business tod prevent sedimentation off - _site or into existing: storm drainage,.facilities. 9. The site shall have permanent measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 10. All private storm drain pipe shall be either concrete or reinforced ADS pipe. Treated corrugated metal pipe may be used for detention facilities. Permit No: D97 -0 Status: ISSUED Applied: 07/30/1997 Issued: 12/16/1997 � � . .. . Project Name/Tenant: PCS facility at Burlington Northern Intermodal Yard Value of Construction: 50,000 Site Address: City State /Zip: 12400 51st Place S Tukwila. WA 98178 Tax Parcel Number: 017900 - 1970 Property Owner: Burlington Northern Contact: Rod Peterson Phone: 206/625 - 6359 Street Address: City State /Zip: 2120 First Interstate Center.99 3rd Ave. Seattle, WA 98104 Fax #: N/A Contractor: N/A Phone: Street Addrm City State /Zip: Fax #: Architect: Fraley /Stricker Architects Phone: 206/324 - 4800 Street Address: City State /Zip: 202 Lake Washington Blvd Seattle, WA 98122 Fax #: 206/322 - 2875 Engineer: Peterson, Strehle Martinson, Inc. Phone: 206/622 - 4580 Street Address: City State /Zip: 820 John St. Seattle, WA 93109 Fax #: 206/622 - 0422 Contact Person: Don Norwood at Fraley /Stricker Architects, PS Phone: 206/324 - 4800 Street Address: City State /Zip: 202 Lake Washington Blvd Seattle, WA 98122 Fax #: 206/322 -2.875 Description of work to be done: I nsta I I at i on of an unmanned w i r e l e s s communication f a c i l i t y and monopole tower consisting of radio equipment and 3 antenna sectors with 1 panel at each sector and 1 GPS antenna. Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse El Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University © Other Vacant I and ad,j acent to repair sly Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ® Other Telecom f a c i l i t y adjacent to repa Will there be a change of use? ❑ yes ® no If yes, extent of change: N/A st Existing fire protection features: in sprinklers ❑ automatic fire alarm ® none ❑ other (specify) Building Square Feet: N/A existing N/A new Area of Construction: 500 sq . ft . site Will there be storage of flammable /combustible hazardous material in the building? Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating ❑ yes X no quantities & Material Safety Data Sheets CITY OF TU1 "WILA Permit Center 6300 Soulhcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 FILE NO: E97 -0014 SEPA; L97 -0030 CUP; L97 -0031 DESIGN REVIEW NCI'LRMIT.DOC 1/29/97 Protect Number: ( � Permit Number: D91 Vi New Commercial / Addition / Multi - Family Permit Application Application and plans must be complete In order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. APPLICANT REQUEST FOR PUBLIC WORKS SITE/CIVIL PLAN REVIEW OF THE FOLLOWING: (Additional reviews may be determined by the Public Works Department) El Channelization /Striping ❑ Curb cut/Access /Sidewalk El Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Flood Control Zone ❑ Hauling 121 Land Altering 0 Cut 9N ll cubic yds. 0 Fill 0 cubic yds. ❑ Moving an Oversized Load: Start Time: End Time: ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public ld r Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public El Water Meter /Exempt #: Size(s): 0 Deduct 0 Water Only in Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: gal Schedule: ❑ Miscellaneous 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 extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: Date application expires: Application ta n by: (initials) PLEASE SIGN BACK OF APPLICATION FORM op r op BUILDING OWNER OR AUTHORIZED AGENT: Signature: f - 1 _Y Date: ?.1 D ili, Print name: /`Mari?., S cer Car-- 1 -i,„,44. Phone: (zoo 37s.alo$ Fax #: 6100 3 L9 , as. City /State /Zip: se LJA `� Q�Z2 Address: jtW►Iw .• l2a L+tsd1 , 54110 ALL NEW COMMERCIAL/ADDITION/ I- FAMILY PERMIT APPLICATIONS M ❑ in Copy of recorded Legal Description from King County NCPERMIT.DOC 1/29/97 E SUBMITTED WITH THE•FO TOWING: ■ � • ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER > ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN > BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ Certificate of water /fire flow availability (Form H -11a). Contact the Public Works Department (206) 433- 0179 for servicing district. ❑ Certificate of sewer availability (Form H -11). Contact the Public Works Department (206) 433 -0179 for servicing district. ® ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Five (5) sets of working drawings, which include : ❑ ® Site Plan 1. North arrow and scale. 2. Existing and proposed utilities and existing hydrant location(s). 3. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements. 4. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions. 5. Location of driveways, parking, loading & service areas, with parking calculations & location & type of dump - ster recycling screening. 6. Location and screening of outdoor storage. 7. Limits of clearing /grading with existing & proposed topography at 2' intervals extending 5' beyond property's boundaries, erosion control measures & three buffer protection measures. 8. Identify location of sensitive areas slopes 20% or greater, wetlands, watercourses and their buffers (TMC 18.45.040). 9. Identify location and size of existing trees, note by size and species those to be maintained and those to be removed. 10. Landscape plan with irrigation: Existing trees to be saved by size and species. Proposed: Include size, species, location and spacing. Location of service areas and vault with proposed screening. 11. Location of high water mark of the Green /Duwamish River if site is located within 200' of the high water mark. 12. Lowest finished floor elevation (if flood control zone permit required). 13. Civil plans to include size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. 14. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H -9). ❑ ® Vicinity Map showing location of site ❑ ® Building Elevations (Include dimensions of all building facades and major architectural elements) Q ❑ Mechanical Drawings ❑ ® Structural Drawings (detail of sprinkler hangers, pipe, duct & vent penetrations in structure) ❑ ® Architectural drawings ® ❑ Specifications (if separate document) ❑ CO Structural Calculations ❑ Sprinkler structural calculations indicating load of water - filled sprinkler piping ❑ Height Analysis ❑ ❑ Soils Report stamped by Washington State licensed Geotechnical Engineer ❑ ® Topographical and Boundary Survey ® ❑ Tree Coverage Analysis (Multifamily only ) ❑ Washington State Energy Code Data and Non - Residential Energy Code Compliance Form H -7 ❑ ❑ Completed Land Use Applications if not previously submitted (i.e. SEPA, BAR, Variance, Shoreline or Tree permit) E97 -0014 SEPA Permit // ❑ ® Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Pub- lic Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) ® ❑ Copy of Washington State Department of Labor and Industries valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agont If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. REVIEWERS INITIAL PROJECT NAME DEPARTMENT: ► G DIVISION El PUBI.I WORKS r Per in+ Coot CoPy PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER q� O� DATE *lir C I: 1 2 n P NTION STR DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE El NOT COMPLETE El COMMENTS TUES /THURS ROUTING: PLEASE ROUTE fl NO FURTHER REVIEW REQUIRED L.__! ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) APPROVALS OR CORRECTIONS: (ten days) APPROVED [] APPROVED W/ CONDITIONS C NOT APPROVED (attach comments) Ci REVIEWERS INITIAL CORRECTION DETERMINATION: APPROVED El APPROVED W/ CONDITIONS C:ROUTE -F DATE DATE REVIEWERS INITIAL DATE DIVISION a ORDINATORIII DUE DATE 14 NOT APPLICABLE CJ DUE DATE DUE DATE NOT APPROVED (attach comments) Q (Cerdleadoa of occupancy required. ACTIVITY NUMBER b • =nil DATE 10 /0/97 PROJECT NAME 5 PC S DaTMENT: BUILDING to IVIS 3- N DI FIRE ( � , MTION PLANNING DIVISION l lOI��j PUB LIC WORKS STRUCTURAL ❑ C UORDI 1 ' DETERMINATION OF COMPLETENESS: (T,Th) DUE DATE Vi COMPLETE 5 NOT COMPLETE ❑ COMMENTS TUES /THURS ROUTING: PLEASE ROUTE n NO FURTHER REVIEW REQUIRED ROUTED BY STAFF ❑ (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL ii244 ir •W APPROVED I I APPRO D W/ CONDITIONS NOT APPROVED (attach comments) a \A\.( 1 ■ (t VIEWERS INITIAL DATE )C.7 (/ APPROVALS OR CORRECTIONS: (ten days) DUE DATE CORRECTION DETERMINATION: APPROVED REVIEWERS INITIAL C:ROUTE -F den►, � Cooradicc+or PLAN REVIEW / ROUTING SLIP APPROVED W/ CONDITIONS DATE J DATE NOT APPLICABLE ❑ DUE DATE NOT APPROVED (attach comments) ❑ (Certification of occupancy required. 4...wr. r e�i. �ti..+<+ .�tml "a�FVd:J- T*•c'+tH:1M•1�:f MN}'gy_r- :a�wn� ACTIVITY NUMBER D97 -0256 PROJECT NAME SPRINT PCS DEPARTMENT: BUILDING DIVISION PUBLIC WORKS 1 J DETERMINATION OF COMPLETENESS: (T, 4,1t, COMPLETE Ei NOT COMPLETE 9" COMMENTS ma lad 'f^S TUES /THURS ROUTING: PLEASE ROUTE ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL I I APPROVALS OR CORRECTIONS: (ten days) APPROVED REVIEWERS INITIAL t I CORRECTION DETERMINATION: APPROVED REVIEWERS INITIAL C:ROUTE -F Pitnjk cooratrsMor Copy PLAN REVIEW / ROUTING SLIP FIRE PREVENTION C PLANNING DMSION 0 STRUCTURAL El PERMIT COORDINATOR a APPROVED W/ CONDITIONS DATE DATE DATE lnrM"MtW avr -wV.. DATE 7/30/97 DUE DATE 7/31/97 NOT APPLICABLE El NO FURTHER REVIEW REQUIRED Li DUE DATE 8/14/97• APPROVED WI CONDITIONS C NOT APPROVED (attach comments) DUE DATE NOT APPROVED (attach comments) Q (Certificadon of occupancy required. ) ,f-CITY ' OF TUKWIIA 1 141A Z; 9 TRANSMIT ,,, .i. *** 4* **********#**A . k • *.,#*•fr 4 k******** TRANSMIT Number"4 R9700622 Amount: ' , . 373.59 07/30/97 15:50 --- : Payment '.Meth&dv CHECK Notation : FRALEY/STRICKER . In i t: SLO' Permit. No; D97-0256 Type; DEVPERM DEVELOPMENT PERMIT Parcel No: 017900-1970 Site Address; 12400 51 PL .S Total Fees: 952.84 This Payment 373.59 Total ALL Pmts: 373.59 Gal ance: 579.25 ********************A*********A**************A**14A*******k*A*** Account Code Description. Amount 000/345.830 PLAN CHECK - NONRES 373.59 14 2536 07/31 171.7 TOTAL 1759 * *fir ** **** * *** * *k * * * ** *+fir ':4 ** * "**; fA, t* a *,tkd * * * *A,t * *k•AA! * * **k;l * * CITY OF TUKWILA, NA TRANSMIT • *** * * * *A *,k•4 * * * * *k4* * * ** k**** ** *4*".*!**1. •kkk *,k * ,d TRANSMIT Number: 89700692 Amount: 579.25 12/16/97 11:21 Payment Method CHECK Notation: US 1 ::ON knit: NAB Permit No D97 -0256 Type: DEVPERM DEVELOPMENT PERMIT Parcel No 017900-19 70 Site Address: 12400 51 PL S Total Fees: 992.0 4 Total ALL Pmts:" 992.84 Balance: ..00 ..4 * **0*•A *o *k04 -* c* � k* A**: t*** d•: t* k*,$* 4**4-A* 4. *14 *.*4i * �t *A4*••l *t ►*• * * * *•k T h i s Payment 579.25 Account Code 000/322.100 000/315.030' 000/N86.904 412/342.400 000/322.100 Des{:ription BOLDING - NOMRES PLAN CHECK •- UTILITY • STATE BUILDING SURCHARGE INSP FOE -- STORM DRAIN • LAND AL'(ER1MG.PERMIT ; fEE 6882 .12/113 1717 TOTAL 579.25 Amount. 534.75 10.00 4.50 15.00 15.00 , — • C.I'TY 'OF: TUKWII.,A, 14A cf--7 T 12 A N S II I T * * * * * * A 4- h* A A: A * , A. A * * * * * A * * 4. * * 4, * * h. A * A. * I Rfli4SMIT, Number : R970 Amount: 40.00 12/16/97 11:20 P,a.ymnt; Method : :CASH Notation: CRAIG a.RTSCH In i t: KO P __:.'......_....._____-_,..,.______--................... ,_..................____________ .._......_._..._....,__ _ Permit No 0'37-0256 Type: DEVPE:RM DEVELOPMENT PERMIT ' . . . Parcel No 017'300-1970 Site Address: 12400 51 PL $ Total Fees.: '39284 T 11 i p P a y m e n t 40.00 Total ALL Pmts: 413 ,,59 13 Ei 1 ance: 5/9.2'3 **** A A k * * A * * * A * if * h * A * le A A * * A A * * A * A * A A * * * * I * •A A A A IS -A * * 0 A A A * * A. A A * k * * * Account Code Descri pt i on A o ft n t 0 0 O.,' 322.100 BUILDING - NUNRES 40.00 6803 .12/18 /717 TOTAL 40 .00 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 9818EC n Approved per applicable codes. ■.% (206) 431 -3670 Special instructions: Date called: — 1.3 Type of inspection: Pro' • A A it Ax AddreTs• y Date wanted: Requester: ("•_ c �a.: 5 _ yzo COMMENTS: Corrections required prior to approval. Date 8 >9 �8 $42.00 REINSPEC'110N FEE REQUIRED. Prior , to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to Schedule reinspection. Receipt No.: Date: Project: Project: h1 S ee/ vk, Type of inspection: �/�+�� --0 Address , 1 . Q/. 53 Date called: . /r . 5 Special instructions: �0 - /1"/11, wanted: . .. r t' ' p.m (. . . Requester` Phone No.: 3'-'4-'4 INSPECTION NO. CITY OF.TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: D Inspector: l INSPECTION RECORD, ti Retain a copy with permit 7 I I / , 3e.-"h / ` . - Z'4%-i a'2 . S off. 1h- 3`147 /G,.. ?“-Ae. 4 /(h $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd„ Suite 100. Call to schedule reinspection. Receipt No.: Date: Corrections require PERMIT NO. (206) 431 -3670 o ti pp -royal Date: 1 rs P e T o insp tion: Ad s• �/, 5/ /„/ S a led• D ) Iled .9 Special instructions: P Q(� r 0.� 0 Date tyantect: ±c) 7 i` ph(_ riot INSPECTION RECORD, Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 9818 (206) 431 -3670 Approved per applicable codes. Corrections required At aatk{l 'CO1lMENTS: L Ft: / /; l' 11A-SP Er-`0 L -f I LC- 1 /t S L.C,A oF J 5 ;r J' Inspector: $42.00 REINSPECTION FEE REQUIRED. Prior to i spection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: W�. Approved without correction notice Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre -Fire: Permits: Authorized Signature FINALAPP.FRM co City Tukwila Fire DDj artment •p'.;�'..,'�C- +.t`.try tw+ �S�'.�R "Sat�'�'^r�:w�"t�✓1y + j;i3w�cr TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM., `) ?te / A7/ / e'"6 ! i Project Name ,. Address 1. r/c o / / `j Approved with correction notice issued Permit No. T.F.D. Form F.P. 85 John W. Rants, Mayor Thomas P. Keefe, Fire Chief Retain current inspection schedule -� Needs shift inspection L � Date Suite # Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 375 • Fax (206) 57,5-4439 •. ..,;. COMMENTS: Type of inspection: 11 STorm ciraina92. Address: / 2 9 O 5751 0 S 31 ��9fg cepti �, 1 k� o Date wanted: 4 a.m 3`� 6r p.m. u 1 Phone No.: / 204) J 2 y - 22. 2$ i . 01C — Le g c A g 4--kg , csM.X.>Z... ,� • s <1 . ,,z 4‘ ,3-k.: 1 -. 1 , (AA (W( MP 17 3 Lt B mH I�� 4 - eQ. t� f� < c � w� � Q r•�I jA kAa C w. V"-M pp� _V � , 7/10F 4,$ (4/—°-Ed\. . ?,. Project: $ %V Trc►nster .1a�ion Type of inspection: 11 STorm ciraina92. Address: / 2 9 O 5751 0 S Date called: S+ 2 5- q 8 Special instructions: Date wanted: 4 a.m 3`� 6r p.m. Requester: Co rec4 Phone No.: / 204) J 2 y - 22. 2$ INSPECTION RECORD Retain'a copy with perm' INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 I I Approved per applicable codes. Corrections required prior to approval. Inspector: Date: yr ' $42.00 REINSPECTION FEE REQUIRED,- Prior.•to.ins gption, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: f 4 Project: QQ L V N Transter - I twoh Type of inspectiop: 51 r)-) d ra Address: .5 gf p s Date called: 2. Special instructions: Date wanted: pp a rr " � � 0 p.m. Requester: Cor y c; Phone No. :(20 713- 3 t a g ' Approved per applicable codes. INSPECTION RECORD, Retain a copy with pe( t INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 RMIT NO. (206 431 -3670 Corrections required prior to approval. COMMENTS: •3/24 66 66,-AA ice. Kidrt it LA A4 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: MI CQR 1ECTION NOTICE Thv following items are found to be deficient and no' in accordance with the approved plans or City standards: Tw C r.� C 46\Nf I o i.- 1 I1(1-{ 71 t S lAJAt GI I S'S f■Ai (p " GVV1 P PERMIT NO. DATE: TIME: JOB ADDRESS: 17 N dJ � . pll s ! A.N■ rn ( r) - -044A bit( . fiv • C.c.L) C�fa,A� S i o w o r e l CON 61A. 1 1 J ,..;rY OF TUKWILA PUBLIC WORKS ENGINEERING 6300 Southcenter Boulevard Tukwila, Washington 98188 (206) 431-3674 G I ST P( So, L PUBLIC WORKS INSP�C 1 F3 MS • RiknJ la ,c1sT PI SA. f �,��.I r 5-AC, ryw4 N 4 s 2 6s c, c Af AA 4 t r R - , iv oft Pct FG-LLA RiarLi 'P 11( "1 ) (?,4-;LA I " c..? b5S L•v``( SIGNED: � - •- . COMMENTS: h161 B t Av) S leippz Art J-et At_ ek iut)i NIA 6 cv iGihAQ0 ti) ei,L,A4A,, , Date called: 8 2 --Z6-9 L 1 ' i, Special instructions buvlin v n 1vQrlhevn T f-a nsfer S a-fi0n — a1 $ .ee. w e 6 L sw- N17 ika.t p ■to / (' (A-6/5(4, Ai-Qa.g.c 77 it . )2, r --/-7 Ai a.--1,4A--sa cflo,V5-ef-P-44'ira ( i s)-- cc-4\4(J 1 -Q a ID go it l r`"'� 7� 61 s r , C c.tJ (pA »thA- . ( 4/6 , 5 dd T cf2 ! , S Project: TtAKwi la 5 rinf Sp edrum Type of inspection: 51-orm drei I na e... j d ress: �st Place S Gov l Date called: 8 2 --Z6-9 Special instructions buvlin v n 1vQrlhevn T f-a nsfer S a-fi0n Date wanted: 2- -7- 98 m p.m. Requester: C O Y I Phone No.: 7 72 — 3 /88 INSPECTION RECORD 7 02..x, Retain a copy, with perm j PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. a. ,...«........m.,w en —mSvarum..iC:wett:xrsrylktzt 4AM75TZW, I 6) 431- 3670 Corrections required prior to approval. Inspector: Date: (1 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: AGRA Earth & Environmental ENGINEERING GLOBAL SOLUTIONS Report of Compression Test Results Client: U.S. CONSTRUCTION 12644 INTERURBAN AVE S TUKWILA, WA 98168 Attn: CRAIG BERTSCH Specimen Type: CONCRETE Mix and Fled Data Cast Date: 1/6/98 Time Placement: EQUIPMENT PAD SLAB ON GRADE: A 19'X30' PAD WITH 2' DEEP X 2' WIDE THICKENED EDGE ON THE NORTH SIDE. Strength (f'c): Required : 3000 psi © 28 Days Mix ID: 501020 Supplier: CADMAN Load #: Truck #: 149 Ticket #: 439303 Plant #: Batch Size: 9 YDS Water: 0 Admixture: Batch Time: Sample Time: 10:50 Finish Time: Test Result Spec ID # ID 202900 Reviewed By Distribution A B C D ASTM -C39 9:50 Remarks: CONCRETE PLACED VIA BOOM PUMP AND MECHANICALLY CONSOLIDATED. REFERENCE REPORT #02, SET 2. Date Rec'd 1/7/98 1/7/98 1/7/98 1/7/98 1/7/98 Date Age Tested (days) 1/13/98 7 28 28 Client: Yes File: Yes Pro Nominal Specimen Size 6x12x0 6x12x0 6x12x0 cer: Yes Others: Contractor: Actual Area (sq in) 28.27 28.27 28.27 ft Break Types — (Cn) Cone, (CSp) Cone -Split, (CSh) Cone Shear, (Sh) Shear, (Co) Columnar AGRA Earth & Environmental, Inc. 11335 NE 122nd Way Suite 100 Kirkland, Washington USA 98034 -6918 Tel (425) 820 -4669 Fax (425) 821 -3914 Report Date: February 9, 1998 Project #: 7 -91 M- 120290 Project Name: TUKWILA P.C.S SITE Building Permit D97 -0256 Project Mgr: Bttt Architect: Engineer: PO Number: Inspector: DAVE BERNIER Actual Specs. Slump (inches) ASTM C -143: 4.75 4t1 Air Content ( %) ASTM C -231: NA Unit Weight (pcf) ASTM C -138: NA Concrete Temp. ( °F): 63 55-90 Ambient Temp. ( °F): 51 Weather: RAIN Compressive (!bs) 119400 148080 149700 Strength (Ps!) 4220 5240 5300 CSP CN CN HOLD NA Brk. Type! % of Cure Req'd 141% 175% 177% ETERSON )TREHLE .1 ( YARTINSON, INC. CONSULTING ENGINEERS SETA-008-07 TUKWILA I3N / SPRINT RAI ARO ITECIS mctural Calculations 820 JOHN STREET SEATTLE, WASHINGTON 9 8 109-5 12 9 CAMSWORD\SPRINT■97155-CL.Doc For: BURLINGTON NORTHERN INTERMODAL YARD 12400 51 PLACE SOUTH TUKWILA, WA 98178 MPA JOB # 97155 7- • . , By: JBP July 10, 1997 RECEIVED CITY OF TUKWILA JUL 3 0 1997 PERMIT CENTER PsM@WOLFENET.COM JANIS C.PRTERSON STEVEN C. MEHL' RONALD R. MARTTNIION RECEIVED JUL 10 1997 F EZRE3 Pagel IV{ PHONE 206-622-4580 FAX 206-622-0422 Dcial- tio McLaren Peterson Associates, Inc. Consulting Engineers 820 John Street Seattle, Washington 98109 (206) 622-4580- FaX (206) 622-0422 Axial force, P Applied Moment, M Allow. Soil Pressure, q, Wall length, L.„, Wall Height, H W or S increase No. of Ftgs, NF Footing Trial Dimensions: Footing length, L Footing Depth, h Footing Width, B • Start of Input Data: End of Input Data: Solution; Check of Soil Pressure Equations used: quaz L — P( -te-) 4P qmu 3B(L —2e) Eq. (1) , Eq. (3) 5.14 kips 8.44 k-ft 1.00 ksf 2.50 ft 6.25 ft 1.33 1 4.50 ft 0.50 ft 6.33 ft JOB • SETA T UKIAl ILA - 8t4 DATE 7 / 9 7 BY JEW SUBJECT Footing Pressure Dist. SHEET NO. OF P - NM Eq. (2) Eccentricity, e = L/2 - M /P 0.608 ft Eq. (1) Applies 245.66 psf < 1000.00 Ok Eq. (2) Applies 34.17 psf VisullAniti (version 2.5) - Self - PersOective Vie* 0 /9 7 (Slab analysis), : A — 006 707 Tuktai la hs Josif B. Pacheco ft, kips, deg : • McLaren • Peterso— • Associates, Inc. consuitin ,,.,,gineers 820 John Street, Seattle, Washington 98109• Office: (206) 622 -4580 / Fax: (206) 622 -0422 M l /rMUnn F07. PAINKACe l r.n•if M: AJ (o.00:)(12')( ; 11; 4, Id. !J -F; #4 r IG „ 0y LA NAV G� . 2,. ( 0 . 1 s ) ( , 4 0 ) 0.294., ` •rr rej-�ci = 0'460 c.k Cr)” O. t`. is •:r rorAC ��U3i'M�ur' W;IRtr 3,On0:�` ASSUM 1, x00 t: Sa�� • F bO N4 A iteA MY) : 3100 /92 r r.f. 3.21 PF • 34. i414 4i .104.1444, N = 1.8 Fr / ro, : 923c L 2.:" of C oc. J Ea Z 11J .2U 3 = (1.7)( /, .7xt.33))((– 0.:: (4,33) - 4.9 v/ : 613 ..)( 2 )C_ . 2, 000 ' i ) (3) 92? .1. 7s TWO- wAv bar. (7 4 + 33) (2) 1134 rc. 7 273 0- .1 2.4 4 V r (0.8 5)(2+ 1"2.4) 20ab ( 1 Vu =(c. le aL �( 4. s :.33 - s.::x 2.75 '):: 1.99 Lee' .,oe: S ErA-OQ -� . Tkkwa'M 8N /SPRINT DATE . 67 / 9 L aY JD P SUBJECT:. 3/API D e s 7er bit n r _ca�i sup rnrt 3 • McLaren • Peterson • Associates, Inc. Consultir( engineers 820 John Street, Seattle, Washington 98109 Office: (206) 622 -4580 / Fax: (206) 622 -0422 Os/ 2 .TURNI tL CANe. PAD 1 -o;b '-- Wier r L G. 6A1.V4Ni2g0 N. Ex' 4. _ASSUME 'A CABIN6 wow'M 3,000. ...__._ S EISMrd : f r%(0.3) )Co.75):. 6.45 1..h. ('P = G.4 1 : 3 , occ: •- I 750= r� 0,3ro )(4.21:)(I.sy8.42'- (b.8s)(,,soo) 228 » /(4 Bot;s). 5? 4° JOB: 5 tI4 / n 0P —07 Tu & BN DATE: 0 Elm 7 / 9Y �+ 1'l SUBJECT: . lijmrn4 CBI;tnE' SIJp pnr: ' .y;ynrwrw,a.v,w>.., Foundation Design Calculation for 80' Monopole for Sprint Spectrum SEATTLE MTA Job No. 3648 7/3/97 Pole Location: BNSF Intermodal Yard, 12400 51st Place South, Tukwila, WA • Site Name: Tukwila (SETA- 008 -07) Valmont Order. 15734 -97 64 1STE`�6:+; WIR E 8 /6198 . LEEDCO ENGINEERS STRUCTURES • FOUNDATION • GEOTECHNICAL 9440 Telstar Ave., Suite #5, El Monte, CA 91731 (818) 448 -7870 Fax: (818)448 -3955 RECEIVED CITY OF TUKWILA ocT 1 3 1997 PERMIT CENTER ?ft?.ca256 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33. 34 3b• LEEDCO ENGINEERS STRUCTURAL - GEOTECHNICAL - ENVIRONMENTAL - TRANSPORTATION Foundation Design For 80' Monopole PROJECISrint S Prtnim JOB NO - 3648 SHEET NO 1 OF 3 SIGNATURE DATE 7 I I LICENSE # 18564. Pole Location: BNSF Intermodal Yard, 12400 51st Place South, Tukwila, WA .. Site Name: Tukwila (SETA- 008 -07) Valmont Order: 15734 -97 Reference: 1. Uniform Building Code 2. Soils Report By: Pacific Testing Laboratories Project No. 9704 -4120, Date: May 28, 1997 Groundline Reactions: Moment: 9,088 in -kips Shear: 12.220 kips Vertical: 12.984 kips Anchor Bolts_ # of Bolts: 8 Bolts' Dia. 2.25 in Bolts' L: 120 in Foundation Design For 80' Monopole for Sprint Spectrum Base Plate: 48.22" x 48.22" x 2 " 12 Sided Plate w / 12.92" Side Lengths Use 6 ft Dia. Pier Projection: 9.00 in Dia. of Bolt Circle: 42.22 in D = 48.22 / cos15 = 49.9 in D= 42.22 + 3.5 + 7+ 3 + 2 + 8 = 65.72 in Govems RECEIVED CITY OF TUKWILA OCT 1 3 1997 PERMIT CENTER �rj:ra' -: � a uT 'rJ:ax..,�s,.H.,•a.,,..u...,. PROJECT DATE / LICENSE# 18564 Footing Design According to Soils Report: (See Reference 2.) • Assumed to be acting over an area measuring 2 pier diameters in width by 8 pier diameters in depth, neglecting upper most 25 feet of embedment below ground surface. OTM = Try d = 45 ft 1245 ft - kips P = 12.2 kips Fp• -2S• F25 .4. Ftotal = Sum of the Forces: Determine the Inflection Point (below 25 ft.) = Y + 25 ft. 12.22 kips + {1/2x 0.150ksf x 2 x 6 ft x (Y ft) = 186.11kips Y = 14.38 ft Inflection Point, (Y + 25) = 39.38 ft Therefore, F25 -39.38' = F39.3a•.45• = Overturning Moment (OTM) = P x (M /P + 0.5 ft + Inflection point) OTM = 12.22 kips x [62.0 + 0.5 + 39.38] ft = 1245 ft -kips Resisting Moment (RM): RM1 = (1/2) x 150pcf x(14.38ft) x 2 x 6ft x (14.38/2) ft = 892 ft -kips RM2 = [150pcf x 14.38ft x 5.62ft x 2 x 6ft/1000 x (5.62/2)ft + (1/2) x 150pcf x (5.62ft)' 2 x 2 x 6ft x ((2/3) x 5.62ft)]/1000 = 515 ft-kips RMtonl = RMtotal > OTM LEEDCO ENGINEERS STRUCTURAL - GEOTECHNICAL - ENVIRONMENTAL- TRANSPORTATION = 0 kips = 1/2 x 150 x (20ft) ^2 x 2 x 6ft/1000 = F0' -25' + F25' -45' = Lateral Bearing Pressure* 0' to 25' = O pcf 25' to 31.5' = 150 pcf P - (X- Ftatal) + X = 0 12.22 -(X- 360) +X =0 X = 173.890 kips (360 -X) = 186.110 kips (1/2) x 150pcf x (14.38ft)A2 x 2 x 6ft/1000 = 150pcf x 14.38ft x 5.62ft x 2 x 6ft/1000 + (1/2) x 150pcf x (5.62ft) ^2 x 2 x 6ft/1000 = RM + RM + RM3 + RM4 = O.K. 360.0 kips 360.0 kips Use 6 -ft diameter by 45 -ft deep pier foundation. F25411.3r 186 kips JOB NO 8648 SHEET NO. OF .3 G.L. RM, =892 ft-kips m 5.62 ft SIGNATURE Diameter of Pier: 6 ft 186 kips 174 kips h =M/P= 62.Oft A Inflection RM2 = Point 515 ft-kips F39.3r.45- =1 kips 45ft 1407 ft RECEIVED CITY OF TUKWILA OCT 1 3 1997 PERMIT CENTER • 2 3 4 5 6 7 8 9 I0 I1 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 36 PROJECT LEEDCO ENGINEERS STRUCTURAL - GEOTECHNICAL - ENVIRONMENTAL - TRANSPORTATION JOB NO 3648 SHEET NO 5 OF 3 SIGNATURE Q DATE 713/97 LICENSE # [ S 5 � I Anchor Bolts: Bolt Length: Reinforcement in Pier: 6' Dia Made of #18 Deformed Rebars Fu = 100 ksi Fy = 75 ksi Ag = 4 inA2 M = 9,088 in -kips T = 9088 / [42.22 (8/4 )] - 12.984/8 = 106 kips Tall = 0.33 Fu Ag (4/3) = 176 kips > 106 kips fc = 3000 psi Fy = 75 ksi Ld = 0.125 Fy i (fc) = 0.125 x 75000 / (3000) = 171.2' Allowable Bond Stress 0.6 [ 4 x 75 /( 2.25 x 3.14159 x 171.2)]( 4/3) = 0.198 ksi Req'd Bolt Length 106 /(2.25x3.14159x0.198) +9 fc = 3000 psi Fy = 60 ksi Mmax g 30 ft Below G.L. Mmax = 12.22(61.97 +0.5 +30)x12= 1.3M = 17629 in -kips Use 32 - #7 Vert. Bars Mu = 0.9Mn = 31,329 in -kips > (4/3)1762 = 23505 in -kips Use #6 Bent Bar @ Top of Each Vert Bar Use #4 Circular Ties @ 12" O.C. = 84.6 <120in 13561 in -kips 1222 kips 0.150 Neglect 25' 0.5 (0.150)(X) = 12.22 kips X+25'= 28.68 ft Use 30.0 ft Conservative RECEIVED CITY OF TUKWILA OCT 1 3 1997 PERMIT CENTER 6" 2.25" DIA 120.00" LG. ANCHOR BOLT ON A 42.22" DIA BOLT CIRCLE 8— REQUIRED, EQUALLY SPACED. 1:00" x 45' CHAMFER 3.00" CLEAR1 3 — #4 CIRCULAR TIES 65" DIA @ 3" SPACING 45 — #4 CIRCULAR TIES 65" DIA, EQ. SPACED 45' -0" 3.00" CLEAR f•��- 0266 6' -0" DIA PIER r 9.00" PROJECTION 111.00" — GRADE 3.00" CLEAR, TYP 32 — #7 VERTICAL REBAR @ 11.25' ON A 65" DIA REBAR CIRCLE. USE #6 BENT BAR AT TOP OF EACH VERT. BAR. 6" FOUNDATION LOCATION: 12400 51st PLACE S., TUKWILA, WA CELL SITE NUMBER: SETA - 008 -07 CELL SITE NAME: 24" GENERAL NOTES: 1. REINFORCED CONCRETE SHALL CONE THE "BUILDING CODE REQUIREMENTS THE MINIMUM STRENGTH OF CONCRE REINFORCING STEEL SHALL BE GRAD THE MINIMUM COVER OVER THE REIP SHOWN ON THIS DRAWING. THE DRILLED PIER FOUNDATION SHO ENGINEERING CONTROL AND SUPERV FOR A BLOW —OUT AT THE BOTTOM THAT CONCRETING OPERATIONS SHOT AS SOON AS POSSIBLE. PROPER F THE DRILLING TO PREVENT ACCIDEN OF UNKNOWNS BELOW GRADE. THE BOTTOM OF THE DRILLED PIER THAT IT IS CLEANED OUT PRIOR TO THE DRILLING SHOULD BE REMOVED 4. THIS FOUNDATION DESIGN IS BASEC LABORATORIES, PROJECT NO: 9704 -4 5. ANCHOR BOLTS SHALL CONFORM T( 6. THE INSTALLATION OF THE PIER SH 7. THIS FOUNDATION WILL REQUIRE 47 REBAR SUMMARY: 1. 48— 4 x 65.00" DIA. CIRCULAR REE 2. 32— 7 x 540.00" LONG VERTICAL R 3. 32— 6 x 30.00" TOTAL LENGTH BEN GF MOM SHE VER1 CONFORM TO THE LATEST REVISION OF MENTS FOR REINFORCED CONCRETE" ACI -318. ONCRETE SHALL BE 3000 PSI IN 28 DAYS. GRADE 60 (60,000 PSI) DEFORMED BARS. E REINFORCING STEEL BARS SHALL BE AS N SHOULD BE INSTALLED UNDER PROPER UPERVISION. TO MINIMIZE THE POTENTIAL TTOM OF THE CAISSON, IT IS RECOMMENDED SHOULD FOLLOW THE DRILLLING PER PRECAUTIONS SHOULD BE TAKEN DURING IDENTS RESULTLING FROM THE PRESENCE PIER SHOULD BE INSPECTED TO INSURE R TO POURING CONCRETE. RESIDUE FROM MOVED. BASED ON SOILS REPORT BY: PACIFIC TESTING 04 -4120, DATED: 05 -28 -97 RM TO ASTM A615 GRADE 75. R SHOULD BE COMPLETED IN ONE DAY. RE 47.7 NET CUBIC YARDS OF CONCRETE. R REBAR TIES. CAL REBARS. H BENT BARS WITH 6" HOOK. GROUND LINE REACTIONS MOMENT = 9,088 IN —KIPS SHEAR = 12.220 KIPS VERTICAL = 12.984 KIPS AT 7 -03- 97 JLWN J.M. mum_ LEE 135' END HOOKS ON c,K) VERTICAL BAR W /3" EXTENSION SCAT F NONE DESCRIPTION 80 ' POLE FOUNDATION 6 " 24" RECEIVED CITY OF TUKW �1 OCT 1 3 1997 PE I LEN FE 1.1111000 1.1111000 1110111/1111111 0440TELSIAR sun /5 E. M MONTI. C#110R • 731 7n H 7*7 7 (I ll) s-o, FAX: (vow ua -ass DRAWING NUMBER 3648 24" GENERAL NOTES: 1. REINFORCED CONCRETE SHAL L THE "BUILDING CODE REQUIRE THE MINIMUM STRENGTH OF C REINFORCING STEEL SHALL BE THE MINIMUM COVER OVER TH SHOWN ON THIS DRAWING. 2. THE DRILLED PIER FOUNDATIO ENGINEERING CONTROL AND S FOR A BLOW —OUT AT THE BO THAT CONCRETING OPERATIONS AS SOON AS POSSIBLE. PRO THE DRILLING TO PREVENT AC OF UNKNOWNS BELOW GRADE. 3. THE BOTTOM OF THE DRILLED THAT IT IS CLEANED OUT PRIO THE DRILLING SHOULD BE REM THIS FOUNDATION DESIGN IS LABORATORIES, PROJECT NO: 9 5. ANCHOR BOLTS SHALL CONFO 6. THE INSTALLATION OF THE PI 7. THIS FOUNDATION WILL REQUI REBAR SUMMARY: 1. 48— 4 x 65.00" DIA. CIRCULA 2. 32— 7 x 540.00" LONG VERTI 6" 3. 32— 6 x 30.00" TOTAL LENGT • ,ENNIS 18564 {' o r' p �C /STE� ONt.G EXPIRES 8/6/98 P.E. STAMI • 1 • , PACIFIC TESTIN LABORATORIES SPRINT SPECTRUM, L.P. Geotechnical Engineering Evaluation SETA-008-07 Tukwila, Washington Project No. 9704-4120 May, 1997 RECEIVED JUN 1 3 1991 Since 1926 FRALEY ARCHITECTS Seattle • Bothell • Tacoma • Peninsula • Portland • One Lab • One Consultant • One Solution BECHTEL JUN I 21991 RECEIVED CITY OF TUKWILA JUL 3 0 1397 PERMIT CENTER Ddi 1 • 0056 .„ r „r„r�x1r May 28, 1997 Project No. 9704 -4120 Mr. Chris Cecil THE WALTER GROUP, INC. 120 Lakeside Avenue, Suite 310 Seattle, Washington 98122 Dear Mr. Cecil: l:S�.tEr'x''tA iy ,,x'rlfwr,_.x;T)I.4,17. •F1.0W m71 YMm.RMVaMtrr •0t0..'n^'n1r..x+c+P"i4 PACIFIC TESTIN LABORATORIES Since 1926 Seattle • Bothell • Tacoma • Peninsula • Portland • One Lab • One Consultant • One Solution Subject: Geotechnical Engineering Evaluation Sprint Spectrum Site No. SETA - 008 -07 BNSF Intermodal Yard PCS Site 12400 51' Place South Tukwila, Washington Pursuant to your request, Professional Services Industries, formerly Pacific Testing Laboratories (PTL/PSI), is pleased to submit this report describing our recent geotechnical engineering evaluation for the above - referenced site. The purpose of this study was to interpret general surface and subsurface site conditions, from which we could evaluate the feasibility of the project and formulate design recommendations concerning site preparation, equipment pad and tower foundations, structural fill, and other considerations. Our scope of services consisted of a surface reconnaissance, a subsurface exploration, geotechnical analyses, and report preparation. We received written authorization for our service from Sprint Spectrum, L.P. through our proposal dated April 24, 1997. This report has been prepared for the exclusive use of Sprint Spectrum L.P., and their agents in care of The Walter Group, for specific application to this project in accordance with generally accepted geotechnical engineering practice. We are also in the process of preparing an Environmental Transaction Screen for this parcel. That report will be submitted under separate cover. 11824 N. Creek Parkway N., Suite 101, Bothell, Washington 98011 PSI (formerly Pacific Testlng Laboratories) Tel (200) 4854244 Fax (200) 485.4011 Sincerely, X e44os4 7fr/ G. Aaron McMichael, P.E. SPRINT SPECTRUM, L.P. Piuject No. 9704.4120 May 28; 1997 Page 2 Senior Geotechnical Engineer AM/kh Attachments: Figure 1 Vicinity Map Figure 2 Site and Exploration Plan Appendix A Boring Log • This report is provided for the information of the client only. Reproduction and transmittal of this report, or any section of this report, to a third party, by any means, except in full, without the written permission of PTL/PSI is prohibited. Thank you for using PTUPSI. If you have any questions, or if we can be of further assistance to you; please contact us at (425) 485-4244. LI SPRINT SPECTRUM, L.P. Geotechnical Engineering Evaluation Since 1926 Seattle • Bothell • Tacoma • Peninsula • Portland • One Lab • One Consultant • One Solution j , • , • ." BNSF Intermodal Yard PCS Site (SETA-008-07) Tukwila, Washington PACIFIC TESTIN LABORATORIES Certificate No. 9704-4120 May 1997 - SPRINT SPECTRUM, L.P. Project No.: 9704 -4120 May 28, 1997 Page 1 PROJECT DESCRIPTION EXPLORATORY METHODS PSI (formerly Pa : sic Testing Laboratories) ti,.:_ngineers • Consultants • Scientists The project site is located at 12400 51°` Place South, near the intersection of 51' Place South and South 124 Street in Tukwila, Washington (Figure 1). It is our understanding that current development plans call for construction of an 80 foot tall monopole cellular communications tower and associated concrete equipment platform. Due to sloping site conditions, the site will be filled with approximately 7 feet of structural fill to create a level equipment pad. The outer edge of the fill will be sloped at a permanent inclination of 2H: 1V (Horizontal:Vertical), and will extend downward to the north to within a few feet of the adjacent parking area. A small segmental concrete masonry wall, approximately two feet in height, will be located at the base of the fill slope. The fill area will cross an existing drainage swale which will require placement of a culvert to allow continued drainage The host parcel is occupied by the Burlington Northern Santa Fe Railroad (BNSF) Intermodal Yard - Puget Sound Hub Center. The attached Site and Exploration Plan (Figure 2) shows the general location of the proposed tower in relation to other major site features. It should be emphasized that the conclusions and recommendations contained in this report are based on our understanding of the currently proposed utilization of the project site, as derived from written information and a layout plan supplied to us by The Walter Group. Consequently, if any changes are made to the project, we recommend that we review the changes and modify our recommendations, if appropriate, to reflect those changes. We explored surface and subsurface conditions at the project site on May 2, 1997. Our surface exploration consisted of a visual reconnaissance. Our subsurface exploration consisted of advancing one soil boring to a depth of approximately 31.5 feet below the existing site grade. The location of the boring, designated as B -1, is shown on the attached Site and Exploration Plan (Figure 2). The location and depth of the exploration performed was selected in relation to the proposed site features, under the constraints of budget and site access. The location of the boring shown on Figure 2 was obtained by hand - taping and pacing from existing site features and scaling those measurements onto a layout map. As such, the exploration location shown on Figure 2 should be considered accurate to the degree implied by the measuring methods used. C1YcM�1lYriv_aY. ' ✓leu�1:'.i':.•rw Y� ^ ✓Rf..w.nss ^. ": +vh'rtHII'.r /�.1Y._N'I.�u•.4e »Y! SPRINT SPECTRUM, L.P. Project No.: 9704 -4120 May 28, 1997 Page 2 Boring Methods y:�n�.Y.vhC+tr:tf /.rtitiwtr +IMYxY 1N!i*treeg rIV. .•.He .> tlrt ^eS..Y. ^H�� hVJ1Hf R- P. 5. 7N:'! ^k.'a�tYY.Jtit!h'!rCHI�Nu•:Ktl'i. t'.! 411G: u' sw:£ w' isIfY� .N'iMifXa�l•+Tmrtirww+rrw+ruw PSI (formerly P . :r 1c Testing Laboratories) { t..:cngneens • Consultants • Scientists Boring B -1 was advanced on May 2, 1997 using a truck mounted hollow -stem auger drill rig. The drill rig was operated by an independent company working under subcontract to our firm. An experienced geologist from our firm continuously observed the boring, logged the subsurface conditions, obtained representative soil samples, and transported the samples to our laboratory for further visual classification. After the boring was completed, the borehole was backfilled with a mixture of soil cuttings and bentonite chips. During drilling, soil samples were obtained on 2 V2 to 5 foot depth intervals using the Standard Penetration Test (SPT) procedure (ASTM:D 1586). This test and sampling method consists of driving a standard 2- inch outside diameter (OD) steel split - barrel sampler a distance of 18 inches into the soil with a 140 -pound hammer, free - falling a distance of 30 inches. The number of blows required to drive the sampler through each of the three, 6 -inch intervals is noted, and the total number of blows struck during the final 12 inches of penetration is considered the Standard Penetration Resistance, or "blow count ". If a total of 50 blows is struck within one 6 -inch interval, the driving is ceased and the blow count is recorded as 50 blows for the actual number of inches of penetration. The resulting Standard Penetration Resistance values provide a measure of the relative density of granular soils or the relative consistency of cohesive soils. The boring log included in Appendix A describes the various types of soils encountered in the boring,.based primarily on interpretations made in the field and supported by any subsequent laboratory testing of the samples which may have occurred. The log also indicates the approximate depth of the contacts between different soil types, although these contacts may be gradational or undulating. Where a change in soil type occurred between sampling intervals, we inferred the depth of contact. In addition, the log indicates the depth of any groundwater observed in the boring, the Standard Penetration Resistance at each sample location, and any laboratory tests performed on the soil samples. SITE CONDITIONS The following sections describe our observations, measurements, and interpretations concerning surface, soil, groundwater, and seismic conditions at the project site. SPRINT SPECTRUM, L.P. Project No.: 9704 -4120 May 28, 1997 Page 3 Surface Conditions Subsurface Conditions Seismic Conditions -t .xtl ..N s.✓ ..:.4Y... \4:..+t� - a: v: Y. T.»+. r„ i4•".•J :�7'1.r.;°'.ei�r.!:•�v:sc:'Kr.y ?.�.ew- ,,•••;n , t^l.:rw�'.s. • "�a -' PSI (formerly Pi.,r7c Testing Laboratories) - ngfnssrs • Consultants • Scf nests The host parcel consists of a large irregularly shaped parcel utilized as an intermodal transportation yard by Burlington Northern Santa Fe Railroad. The proposed tower lease site is located on a narrow strip of northward sloping, naturally vegetated undeveloped land, approximately 40 feet wide. Based on site topographic information contained on a site plan developed by the project architect, Fraley Stricker Architects, this slope is inclined at approximately 2H: IV. The total relief across the proposed tower lease site and adjacent slope is approximately 7 feet. The proposed tower lease site is bounded on the north and south by relatively flat -lying asphalt paved areas used primarily for truck and trailer parking and shipping container storage. The undeveloped strip of land narrows toward the east and eventually pinches out at the junction of the upper and lower asphalt paved areas. Land bounding the proposed tower lease site to the west is naturally vegetated and undeveloped, and slopes downward toward the west. According to the Sprint - Spectrum Candidate Selection Form, the elevation of the proposed tower lease site is approximately 25 feet above mean sea level. On May 2 1997, one exploratory boring was drilled near the tower lease site. Boring B -1 was drilled to a depth of about 31.5 feet, approximately where shown on Figure 2. Material encountered in the upper 7 feet of the boring consisted of fill soils generally composed of stiff to very stiff, moist, brown, sandy silt with gravel. This material was underlain to a depth of approximately 15.5 feet by fill soils, generally consisting of loose to medium dense, moist, brown, silty sand with gravel. Soils encountered below a depth of 15.5 feet generally consisted of loose to medium dense, dark gray, sand with variable amounts of silt. However, a layer of fine sandy silt, approximately two feet thick, was encountered at a depth of approximately 18 to 20 feet. Soils encountered below a depth of approximately 18 feet were observed to be saturated. Upon removal of the auger, the groundwater level in the open boring was observed to be at a depth of approximately 11 feet. According to the Seismic Zone Map of the United States contained in the 1994 Uniform Building Code, the project site lies within Seismic Risk Zone 3. Based on our analysis of the on -site exploration, we interpret the subsurface site conditions to correspond to a seismic soil profile type S -3, as defined by Table 16 -J of SPRINT SPECTRUM, L.P. Project No.: 9704 -4120 May 28, 1997 Page 4 CONCLUSIONS AND RECOMMENDATIONS Site Preparation PSI (formerly P6' "' ific Testing Laboratories) Engineers • Consultants • Scientists the 1994 Uniform Building Code. Soil Profile type S -3 applies to a profile consisting of predominantly more than 20 feet of soft to medium -stiff clay but not more than 40 feet of soft clay. Current development plans call for construction of a new 80 foot tall monopole communications tower and associated equipment pad. Due to the presence of loose, saturated granular soils, the site is susceptible to liquefaction. Foundations built above liquefiable soils risk damage from loss of soil bearing support and large differential settlements during strong seismic events. Therefore, we recommend that the proposed tower be supported on a drilled pier foundation embedded below the zone of potential liquefiable soils. Based on the subsurface conditions encountered in our boring, it is our opinion that proposed tower's drilled pier foundation should penetrate the loose fill and native soils which extend to depths of about 25 feet. We estimate that the structural fill which will be placed on the existing slope to create a Ievel equipment pad will induce settlement in the range of several inches within the underlying loose soils. Therefore, the project schedule should allow several weeks following the placement of the slope fill to permit this settlement to occur prior to construction. The existing sloping pad site appeared to be stable in its present condition, and we do not anticipate that placement of the fill soil will cause instability within the existing slope soils, if the slope is adequately benched and the fill soil properly compacted. However, a slope stability analysis was not completed for this project. Such an analysis does not appear necessary and was beyond the scope of our present services. As mentioned previously, the fill slope will be inclined at a final grade of 2H:1 V. We recommend that this slope gradient not be exceeded on all site slopes (north and west) to enhance long term stability of these slopes. Additionally, the slopes should be protected from erosion and vegetated as soon possible. Design criteria for compressive, uplift and lateral support of the drilled pier foundation is presented below. Our specific recommendations concerning site preparation, equipment pad foundations, tower foundations, and structural fill are presented in the following sections. Site preparation will involve clearing and grubbing, grading, and preparing subgrades. The following comments and recommendations apply to this site preparation. SPRINT SPECTRUM, L.P. Project No.: 9704 -4120 May 28, 1997 Page 5 Equipment Pad Foundation .hv7T %:. ...ti 4` ?• .'!.tY:r3. Y. ..t.. �......i .. i. :i ). t.rr. ..�{ ..ii'N1i4: �t�..... PSI (formerly P • icTestingLaborator Engineers n ts Clearing and Grubbing: Site preparation should include clearing, grubbing, and removal of all surficial vegetation and root masses, as well as, organic topsoil from foundation and fill areas. Materials stripped should be wasted off -site. We anticipate that a stripping depth of approximately 12 inches will be required. However, areas of deeper organic -rich surficial deposits, such as root balls or stumps, should be expected. Grading: Structural fill required to build the proposed level tower site on the existing slope should be placed and compacted according to the recommendations presented in the Structural Fill section of this report. Prior to placing structural fill, the grubbed slope surface should be "bench cut" in a stair -step fashion forming a series of terraces wide enough to provide access to compaction equipment. The benches should be a minimum of 4 feet in width. The base of the fill slope should also be provided with a 3 foot deep by 4 foot wide "keyway" trench. The benches and keyway are necessary to provide a level surface upon which to support and interlock the structural fill with the existing slope soils, enhancing the stability of the fill mass. If seepage is encountered within the bench excavations, the seepage area should be provided with a gravel interceptor drain to prevent destabilizing the structural fill. If seepage is encountered within the slope excavations, PTL/PSI will be available to provide drainage recommendations based on specific site conditions. Wet Conditions: Because of the high silt content of the existing on -site fill soils, these soils are moisture - sensitive and are prone to disturbance when wet. In the event that "soft" areas in the subgrade are noted, the contractor should minimize traffic above the prepared subgrade areas to minimize disturbance and softening which would require removal of the unstable soils. During wet conditions, the use of a working surface of quarry spalls or clean sand and gravel may be required to protect the subgrade, especially from vehicular traffic. Frozen Subgrades: If earthwork takes place during freezing conditions, we recommend that all exposed subgrades be allowed to thaw and be recompacted prior to placing subsequent lifts of structural fill. The proposed equipment pad will consist of a poured in place concrete slab -on -grade with thickened edges. We anticipate that the pad will be relatively lightly Loaded. However, we recommend that the thickened slab edges be designed as spread footings. The following recommendations and comments are provided for purposes of footing design and construction. SPRINT SPECTRUM, L.P. Project No.: 9704 -4120 May 28, 1997 Page 6 Tower Drilled Pier Foundations a. aY.taN'f:.....�• PSI (formerly P. 7c Testing Laboratories) Engineers • Consultants • Scientists Subgrade Conditions: The proposed equipment pad and thickened edges may be supported above the structural fill soils which will be placed to level the site. The placement of the structural fill should result in a firm and unyielding subgrade. It appears that the north end of the equipment pad will be located at the crest of the 2H: IV structural fill slope. Therefore, we recommend that this side of the pad footing extend a minimum of 2.5 feet below grade to prevent inducing footing load stresses on the slope face soils, and to prevent the slab from being undermined should the adjacent slope soils slough down slope. Footings should never be cast atop soft, loose, organic, or frozen soils; nor atop subgrades covered by standing water. A PTL/PSI representative should be retained to observe the condition of footing subgrades before concrete is poured to verify that they have been adequately prepared. Footing Dimensions: We recommend that the thickened edge of the slab be designed as a spread footing and be constructed to have a minimum width of 12 inches. The near surface site soils consist of sandy silt with gravel. These soils are frost susceptible. For frost protection, the footings should penetrate at least 18 inches below the adjacent exterior grades. Bearing Pressures: A maximum allowable soil bearing pressure of 1,500 pounds per - square -foot can be used for static footing loads. This bearing pressure can be increased by one -third to accommodate transient wind or seismic loads. An allowable base friction value of 0.35 and an allowable passive earth pressure of 300 pounds per cubic foot (pcf), expressed as an equivalent fluid unit weight, may be used for that portion of the foundation embedded more than 1 foot below finished exterior subgrade elevation. However, no passive earth pressure should be utilized along the north side of the pad foundation adjacent to the slope. Settlements: We estimate that total post - construction settlements of properly designed footings bearing on properly prepared subgrades could approach 1 inch, with differential settlements approaching one -half of the total. However, liquefaction induced differential settlements in the range of 2 -3 inches are possible resulting from strong seismic activity. We recommend that the proposed tower be supported on a drilled pier foundation. The following recommendations and comments are provided for the purposes of drilled pier design and construction. naw:.rt.e- rvxr nas.rs:: °� SPRINT SPECTRUM, L.P. Project No.: 9704 -4120 May 28, 1997 Page 7 PSI (formerly 12, fic Testing Laboratories) i_• Engineers • Consultants • Scientists Compressive Capacities: Due to the presence of loose, liquefaction prone fill and native site soils, we recommend that the drilled pier penetrate at least 30 feet below the ground surface. For vertical compressive soil bearing capacity, we recommend using the unit end bearing capacity presented in Table 1 below. The embedment depth shown in Table 1 refers to the depth of penetration below the proposed level tower pad site, and assumes that this ground surface elevation will be similar to the level of the existing ground surface located immediately adjacent to the south. The allowable end bearing capacity, presented in Table 1, includes a safety factor of 1.5 or more. We anticipate that adequate pier embedment for end bearing, uplift and lateral resistance can generally be obtained within the limits of our exploration. Table 1 Allowable End Bearing Capacities Notes: D = the embedment depth (in feet) into the bearing layer. B =pier diameter (feet). Frictional Capacities: Due to the potential for liquefaction of site soils extending to an approximate depth of 25 feet, post liquefaction consolidation could produce significant downdrag forces on the pier foundation. Therefore, negative skin friction should be assumed to a depth 25 feet and can be calculated using the value presented in Table 2. A factor of safety has not been applied to increase this negative skin friction value. Below a depth of 25 feet, frictional resistance of the drilled pier, acting both downward and in uplift, we recommend using the allowable skin friction value also listed in Table 2. The allowable skin friction value presented includes a safety factor of 2.0. Table 2 Allowable Skin Friction Capacities (£eeE) $1F riction 0 -25 25 -31.5 Downdrag (Negative Value) 0.28 Allowable 0.21 SPRINT SPECTRUM, L.P. Project No.: 9704 -4120 May 28, 1997 Page 8 Lateral Capacities: For design against lateral force on the drilled pier, two methods are typically used. The parameter used to select the appropriate design method is the length to pier stiffness factor ratio L/T, where L is the pier length in inches, and T is the relative stiffness factor. The relative stiffness factor (T) should be computed by: EI 0.2 T= — n,, where E = modulus of elasticity (psi) I = moment of inertia (in nh = constant of horizontal subgrade reaction (pci) PSI (formerly F( 'tic Testing Laboratories) Engnser! • Consultants • Scientists The factors E and I are governed by the internal material strength characteristics of the pier. Representative values of n for the different soil types at this site are presented subsequently. Piers with a L/T ratio of less than 2 may be assumed to be relatively rigid and acting as a pole. The passive pressure approach may be used for this condition. For piers with a L/T ratio greater than 2, the modulus of subgrade reaction method is typically used. Both of these methods are discussed below. Passive Pressure Method: As mentioned earlier, site soils may potentially liquefy to a depth of 25 feet below the existing ground surface. During the liquefaction process, short term build up of pore water pressures cause effective stresses to decrease to zero. Therefore, we do not recommend using the passive pressure approach above a depth of 25 feet. Below a depth of 25 feet the passive earth pressure approach could be utilized, however, this approach is conservative by neglecting the redistribution of vertical stress and shear forces that develop near the bottom of the pier and contribute to resisting lateral loads. We recommend using the allowable passive earth pressure (expressed as equivalent fluid unit weight) listed in Table 3. tl Table 4 Constant of Horizontal Subgrade Reaction Oh) 0 -2 0 2 -25 6 25 -31.5 20 SPRINT SPECTRUM, L.P. Project No.: 9704 -4120 May 28, 1997 Page 9 PSI (formerly Pa`;7 'C Testing Laboratories) '..dngineers • Consultants • Scientists The allowable passive earth pressure presented in Table 3 may be assumed to be acting over an area measuring 2 pier diameters in width by 8 pier diameters in depth, neglecting the uppermost 25 feet of embedment below the ground surface. According to the NAVFAC Design Manual 7.2, a lateral deflection equal to about 0.01 times the pier length would be required to mobilize the allowable passive pressure presented above. Higher deflections would mobilize higher passive pressures. When developing the passive pressure listed in Table 3, we have incorporated a safety factor of at least 1.5, which is commonly applied to transient or seismic loading conditions. Modulus of Subgrade Reaction Method: Using this method, the pier is designed to resist lateral loads based on acceptable lateral deflection limits. For sandy soils, the coefficient of horizontal subgrade reaction (kh) is considered directly proportional to the depth along the pier. The formula to determine kh is kh = nhx, where x is the depth below the ground surface in inches. Based on a paper by Seed, loose sands during liquefaction have a residual shear strength equivalent to the horizontal modulus of subgrade reaction for soft clays. We recommend using values for the constant of horizontal subgrade reaction (nh) for the various soil layers presented in Table 4 below. Construction Considerations: Due to the granular nature of the site soils and shallow depth to groundwater, we anticipate that the drilled pier excavations will be prone to raveling and caving. Therefore, the foundation drilling contractor should be prepared to case the excavation to prevent caving of the pier shaft sidewalls. If alternative methods of stabilizing the sidewalls are proposed, these should be reviewed and accepted by the owner, or their representatives, prior to installation. Additionally, the drilling contractor should be prepared to clean out the bottom of the pier excavation if loose soil is observed or suspected, with or without the presence of groundwater. As a minimum, we recommend that the drilling contractor have a cleanout bucket on site to remove loose soils and/or mud »y xxsa.YUtixn wwtiY. t.M..v +.wv.t...xnv.vw.. >r +.w1.9 rw. PSI (formerly Pa_.fIc Testing Laboratories) °ngineens • Consultants • Scientists SPRINT SPECTRUM, L.P. Project No.: 9704 -4120 May 28, 1997 Page 10 .snMmx. W+snanfuttgo 44:' Q4aV apt1 4,5,edrJ"*MtUl9 `+::VIAM.NAVAINti SMY,IAA?ttra, (tZlymarkytrepietroune ...,0iftbn from the bottom of the pier. If groundwater is present within the pier hole, we recommend that the foundation concrete be tremied from the bottom of the hole to displace the water and minimize the risk of contaminating the concrete mix. The Drilled Shaft Manual published by the Federal Highway Administration recommends that concrete be placed by tremie methods if more than 3 inches of water has accumulated in the excavation. Structural Fill The following comments, recommendations, and conclusions regarding structural fill are provided for design and construction purposes. Materials: Structural fill includes any fill materials placed under footings, pavements, driveways, and other such structures. Typical materials used for structural fill include: clean, well - graded sand and gravel (pit - run); clean sand; crushed rock; controlled- density fill (CDF); lean -mix concrete; and various soil mixtures of silt, sand, and gravel. Recycled concrete, asphalt, and glass, derived from pulverized parent materials are also useful as structural fill. Placement and Compaction: Generally, CDF, and lean -mix concrete do not require special placement and compaction procedures. In contrast, pit -run, sand, crushed rock, soil mixtures, and recycled materials should be placed in horizontal lifts not exceeding 8 inches in loose thickness, and each lift should be thoroughly compacted with a mechanical compactor. Using the modified Proctor maximum dry density (ASTM:D -1557) as a standard, we recommend that structural fill used for various on -site applications be compacted to the following minimum densities: Fill Application 2H:1 V fill slope Slab/Footing subgrade Gravel drive subgrade (upper 1 foot) Gravel drive subgrade (below 1 foot) Minimum Compaction. 95 percent 95 95 percent 90 percent td SPRINT SPECTRUM, L.P. Project No.: 9704 -4120 May 28, 1997 Page 11 CLOSURE ...w..r . nr�l:'i i.tu•+w..1. ;.L.. !It.v.. +)r.Y RY: J.. +![C.:Cx', t,Sr ert rx .. 1!Yi';...Sht't•�%fia. i ^a 7; C .a'f::'s'rd >r.m,�;�.tn•.. , N , 7 4 , PSI (formerly Pe. ific Testing Laboratories) Engineers • Consultants • Scientists Subgrades and Testing: Regardless of location or material, all structural fill should be placed over firm, unyielding subgrade soils. We recommend that a PTL/PSI representative be retained to observe the condition of subgrade soils before fill placement begins, and to perform a series of in -place density tests during soil fill placement. In this way, the adequacy of soil compaction efforts may be evaluated as earthwork progresses. Fill Content: Soils used for structural fill should not contain individual particles greater than about 6 inches in diameter and should be free of organics, debris, and other deleterious materials. Given these prerequisites, the suitability of soils used for structural fill depends primarily on the grain -size distribution and moisture content of the soils when they are placed. When the "fines" content (that soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than about 2 percentage points above optimum. The use of "clean" soil is necessary for fill placement during wet - weather site work. Clean soils are defined as granular soils that have a fines content of less than 5 percent (by weight) based on the soil fraction passing the U.S. No. 4 Sieve. The conclusions and recommendations presented in this report are based, in part, on the explorations that we performed for this study. If variations in subsurface conditions are discovered during earthwork, we may need to modify this report. Because the future performance and integrity of the tower foundations will depend largely on proper initial site preparation, drainage, and construction procedures, monitoring by experienced geotechnical personnel should be considered an integral part of the construction process. We are available to provide geotechnical engineering services during the earthwork and foundation construction phases of the project. If variations in the subgrade conditions are observed at that time, we would be able to provide additional geotechnical recommendations, thus minimizing delays as the project develops. We are also available to review preliminary plans and specifications before construction begins, and to provide testing services for reinforced concrete and structural steel during construction. S ISM 164TH II! S ST SI S 150TH ST $ ISIST Sll 22 ,. d : Air St ST ' - 3.40 = ., • ..7.1 . Hcp DY1<I .... .:, a .... , Imo sl • Oil . ;•1 .t. :Ii.: "• al I V " •I' s Zgl 1144E11 I t 1ST .1 .1,47: , t 1.4'2.2....e" ' I 1. s's". 1 a. .. s, =.:, 4 ,"L'f• I s . apt, .... „, 1 • I " li)jPi` .„ .1:1 k • S itriro •••••?. ' ie l l .-. , 1 • i • 1.5 \\ •••,„ ‘r i 'll'i° 't , t , t5 ..., 4 S IS3R0 .1-. " SO/ -=•• ' — 1 t RC64 4 ,L ... 17 't;9 c '' • L a: 61 PO I7ST.. SITE cc I I 8 sourwpos PLAIAI 'Eck 26 . ccvAryina sr was rr 2 trer L ( C.IRPORATEL L3R7 I • R17 STELAMER " I BOO Jtco a scAr :Law ■•■•■ , VRIICTT S MN so II- Amor r , 4Seig I ' s.\t I- -L " 171m tn 14 4 1 4'17 S 1 SITas PACIFIC TESTING LABORATORIES 11824 North Creek Parkway N., #101 Bothell. WA 9011 206-435-4244 .41441 C OURS E .r L • 'P ' ‘.1 ee A • • •: I T L. n I •■• „ • I 4/ t FOSTER ' I i• I. .0,9 , I; flfl Golf - • )11 71 4 I. &XX RIVER • fORES \ , AA eil 0.44441 f 1 r 11. T ..... r, IS b C ILLaR1 i i :' f f II i r 7 -.91‘eig-CRI wr .1> -.. . fi . ;:e' - _ ..... ---PIZD 1. \ ‘ .- f s , r.--- \ „--\--- • ,,,- 6 . ; ---4*2-° ' 11 44- t -. 1 1 Vg IQN \I ., . GT ---,,, 4-, .. . \ , ■.?.; • t PA .V I • I I NI RENTON FIGURE 1-VICINITY MAP Location:12400 51" Place S.. Tukwila, Washington Certificate No. 9704-4120 Client: SPRINT SPECTRUM (SETA-008-07) Date: 5-6-97 :ORILLA - i 514 1 ST 33S sr abarr..nnr. PACIFIC TESTING LABORATORIES 11824 North Creek Parkway N., #101 , Bothell, WA 9011 206 -485- 32.14 .Ha Si FIGURE 2 -SITE & EXPLORATION PLAN Location:12400 51" Place S., Tukwila, Washington Certificate No. 9704 -4120 Client: SPRINT SPECTRUM (SETA - 008-07) Date: 5-6 -97 ',art SPRINT SPECTRUM, L.P. Project No 9704-4120 May 28, 1997 Page 12 APPENDIX A BORING LOG ^ 1r A EXLORAT I ON BOR I N6 LOG BORING LOG * B -1 PROJECT:Sprint Spectrum BSNF Intermodal Yard SETA - 008 -07 DRILLING DATE: Start :5 -2 -97 Finish:5 -2 -97 GROUNDWATER DEPTH (ft):18.0 GEOLOGIST:T. Peter BORING NO.:B -1 ELEVATION(ft):0 [LEY DEPTH SOIL SYMBOLS SAMPLER S'rt7BOLS AND FIELD TEST DATA — B — 5 — 12 — u —22 —25 —B0 Bortng Continues Water Chocked 5 -2 -97 15/6 9/6 1 - 5/ 22/6 Boring terminated at approx 18.0 feet. Wa oats ML' S`M ML $P 'gy CERTIFICATE NO. 9704 -4120 SCALECft /lnch):5 SOIL DESCRIPTION Asphaltic concrete Gravel base coarse Very stif #, moist, brown, sandy 8I0' with gravel (fill). Medium dense, moist, brown, silty SAND with gravel (fill). Loose, wet, dark gray, silty fine SRND. Medium stiff, saturated, gray -brown with rust mottling, fine sandy SILT. Loose, saturated, dark gray, fine to med SAND some silt. Auger filled w/ water to prevent heave. Med dense, saturated, dark gray, SAND trace silt. Blow counts likely overstated due to heave in sampler. PACIFIC TESTING LABORATORIES REMARKS becomes stiff becomes loose becomes saturated PID PPm WC • approx. 31.5 feet. Groundwater encountered at ter level in open boring at 1:30pm was at 11.0 feet Figure Number A- 1 .3}d".i11`.tF'ftr.9�� W11t'W'JnMUKMw•r�0 wro�w..wM.u.W w.ltl..+r.•^t W.vM'tta,aYiM�a1v4Y:.'s•.inxv aS[uHnl( +tY4•MA:ro. <MW l' VRCthY MP. �x •.f!'a.tCl:AwttnlTyflnS"_YYJ.itr WCIJ 1 iYitG EX -LORATION BORING = LOG BORING LOG * B -1 PROTECT:Sprint Spectrum BSNF Intermodal Yard SETA - 008 -07 DRILLING DATE: Start:5 -2 -97 CERTIFICATE NO. 9704 -4120 Finish:5 -2 -97 GROUNDWATER DEPTH (ft):18.2 GEOLOGIST:T. Peter BORING NO.:B -1 ELEVATION(ft) :0 SCALE(ft /lnch):5 SOIL SYMBOLS SAMPLER S 1HOLS AND FIELD TEST DATA F' Boring terminated at approx 18.0 feet. Wa SOIL DESCRIPTION approx. 31.5 feet. Groundwater encountered at ter level in open boring at 1:30pm was at 11.0 feet Figure Number A- 2 PACIFIC TESTING LABORATORIES REMARKS PID PP• we ;etc it.e y�; 6, Legend: Symbol: Description: Med dense, saturated, dark gray, SAND trace silt. Blow counts likely overstated due to heave In sampler. (� Standard penetration I ns s test. 140 lb. ham — j' mer dropped SO" Asphaltic concrete Medium stiff, saturated, gray —brown with rust mottling, fine sandy SILT. Loose, wet, dark gray, silty fine SAND. the boring caved Rig refusal rii71 end of boring Notes: Project No. 9704 -4120 r.,5 vfH..,.,v. ,, ,s..y,,,,y,,,v.. -auun,. art..lMnNlunnv, on..CTna e.kNA..gas,g,, tWTMfiU1R'1 w.ypvlYw,NyYtc!,p.,n,fn ,,,u,y. :.Y.'e'M1Tnmr,p ,,,,,.+..... *., V V V tiON .t + Symbol: Description: 1. Exploratory boring was drilled on May 2, 1997 using a 4 —inch diameter continuous flight power auger. 2. No free water was encountered at the time of drilling. PACIFIC TESTING LABORATORIES Gravel base coarse Water measured at time indicated Depth to which casing was installed S. Boring location was taped from existing features and elevations extrapolated from the final design schematic plan. 4. This log is subject to the limitations, conclusions, and recommendations in this report. 5. Results of tests conducted on samples recovered are reported on the logs. Abbreviations used are: DD - natural dry density (pcf) WC ■ natural moisture content (X) UC . Unconfined compression (psf) —200 percent passing 1200 sieve (X) SR Soil resistivity (ohm —cm) LL • Liquid limit PI • Plasticity Index pH • soil pH ( '.) SS • Soluable sulfates Figure Number A — 3 C:MMIINICP VALMONT INDUSTRIES, INC. WEST HIGHWAY 275 — P.O.. BOX 358 VALLEY, NEBRASKA 68064 PHONE: 1- 800 — VALMONT (825 -6668) ASSOC. STRUCTURAL ENGINEER: MIKE SEIDL EXT. 3757 ORDER ADMINISTRATOR: TAMMY HANSEN EXT. 3670 CLJ J L EXPIflE3 $ /6 /�$ RECEIVED CITY OF TUKWILA JUL 16 1997 OCT 1 3 1997 BECHTEL NATIONAL, INC. PERMIT CENTER VALMONT ORDER #15734 -97 SITE NAME: SETA - 008 -07 TUKWILA SITE NUMBER: SE03408 -6009 POLE HEIGHT: 80' D11 ALLOWANCE FACTORS TOTAL STRESS /PURE BENDING.... 0.000 1.038 AT BASE LEVEL 0.000 1.038 FOR 1ST SECTION 0.000 . 1.044.. FOR 2ND SECTION 0.000 1.050 FOR 3RD SECTION BY VALMONT. INDUSTRIES. FOR: HEIGHT (FT) 80.00 7240. CONNECTIONS BETWEEN SECTIONS HEIGHT TYPE OVERLAP LENGTH SECTION CHARACTERISTICS BASE DIAMETER (IN) TOP DIAMETER (IN) THICKNESS (IN) LENGTH WEIGHT (LBS) GOVERNING LOADING CASE HEIGHT (FT) RESULTANT MOMENT (IN -KIPS) SHEAR FORCE (LBS) VERTICAL FORCE (LBS) COMBINED STRESS (KSI) ALLOWABLE STRESS (KSI) ALLOWABLE /COMBINED STRESS TOTAL DEFLECTION (IN) CD C --4 CA) in A 5 POLE SHAFT WEIGHT (LBS) ** AT GROUNDLINE NOTE: BECHTEL NATIONAL 80' POLE, SITE: TUKWILA (SETA - 008 -07) /FIRST /. DESIGN SUMMARY (DOES NOT INCLUDE POLE TAPER (IN /FT) 0.2000 34.500 /SECOND/ 32.00' 60.00' LAP SPLICE LAP SPLICE, 55" 48" 34.500 ** 28.100 0.31250 32' 0" 3387. ANALYSIS /FIRST/ GROUND MAX. STRESS LINE 1ST SECTION LOD2 0.00 9088. 12220. 12984. 31.88 52.00 1.63 0.00 LOD2 0.00 9088. 12220. 12984. 31.88 52.00 1.63 0.00 * * *• SUMMARY * ** /SECOND/ 29.581 23.063 0.28125 32' 7" 2609. SUMMARY GROUND LINE DIAMETER (IN) MAX. STRESS 2ND SECTION LOD2 32.00 4742. 10053. 8509. 26.86 52.00 1.94 4.50 DIAMETERS ARE OUTSIDE, MEASURED ACROSS /THIRD/ 24.300 19.500 0.21875 24' 0" 1244. LOD2 60.00 1559. 8322. 5586. 17.00 52.00 3.06 15.57 THE FLATS EMBEDMENT) MAX. STRESS 3RD SECTION TOP DIAMETER . (IN) 19.500 POLE TOP LOD2 80.00 0. 0. 0. 0.00 52.00 999.99 26.41 SHAPE. 12 SIDED SYMMETRICAL POLYGON. DATE 07/02/97 VERSION CPL -01 BY VALMONT INDUSTRIES FOR BECHTEL NATIONAL 80' POLE, SITE: TUKWILA (SETA- 008 -07) DATE 07/02/97 * ** GROUNDLINE REACTIONS * ** FOR: 80.00 FOOT LOADING * * * * * * * * * * * * * * * * ** MOMENTS.(IN- KIPS) * * * * * * * * * * * * * * * ** AXIAL * * * * * * * * * * * * ** SHEAR ( LBS) * * * * * * * * * * * * *.- NOTES; CASE ABOUT ABOUT RESULTANT FORCE IN IN RESULTANT . IDENTIFIER X -AXIS Y- AXIS (X & Y) TORSIONAL (LBS). X- DIRECTION . Y- DIRECTION (X 6.Y)" .L0D1 6206 6206. 8777. -32. 9904: 8963. 8963.:, 12676.` C LOD2 6426. 6426. 9088. -37. 12984. 8641. 8641. 42220::. A. LOD3 2183.:, 2183. . 3087. -11. 9904. 3102. 3102. 4386. NOTE: POSITIVE AXIAL FORCE IS DOWNWARD. AXIAL FORCE INCLUDES THE WEIGHT OF THE ABOVE - GROUND PORTION OF THE POLE SHAFT TIMES THE APPROPRIATE OVERLOAD FACTOR, IN ADDITION TO THE CONCENTRATED VERTICAL LOADING. KEY TO THE SPECIAL NOTE ENTRIES A INDICATES LOAD CASE WITH MAXIMUM OVERTURNING MOMENT B INDICATES LOAD CASE WITH MAXIMUM AXIAL FORCE C INDICATES LOAD CASE WITH MAXIMUM RESULTANT SHEAR RECEIVED CITY OF TUKWILA OCT 1 3 1997 PERMIT CENTER BY VALMONT FOR; FOUNDATION ROTATION OF 0.50 DEGREES BECHTEL NATIONAL 80' .POLE, SITE TU(WILA. (SETA - 008- 07);`. DATE 07 /02/97- ** *.INPUT LOADS: * ** LOADING CASE ; LOD1 BASIC VELOCITY IS 85.00 M.P.H.; ICE THICKNESS 0.00 INCHES FORCE COEFFICIENT INCREASED TO ACCOUNT FOR PROJECTIONS (EIA NOTE #3) - MULTIPLIER IS 1.3, BUT RESULT NOT TO EXCEED 1.2 WIND ORIENTATION IS 45.0 DEGREES CLOCKWISE FROM -X- AXIS POLE WEIGHT OVERLOAD FACTOR IS 1.000 EXPOSURE: C GUST FACTOR 1.69 ARM LOCATION IS MEASURED CLOCKWISE FROM -X- AXIS POSITIVE -Y- AXIS IS 90 DEGREES CLOCKWISE FROM -X- AXIS ORIENTATION O S YSTEM : * * (LONGITUDINAL) * * (VERTICAL) .. +Y -AXIS * * +Z = AXIS ARM MOUNTING HEIGHT OF LOAD ARM LOCATION OF ARM HEIGHT APPLICATION POINT LENGTH IN XY PLANE FORCE -Y FORCE -X FORCE -Z EPA (FT) (FT) (FT) (DEGREES) (LBS) (LBS) (LBS) (SQ. FT.) 78.00 80.17 0.00 45.00 1337.36 1337.36 324.00 .' 46.8 78.00. 78.00 0.00 45.00 896.52 896.52 1008.00 31.6 70.00 72.17 0.00 45.00 1297.79 1297.79 324.00: 46.8 70.00 70.00 0.00. 45.00 869.23 869.23 1008.00 31.6 BY VALMONT INDUSTRIES FOR: ORIENTATION OF SYSTEM 07/02/97 C 5 33 n w s BECHTEL NATIONAL 80' POLE, SITE: ** *.INPUT LOADS * ** BASIC VELOCITY IS 74.00 M.P.H.; ICE THICKNESS 0.50 INCHES FORCE COEFFICIENT INCREASED TO ACCOUNT FOR PROJECTIONS (EIA NOTE #3) - MULTIPLIER IS 1.3, BUT RESULT NOT TO EXCEED 1.2 WIND ORIENTATION IS 45.0 DEGREES CLOCKWISE FROM -X- AXIS POLE WEIGHT OVERLOAD FACTOR IS 1.000 EXPOSURE: C GUST FACTOR 1.69 ARM LOCATION IS MEASURED CLOCKWISE FROM -X- AXIS POSITIVE -Y- AXIS IS 90 DEGREES CLOCKWISE FROM -X- AXIS + * * * * * *...+X -AXIS * * (TRANSVERSE) * * *. * (LONGITUDINAL) *' * (VERTICAL) +Y -AXIS * * +Z -AXIS FOUNDATION ROTATION OF 0.50 DEGREES ARM MOUNTING HEIGHT OF LOAD ARM LOCATION OF ARM HEIGHT APPLICATION POINT LENGTH IN XY PLANE FORCE -Y FORCE -X FORCE -Z EPA (FT) (FT) (FT) (DEGREES) (LBS) (LBS) (LBS) (SQ. FT.) 78.00 80.17 0.00 45.00 1634.78 1634.79. 900,.00 75.5 78.00 78.00 0.00 45.00 932.21 932.21 1236.00 43.4 70.00 72.17 0.00 45.00 1586.41 1586.41 900.00 75.5 70.00 70.00 0.00 45.00 903.83 903.83 1236.00 rBY VALMONT INDUSTRIES` FOR .BECHTEL NATIONAL 80' POLE, SITE:. TUKWILA..(SETA- 008 -07). LOADING CASE .. LOD3 BASIC VELOCITY IS 50.00 M.P.H.; ICE THICKNESS 0.00 INCHES FORCE COEFFICIENT INCREASED TO ACCOUNT FOR PROJECTIONS (EIA NOTE #3) - MULTIPLIER IS 1.3, BUT RESULT NOT TO EXCEED 1.2 WIND ORIENTATION IS 45.0 DEGREES CLOCKWISE FROM -X- AXIS POLE WEIGHT OVERLOAD FACTOR IS 1.000 EXPOSURE: C GUST FACTOR .1.69 ARM LOCATION IS MEASURED CLOCKWISE FROM -X- AXIS POSITIVE -Y- AXIS IS 90 DEGREES CLOCKWISE FROM -X- AXIS FOUNDATION ROTATION OF 0.50 DEGREES ARM MOUNTING . HEIGHT (FT) 78.00 78.00 70.00 70.00 HEIGHT OF LOAD APPLICATION POINT (FT) 80.17 78.00 72.17 70.00 INPUT LOADS * ** ARM LOCATION OF ARM . LENGTH . IN XY PLANE FORCE -Y (FT).. (DEGREES) (LBS) 0.00' 0.00 0.00 0.00 45.00 45.00 45.00 45.00 462.75 310.21 449.06 300.77 FORCE -X FORCE -Z (LBS) (LBS) '462.76 324.00 EPA:. (SQ• FT.) 310.21 1008.00 31.6 449.06 324.00 46.8 300.77 1008.00 31:6 CONNECTION ^: LOCATIONS BASE SEC BASE SEC: TOP :ARM ARM • TOP BECHTEL NATIONAL 80' POLE, SITE TUKWILA (SETA- 008 -07) DATE 07 /02/97 * ** PROPERTIES * * D/T W/T MOMENTS OF ACROSS ACROSS INERTIA AREA FLATS FLATS •(IN4) 5152. 34.35 4713. 33.34'. • 4299. . 32.34 3911. ' 31:33 3547. 30.33 3206. 29.33 3050. 28.84' 2887. 28.32 2653. 25.66 2488.' . 25.12 2229.. 24.22 1988. 23.31. 1766. 22.41.. 1561. 21.50 . 1522. 21.32 1139. 16.37 998. 15.67 870. 14.97 870. 14.97 753. 14'.26 688. 13,84 13.84 647. 13.56 DIAMETER ACROSS HEIGHT FLATS (FEET) (IN) 0.00 34.500 5.00 33:500 10.00 32.500 15.00 31.500 20.00 30.500 25.00 29.500 27.41 29.019 30.00 28.500 32.00 28.663 35.00 28.063 40.00 27.063 45.00 26.063 50.00 25.063 55.00 24.063 56.00 23.863 60.00 23.500 65.00 22.500 70.00 21.500 70.00 21.500 75.00 20.500 78.00 19.900 78.00 19.900 80.00 19.500 WALL THK. (IN) 0.3125 0.3125 0.3125 0.3125 0.3125 0.3125 0.3125 0.3125 0.2812 0.2812 0.2812 0.2812 0.2812 0.2812 0.2812 0.2188 0.2188 0.2188 0.2188 0.2188 0.2188 0.2188 0.2188 110.4 107.2 104.0 100.8 97.6 94.4 92.9 91.2 101.9 99.8 96.2 92.7 89.1 85.6 84.8 107.4 102.9 98.3 98.3 93.7 91.0 91.0 89.1 27.33 26.47 25.61 24.76 23.90 23.04 22.63 22.18 24.86 24.29 23.34 22.39 21.43 20.48 20.29 26.10 24.88 23.65 23.65 22.43 21.69 21.69 21.20 BY VALMONT INDUSTRIES FOR LOADING CASE LOD1 'HEIGHT, BECHTEL NATIONAL 80' POLE, SITE: TUKWILA (SETA- 008 -07) REACTIONS * ** MOMENTS LOAD SHEAR TOTAL 9904 AXIS (IN- KIPS) * * *. • DEFL TOTAL ABOUT -Y- AXIS ,(IN -KIPS) * ** WIND DEFL TOTAL 0.00 3999: 2097. 110. 6206. 3999. 2097. 110. 6206. 5.00 3735. 1833. 106. 5674. 3735. 1833. 106. 5674. 10.00 '. 3471. 1589. 101. 5161. 3471. 1589. 101. 5161. 15.00 ' 3207. 1364. 94. 4665. 3207: 1364. 94. 4665. 20.00 2943. 1157. 87. 4188. 2943. 1157. 87. 4188. 25.00 2679. 969. 79. 3727. 2679. 969. 79. 3727. 27.41 2552. 8 76. 3512. 2552. 884. 76. 3512. 30.00 2415. 798. 71. 3284. 2415. 798. 71. 3284. 32.00 2309. 734. 68. 3111. 2309. 734. 68. 3111. 35.00 2151. 643. 63. 2857. 2151. 643. 63. 2857. 40.00 1887. 506. 55. 2448. 1887. 506. 55. 2448. 45.00 1623. 385. 46. 2054. 1623. 385. 46. 2054. 50.00 1359. 281. 38. 1678. 1359. 281. 38. 1678. 55.00 1095. 194. 30. 1319. 1095. 194. 30. 1319. 56.00 1042. 179., 28. 1249. 1042. 179. 28. 1249. 60.00 831. 123. .: 22. 976. 831. 123. 22. 976. 65.00 ' 567. 69. 15. 650. 567. 69. 15. 650. 70.00 303. 30. 8. 341. 303. 30: 8. 341. 70.00 303. 30. 8. ' 341. 303. '30. '.8. 341. 75.00 125. 7. 3. . 135. '125. 7. 3. 135. 78.00. 44. 1. 1. 46. 44. 1. 1. 46. 78.00 44. 1. 1. . 46. 44. 1. 1. 46. 80.00 0. ' 0. 0. 0. 0. 0. 0.. 0. FORCE AT BASE (LB) = 12676. VERTICAL FORCE. AT' BASE (LB) DATE.. 07/02/97 BY VALMONT. INDUSTRIES FOR: BECHTEL NATIONAL 80' POLE, SITE TUKWILA (SETA- 008 -07) LOADING CASE LOD1 * ** DEFLECTIONS AND STRESSES ** * * * * * * * * * * * * * * ** DEFLECTIONS WITHOUT WITH SECONDARY MOMENTS ALLOWABLE SECONDARY ROTATION * * * * * * * * * ** APPLIED STRESSES (KSI) * * * * * * * * * ** ALLOWABLE DIVIDED BY HEIGHT MOMENTS X -DIR. Y -DIR. TOTAL (DEGREES) BENDING AXIAL TORSION SHEAR COMBINED STRESS COMBINED 0.00. 0.0 0.0 0.0 0.0 0.00 30.43 0.29 -0.07 0.75 30.72 52.00 1.693 5.00 0.1 0.1 0.1 0.1 0.20 29.53 0.28 -0.07 0.74 29.81 52.00 . 1.744 10.00 0.4 0.3 0.3 0.4 0.40 28.56 0.27 -0.07 0.73 28.83 52.00 1.804 15.00 0.9 0.7 . 0.7 1.0 0.60 27.51 0.26 -0.08 0.73 27.77 52.00 1.872 20.00 1.7 1.2 1.2 1.7 0.80 26.36 0.25 -0.08 0.73 26.62 52.00 1.953 25.00 2.6 1.9 1.9 2.6 .. 1.00 25.11 0.25 -0.09 0.72 25.36 52.00 2.051 27.41 3.1 ' 2.2 2.2 3.2 1.09 24.46 0.24 -0.09 0.72 24.70 52.00 ' 2.105 30.00 3.7 2.7 2.7 3.8 1.19 23.73 0.24 -0.10 0.72 23.97 52.00 2.170 32.00 4.2 ' 3.0 3.0 4.3 1.27 24.61 0.24 -0.11 0.78 24.85 52.00 .2.093 35.00 5:0 3.6 3.6 5.1 1.39 23.59 0.23 -0.11 0.78 23.83 52.00 2.182 40.00 6.5 4.7 4.7 6.7 1.57 21.76 0.22 -0:12 0.77 21.98 52.00 2.366 45.00 8.3 6.0 6.0 8.4 1.75 19.71 . 0.22 -0.13 0.77 19.93 52.00 2.609 50.00 10.1 7.3 7.3 10.3 1.92 17.44 0.21 -0.14 0.77 17.65 52.00 2.947 55.00 12.2 8.8 8.8 12.4 2.07 14.88 0.20 -0.15 0.76 15.08 52.00 3.447 56.00 12.6 9.1 9.1 12.9 2.10 14.34 0.20 -0.15 0.76 14.54 52.00 3.577 60.00 14.4 10.4 10.4 14.7 2.21 14.74 0.22 -0.20 0.95 14.97 52.00. 3.474 65.00 16.7 12.1 12.1 17.1 2.34 10.72 0.22 -0.22 0.94 10.95 52.00 4.749 70.00 19.1 13.8 • 13.8 19.6 2.42 6.16 0,21 -0.24 0.94 6.39 52.00 8.143 70.00 19.1 13.8 13.8 19.6 2.42 6.16 0.21 -0.24 0.94 6.39 , 52.00. 8.143 75.00 21.7 15.6 15.6 22.1 2.47 2.69 0.11 -0.13 0.50 2.80 52.00 ' 18.544 78.00 23.2 16.7 16.7 23.7 2.48 0.97 0.10 -0.14 0.48 1.10 52.00 47.116 78.00 23.2 16.7 16.7 23.7 2.48 0.97 . 0.10 , -0.14 0.48 1.10 52.00 47.116 80.00 24.2 17.5 17.5 24.7 2.49 0.00 0.00 0.00 0.00 0.00 52.00 99.990 BY VALMONT INDUSTRIES FOR BECHTEL NATIONAL 80' POLE, SITE TUKWILA (SETA - 008 -07) DATE 07/02/97 LOADING CASE LOD2. * ** REACTIONS * ** SHEAR FORCE AT BASE (LB) = 12220. TOTAL VERTICAL. FORCE. AT BASE (LB) = . 12984 * ** MOMENTS ABOUT -Y- AXIS (IN -KIPS) * ** HEIGHT LOAD. WIND.. DEFL TOTAL 4610. 4306. 4003. 3699. 3396. 3092. 2946. 2789. 2668. 2486. 2182. 1879. 1575. 1272. 1211. 968. 665. 362. 362. 150. 58. 58. 0. 1653. 1445. 1253. 1076. 914. 765. 699. 630. 580. 509. 400. 305. 223. 154. 142. 98. 54. 24. 24. 6. 1. 1. 0. 164. 158: 151. 142. .133. 122. 116. 110. 106. 98. 86. 74. 61.. 49. 46. 36. 24. 13. 13. 4. 1. 1. 0. 6426. 5910. 5407. 4918. 4442. 3980. 3762. 3530. 3353. 3093. 2669. 2258. 1859. 1474. 1399. 1102. 744. 3 399. 160. 60. 60. 0. * ** MOMENTS. ABOUT -X- AXIS (IN- KIPS) * ** LOAD. WIND DEFL' 0.00 4610. 1653. 164. 6426. 5.00 4306. 1445. 158. 5910. 10.00 4003. 1253. 151. 5407. 15.00 • 3699. 142. 4918. 20.00 3396. 914. 133. 4442. 25.00 3092. 765. 122. . 3980. 27.41 2946. 699.. 116. 3762. 30.00 2789. 630. 110. . 3530. 32.00 '2668. 580. 106. 3353. 35.00. 2486. 509. 98. 3093. 40.00 2182. 400. 86. 2669. 45.00 1879. 305. 74. 2258. 50.00 1575. 223., 61. 1859. 55.00 1272. 154. 49. 1474. 56.00 1211.. 142. 46. 1399. 60.00 968. 98. . 36. 1102. 65.00 ' 665. 54. 24. 744. 70.00 362. 24. 13. 399. 70.00 362. 24. 13. 399. 75.00 150. 6. 4. 160. 78.00 58. 1. 1. 60. 78.00 58. 1. 1. 60. 80.00 0. 0. 0. 0. BY VALMONT INDUSTRIES FOR: LOADING CASE LOD2 ** * ** * * * * * * * ** ** DEFLECTIONS * * * * * * * * * * * * * * ** WITHOUT WITH SECONDARY MOMENTS SECONDARY ROTATION HEIGHT MOMENTS X -DIR. Y -DIR. TOTAL (DEGREES) 0.00 5.00 10.00 15.00 20.00 25.00 27.41 30.00 32.00 35.00 40.00 45.00. 50.00 55.00 56.00 60.00 65.00 70.00 70.00 75.00 78.00 78.00 80.00 0.0 0.1 0.4 1.0 1.7 2.7 3.2 3.8 4.4 5.2 6.8 8.6 10.6 12.8 13.2 15.1 17.6 20.2 20.2 22.9 24.5 24.5 25.6 m w gl m _ V 0.0 0.1 0.3 0.7 1.2 1.9 2.3 2.8 3.2 3.8 5.0 6.3 7.7 9.3 9.6 11.0 12.8 14.7 14.7 16.7 17.9 17.9 18.7 0.0 0.1 0.3 0.7 1.2 1.9 2.3 2.8 3.2 3.8 5.0 6.3 7.7 9.3 9.6 11.0 12.8 14.7 14.7 16.7 17.9 17.9 18.7 BECHTEL NATIONAL 80' POLE, SITE: TUKWILA (SETA- 008 -07) 0.0 0.1 0.4 1.0 1.8 2.8 3.3 4.0 4.5 5.4 7.0 8.9 10.9 13.2 13.6 15.6 18.1 20.8 20.8 23.6 25.3 25.3 26.4 * ** DEFLECTIONS AND STRESSES ** 0.00 0.21 0.42 0.63 0.84 1.05 1.15 1.26 1.34 1.47 1.67 1.87 2.05 2.22 2.25 2.38 2.52 2.62 2.62 2.68 2.69 2.69 2.69 DATE 07/02/97 ALLOWABLE * * * * * * * * * ** APPLIED STRESSES (KSI) * * * * * * * * * ** ALLOWABLE. DIVIDED BY BENDING AXIAL TORSION SHEAR COMBINED STRESS ' . COMBINED 31.50 0.38 -0.08 0.72 31.88 52.00 1.631 30.75 0.37 -0.08 0.72 31.12 52.00 1.671 29.92 0.36 -0.09 0.72 30.28 52.00 1.717 29.00 0.35 -0.09 0.72 29.35 52.00 1.772 27.97 0.34 -0.10 0.72 28.31 52.00 .1.837 26.81 0.33 -0.10 0.72 27.14 52.00 1.916 26.20 0.33 -0.11 0.73 26.53 52.00 1.960 25.51 0.32 -0.11 0.73 25.83 52.00 2.013 26.53 0.33 -0.12 0.79 26.86 52.00 1.936 25.54 0.33 -0.13 0.79 25.87 52.00 2.010 23.72 0.32 -0.14 0.80 24.04 52.00 2.163 21.66 0.31 -0.15 0.80 21.97 52.00 2.367 19.32 0.30 -0.16 0.81 19.62 52.00 2.650 16.64 0.29 -0.17 0.81 16.93 52.00 3.071 16.06 0.29 -0.18 0.81 16.35 52.00 3.180 16.65 0.34 -0.23 1.03 17.00 52.00 3.059 12.27 0.33 -0.25 1.04 12.62 52.00 4.122 7.21 0.33 -0.28 1.04 7.55 52.00 6.884 7.21 0.33 -0.28 1.04 7.55 52.00 6.884 3.20 0.17 -0.15 0.55 3.38 52.00 . 15.397 1.26 0.16 -0.16 0.55 1.45 52.00 35.822 1.26 0.16 -0.16 0.55 1.45 52.00 35.822 0.00 0.00 0.00 0.00 0.00 52.00 99.990 BY VALMONT INDUSTRIES FOR BECHTEL NATIONAL 80' POLE, SITE TUKWILA(SETA- 008 -07), DATE 07/02/97 LOADING CASE LOD3 * ** REACTIONS * ** SHEAR FORCE. AT BASE (LB) = 4386 TOTAL VERTICAL FORCE AT BASE (LB). _ 9904. *** MOMENTS ABOUT -X- AXIS (IN- KIPS) * ** * ** MOMENTS ABOUT -Y- AXIS (IN -KIPS) * ** HEIGHT LOAD WIND. DEFL TOTAL LOAD WIND DEFL TOTAL 0.00 1397. 725. 61. 2183. 1397. 725. 61. 2183. 5.00 1305. 634. 57. 1996. 1305 r 639. 57. 1996. 10.00 1214. 550. 53. 1816. 1219. 550. 53. 1816. 15.00 1122. 472. 98. 1693. 1122. 972: 48. 1643. 20.00 1031. 401. 44. 1976. . 1031., 401. 44. 1476. 25:00 990... 335. 39. 1315. 990. 335. 39. 1315: 27.91. 896. 306 37 1239. 896. 306. 37 1239: 30.00 848.' 276. 35. 1159 898. 276. 35. 1159. 32.00 254. 33. 1099. 812. 259. 33. 1099. 35.00 757. 223. 31. 1010. 757. 223: 31. 1010. 40.00 666... 175. 26. 867: 666.', 175. 26. 867. 45.00 574. 133. 22. 730. 574. 133. 22. 730. 50.00 483. 97. 18. 598. 483. 97. 18. 598. 55.00 . 392. 67. 14. 473. 392. 67. 14. 473. 56.00 373. 62. 13. 448. 373. 62. 13. 448. 60.00 300. 43. 10:: 353. 300. 43. 10. 353. 65.00 - 209. 24. 7. 239. 209. 24. 7. 239. 70.00 117. 10. 4. 131. 117. 10. 4. 131. 70.00 117. 10. 4. 131. 117. 10. 4. 131. 75.00 49.; 3. 53. 49. 3. 1. 53. 78.00 21. 0. 0. 22. 21. 0. 0. 22. 78.00. 21. 0. 0. 22. 21. 0. 0. 22. 80.00 O. 0. 0. 0. 0. 0. "0. 0. m n n - I 0 r-1 cio i 6 al v co DATE 07 /02/97 BY VALMONT INDUSTRIES FOR: BECHTEL NATIONAL 80' POLE, SITE: TUKWILA (SETA- 008 -07) LOADING CASE LOD3 * ** DEFLECTIONS AND STRESSES ** * * * * * * * * * * * * * * ** DEFLECTIONS WITHOUT WITH SECONDARY MOMENTS ALLOWABLE SECONDARY ROTATION * * * * * * * * * ** APPLIED STRESSES (KSI) * * * * * * * * * ** ALLOWABLE DIVIDED BY HEIGHT MOMENTS X -DIR. Y -DIR. TOTAL (DEGREES) B NDING AXIAL TORSION SHEAR COMBINED STRESS COMBINED 0.00 0.0 0.0 0.0 0.0 0.00 1 .70 0.29 -0.02 0.26 10.99 52.00 4.732 5.00 0.0 0.0 0.0 0.0 0.07 1 .39 0.28 -0.02 0.26 10.67 52.00 4.874 10.00 0.1 0.1 0.1 0.1 0.14 1 .05 0.27 -0.03 0.25 10.32 .52.00 5.037 15.00 0.3 0.2 0.2 0.3 0.21 .69 0.26 -0.03 0.25 9.95 52.00 5.226 20.00 0.6 0.4 0.4 0.6 0.28 .29 0.25 -0.03 0.25 9.54 52.00 5.448 25.00 0.9 0.7 0.7 0.9 0.35 .86 0.25 -0.03 0.25 9.10 52.00 5.714 27.41 1.1 0.8 0.8 1.1 0.38 .63 0.24 -0.03 0.25 8.87 52.00 5.861 30.00 1.3 0.9 0.9 1.3 0.42 .38 0.24 -0.03 0.25 8.61 52.00 6.036 32.00 1.5 1.1 1.1 1.5 0.45 .69 0.24 -0.04 0.27 8.93 52.00 5.822 35.00 1.8 1.3 1.3 1.8 0.49 .34 0.23 -0.04 0.27 8.57 52.00 6.064 40.00 2.3 1.7 1.7 2.4 0.56 .71 0.22 -0.04 0.27 7.93 52.00 6.556 45.00 2.9 2.1 2.1 3.0 0.62 .00. 0.22 -0.04 0.27 7.22 52.00 7.204 50.00 3.5, 2.6 2.6 3.6 0.68 .22 0.21 -0.05 0.26 6.42 52.00 8.095 55.00 4.3 3.1 3.1 4.4 0.73 .34 0.20 -0.05 0.26 5.53 52.00 9.395 56.00 4.4 3.2 3.2 4.5 0.74 .15 0.20 -0.05 0.26 5.34 52.00 9.730 60.00 5.0 3.7 3.7 5.2 0.78 .33 0.22 -0.07 0.33 5.56 52.00 9.353 65.00 5.8 4.3 4.3 6.0 0.83 .95 0.22 -0.08 0.33 4.17 52.00 12.470 70.00 6.7 4.9 4.9 6.9 0.86 .38 0.21 -0.08 0.32 2.59 52.00 20.047 70.00 6.7 4.9 4.9 6.9 0.86 .38 0.21 -0.08 0.32 2.59 52.00 20.047 75.00 7.6 5.5 5.5 7.8 0.88 .06 0.11 -0.05 0.17 1.17 52.00 44.445 78.00 8.1 5.9 5.9 8.4 0.88 .47 0.10 -0.05 0.17 0.58 52.00 90.053 78.00 8.1 5.9 5.9 8.4 0.88 .47 0.10 -0.05 0.17 0.58 52.00 90.053 80.00 8.5 6.2 6.2 8.7 0.89 .00 0.00 0.00 0.00 0.00 52.00 99.990 BY VALMONT INDUSTRIES. FOR: BECHTEL NATIONAL 80' POLE, SITE: TUKWILA (SETA- 008 -07) * ** ANCHORAGE * ** VERSION CPL -14 NUMBER OF BOLTS: DIAMETER (IN.) MAXIMUM BOLT FORCE (LB.), A615 109250. STEEL SPECIF. BOLT NO. X -COORD Y -COORD 1 21.109 0.000 3 0.000 21.109 MAX. BOLT CIRCLE = 42.22 IN. DRAWING NUMBER TOP WIDTH (IN.) 12.92 STEEL SPECIF. A -633 2.250 OVERALL LENGTH (IN.) POL6 -98 48.22 * ** ANCHOR BOLT CHARACTERISTICS GOVERNED BY LOADING CASE LOD2 * ** LENGTH (IN.) 120. 1454. BOLTS, TEMPLATES MAXIMUM STRESS (PSI) 33625. WEIGHT (LB.) ALLOWABLE STRESS (PSI) 60000. ' * ** BOLT COORDINATES AND FORCES * ** MAX TENSION -LB MAX FORCE -LB 74481. ' 77727. 74481. 77727. * ** BASE PLATE CHARACTERISTICS GOVERNED BY LOADING CASE LOD2 BENDING STRESS (PSI) 34565. OVERALL WIDTH (IN.) 48.22 POLE DIAM. CRITICAL (MAJOR DIAM.) FAILURE MODE (IN.) 34.50 ALLOWABLE STRESS (PSI) TEMPLATE DIAMETER = 48.22 IN. 48000. ** LOADS AT POLE BASE * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** LOADING CASE IDENTIFICATION LOD1 LOD2 MOMENT ABT. X -AXIS (IN -KIPS) 6206. 6426. MOMENT ABT. Y -AXIS (IN -KIPS) 6206. 6426. SHEAR FORCE (LB.) 12676. 12220. VERVE@RCE (LB.) 9904. 12984. CITY OF TUKWILA OCT 1 3 1997 PgRMIT CENTER * * * THICKNESS (IN.) 2.0000 2 SHIPPED AS LOADING LOD3 2183. 2183. 4386. 9904. STRESS. AREA ' (SQ. IN.) 3.250 PROJECTION LENGTH (IN.) ACTUAL WEIGHT (LB.) 945. TOTAL LENGTH OF FAIL MODE LINE (IN.) 63.49 SAFETY FACTOR 1.78 * ** GALVANIZED LENGTH (IN.) 9.00 18.00 4.5- UNC -2A ACTUAL BOND STRESS (PSI) 136.4 233.8 BOLT NO. X -COORD Y -COORD MAX TENSION -LB MAX FORCE -LB 2 14.926 14.926 106004. 109250. RAW MATERIAL WEIGHT (LB.) 1317. EFFECTIVE LENGTH (IN.) 41.45 DATE 07/02/97 THREAD SIZE ALLOWABLE BOND STRESS (PSI) SIDE LENGTH (IN.) ]MAX CRITERION - ]MOMENT ABT. X ]MOMENT ABT. Y ]RES. MOMENT )SHEAR FORCE ]BOLT FORCE ]BOLT TENSION 12.92 TOTAL MOMENT ALONG FAIL LINE (IN. -LB.) 955147. MAX. VERTICAL SHEAR STRESS (PSI) 5065. CASES************************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** LOAD CASE LOD2 LOD2 LOD2 LOD1 LOD2 LOD2 City of Tukwila Department of Community Development December 20, 1999 Martin Garthwaite The Walter Group 120 Lakeside Avenue, Suite 310 Seattle, WA 98122 RE: Permit Status D97 -0256 12400 — 51s` Place S Dear Mr. Garthwaite: In reviewing our current permit files, it appears that your permit for installation of an unmanned wireless communication facility and monopole tower issued on December 16, 1997 has not received a final inspection as of the date of this letter by the City of Tukwila Building Division. Per the Uniform Building Code and /or Uniform Mechanical Code, every permit issued by the building official under the provision 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, 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, if a final inspection is not called for within ten (10) business days from the date of this letter, the Permit Center will close your file and the work completed to date will be considered non - complying and not in conformance with the Uniform Building Code and /or Mechanical Code. Please contact the Permit Center at (206)431 -3670 if you wish to schedule a final inspection. Thank you for your cooperation in this matter. Sincerely, RA 4v-- Brenda Holt Permit Coordinator Xc: Permit File No. D97 -0256 Duane Griffin, Building Official John W. Rants, Mayor Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 4313665 City of Tukwila Department of Public Works TO: ' Permit Center FROM: Public Works Engineering DATE: ' November 19, 1997 SUBJECT: Sprint Spectrum 12400 51 Place South Project No.: P97 -0044 Permit No.: D97 -0256 Contact Person: Don Norwood Phone: (206) 324 -4800 JJS /jh THE FOLLOWING PUBLIC WORKS PERMITS HAVE BEEN APPROVED FOR ISSUANCE IN ACCORDANCE WITH THE PLANS APPROVED ON NOVEMBER 19, 1997: Storm Drainage LAND ALTE:Rit NOTIFICATION OF UTILITY PERMIT ACTION PERMIT FEE $25.00 i s.00 - f�TPd . `H 4 p a o Two copies of the confirmed Utility Permit Application and approved plans are attached for inclusion in the permit file. CF: Development File (with copy of application and plans) PW Utilities Inspector (with copy of application and plans) Finance Department (with copy of application) Ross A. Eamst, P. E, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433.0179 • Fax (206) 4313665 • NOV 03 '97 10 :57AM TUKWILA DCD /PW SUBMITTED TO: CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 88188 Telephone: (206) 431 -3670 DATE: 11 /4/1 - 7 - PROJECT NAME: PROJECT ADDRESS:_ LJork_,t (3 AAA) an..) s U 1 v;a "ax&1 $ sc ss:n� w Vo . SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. �sP• FXiXH.'W04T24e','A MXPR'rf7A*IMMns Moro+ anew P.4 RECEIVED CITY OF TUKWILA NOV 0 6 1997 PERMIT CENTER REVISION SUBMITTAL PLAN CHECK/PERMIT NUMBER: _ TOM *MSG, CONTACT PERSON: llt.eT: � L4 . t PHONE: 3'2- - 0748 REVISION SUMMARY: JVai S _ aill 4 aies> _ Gonco r,.s ! 6e 1 3 .: C M ai'Cr Y1 R 5(0 a exi . 'Mmet CITY USE ONLY 3/19/96 November 3, 1997 Mr. Martin Spencer Garthwaite The Walter Group 120 Lakeside Avenue, Suite #310 Seattle, Washington 98122 Dear Mr. Garthwaite: City of Tukwila Department of Community Development Steve Lancaster, Director SUBJECT: CORRECTION LETTER #1 Development Permit Application Number D97 -0256 Sprint Spectrum 12400 51 P1 S This letter is to inform you of corrections that must be addressed before your application for development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed review comments from the Public Works Department. At this time the Building Division, Fire Department and Planning Division have no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a Revision 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 the City of Tukwila Permit Center at (206) 431 -3672. Sincerely, Kelcie J. Peterson Permit Coordinator Enclosures File: D97 -0256 John W. Rants, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 431.3665 City of Tukwila Department of Public Works PUBLIC WORKS DEPARTMENT COMMENTS DATE: October 21,1997 PROJECT NAME: Sprint Spectrum PERMIT NO.: D97 -0256 1 PLAN REVIEWER: Contact Joanna Spencer at (206) 433 -0179, if you have any questions regarding the following comments. 1) Specify the following for the proposed culvert: pipe material (ADS N -12, concrete); pipe bedding, backfill material (95% compaction); and slope of pipe. This information shall be presented on the site plan. if Ross A. Earnst, P. E., Director 2) Show cross - section of the proposed 5' x 5' rip -rap pad. Why is rip -rap not scheduled to be extended all the way to the existing pipe? 3) Show approximate location of the existing timber piles with note addressing removal of the existing timber and reinstating the drainage ditch/ drainage swale. 4) Please note that the site plan shall be prepared by a licensed engineer. The stamp and signature of the engineer that prepared the plans shall be present oh civil plan sheet. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433.0179 • Fax (206) 431.3665 • } ,4 :Fire Department Review Control #D97-0256 Sprint PCS - 12400 51st Place South Yours truly, The Tukwila Fire Prevention Bureau cc: .TFD ifle ncd October 16, 1997 John W. Rants, Mayor Thomas P. Keefe, Fire Chief Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: Installation of an LPG tank in excess of 125 gallons requires a permit from the fire department and compliance with 'the provisions of article 82 of the Uniform Fire Code, 1994 edition. Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 57$4404 • Fax (206) 575-4439 • 14 REVISION SUBMITTAL DATE: (v/I3 f 9� PLAN CHECK/PERMIT NUMBER: -7 ' asco PROJECT NAME: PROJECT ADDRESS: CONTACT PERSON: REVISION SUMMARY: Z seAs p e � Aa r ra.,,,: , n 0 l , 1 Pas ;5- At o q se.4s 0P 19 � r�.: � p (ay.s ` .1( s; ac) , ree (ac..e. e sI'; �i� J J �n :i �Ib...s " 'C 1 I : 1 I6,1Lb PIJ,n . f �c r (16, aL SG I 6p. TL. Ie.5 51%i eS 4e., elf Ast, q,. +, SHEET NUMBER(S) Al( .a e,, , - `'-^p- Li 5keik "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED Bldg. CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 nil+ PCS 19- -1oc Pt 5 PHONE: l.d(cMla�bns � /r Da- Planning RECE OI Y OF TU PERMIT CENTER Fire 324. agog . Atv ftvutts 2, SI, EI C2 L3, Eli CITY USE ONLY Public Works 3/19/96 REVISION SUBMITTAL DATE: c i(I 741 ?-• • CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 PLAN CHECK/PERMIT NUMBER: •D 17- 0 ?-5 - 6 PROJECT NAME: SQr P .s { a a.„a,., � �s � : �. I „r. /30C /f,".c., T,,.;I 3 U art) r � yC< S qw PROJECT ADDRESS: I -' 1. Ca CONTACT PERSON: ! N:V1, \ PHONE: 32.5% O?Q '' REVISION SUMMARY: AJ) 1- A..<I5«ai P1`(a,5 <l• Jo' 4, Lrv, 4-,,k ?t1O InCJ`'�2 }e ,„ C L� f" / r \ O /u' f't'.Pfti2 J 6� P 11,5 LL I 1j 1 1 Q { rt I • 1 rL ( 4 4. ( p / / lU��:-i IL�.a+X: '�c��.T'�'tl 10 t'1�,,! 'IJQ��'.( � '-CS �n S�1''�..��.� �{Mr '- ,D� r - ' 1 / �0'' J J J I r Bldg. Planning SHEET NUMBER(S) L_ I "Cloud" or highlight all areas of revisions and date revisions. Fire SUBMITTED TO: yv.-0CC G S5 � ^��tcL o 4W-,-.3r fn I X L - 1 f F1 v..14 O S i Gj a T -A-tk ;� t/ � ( (� f I i (� r // ( � roo - I . �I 5.0 1ariJs r i v,.. .s�f l ,Lt, r�.{�1� i 1t,�w v21 a�"' u?; l ■tom, ft 1 z) 4 l„41hi vP gC'vSS REGEIV CITY OF ILA 5 6 Public Works CENTER RECEIVED CITY OF TUKWILA SEP 1 71997 PERMIT CENTER CITY USE ONLY 3/19/96 July 31, 1997 Dear Mr. Norwood: City of Tukwila Department of Community Development Steve Lancaster, Director Mr. Don Norwood Fraley /Stricker Architects, PS 202 Lake Washington Boulevard Seattle, Washington 98122 SUBJECT: LETTER OF INCOMPLETE APPLICATION Development Permit Application Number D97 -0256 Sprint Spectrum 12400 51 PI S nrona r .y.vrwyw,rawgrm".Ya?0 :11..V.Pts Jr01.. ”.1.<XtnvzC N4R 111.` NATEE 'tt:r,SkrfVeig,R^.A*Vii.V.V.PrOP tatVrit ,I5 it4..« f.,' ANI!?'NmPW' John W. Rants, Mayor This letter is to inform you that your permit application received at the City of Tukwila Permit Center on July 30, 1997, was determined to be incomplete. Before your permit application can begin the plan review process the following requirements from the Building Division and the Planning Division must be met. Building Division: Contact Bob Benedicto, Sr. Plans Examiner, at 431 -3676 if you have any questions regarding the following comments. 1. Structural calculations and design details for monopole and drilled pier foundation need to be submitted. Planning Division: Contact Michael Jenkins, Assistant Planner< at 431 -3670 if you have any questions regarding the following comments. 1. Before Planning can approve this application for development permit the following permits must be applied for and approved: 1) Conditional Use Permit, 2) SEPA and 3) Design Review. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your revision does not required revised plans but requires additional reports or other documentation please submit four (4) copies of each 'document. In order to better expedite your resubmittal a Revision Sheet must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. • 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 If you have arty questions please contact me at the City of 'Tukwila Permit Center at (206) 431- 3672. Sincerely, Enclosures • Kelcie J. Peterson Permit Coordirtator File: D97-0256 MAW AC 1 on nro.M7 S 30632R7031 I-333'i P:02/02 F-I34 (EX) REPAIR SHOP BLDG. DRAWING INDEX T A -1 C -1 L -1 TITLE SHEET, SITE PLAN, VICINITY PLAN, PROJ. SUMMARY, & NOTES ENLARGED PLAN & ELEVATION 1000' RADIUS MAP LANDSCAPE PLAN APPROVALS: SIGNATURES OF INVOLVED PARTIES INDICATE THAT THEY HAVE REVIEWED THE ACCOMPANYING DOCUMENTS AND HAVE APPROVED THEM. CHANGES INITIATED AFTER APPROVALS HAVE BEEN GIVEN MAY RESULT IN ADDITIONAL DESIGN AND CONSTRUCTION COSTS. DATE: DATE: SPRINT SPECTRUM DATE: 1HE WALTERS GROUP 6/30/97 ZONIN C 6/04/97 ZONIN' B 6/02/97 ZONIr A 5/13/97 ZONI' A•CHTECT/ ENGINEER CHECKER BY DESCRIP.1 FRALEY ARCS-, 242 LAKE WAS SEATTLE, V TEL 206/324 - AND MONOPOLE IUwu., AND (3) ANTENNA SECTORS NtI11I (I) I'JU +[.L . AT EACH SECTOR, AND ( 4, +r GLOBAL POSITIONING ANTENNA. PROJECT INFO: CONSTRUCTION TYPE: OCCUPANCY: NO. OF STORIES: TAX PARCEL NO.: BUILDING CODE: JURISDICTION: ZONING: STEEL MONOPOLE TOWER U2 N/A 017900 -1970 1994 UBC CITY OF TUKWILA MANUFACTURING -HEAVY LEGAL DESCRIPTION: (LEGAL DESCRIPTION PROVIDED BY BAIMA & HOLMBERG JOB // 1301 -056 DATED 5/6/97.) A STRIP OF LAND 400 FEET WIDE WHICH RUNS THROUGH THE SOUTHWEST QUARTER OF SECTION 11, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, LYING WESTERLY OF THAT CERTAIN 100 FOOT BURLINGTON NORTHERN RAILROAD RIGHT OF WAY; KNOWN AS LOT 3, BENNETT L. JOHN'S DONATION LAND CLAIM #47; LESS THAT PORTION UNDER LEASE NUMBER 500692 (TAX ID NUMBER 000380 - 0012 -06) AND LEASE NUMBER 400331 (TAX ID NUMBER 000380 - 0030 - 80). SITUATE IN THE COUNTY OF KING, STATE OF WASHINGTON. SPR /Ni SEATTLE ENG, 11000 NE 33 BELLEVUE, W (206) 602 -, ZONIN 0 V N F- U a.. aA�tkgk r =, • , . •:-.••••••• • REGISTERED AS PROVIDED BY LAW AS A: • • rttiicr " AIS CONSTRUCTION GROUP INC 12644 INTERURBAN AVE TUKWILA WA 98168 SIGNATURE (kt • ISSUED BY DEPARTMENT OF LABOR AND INDUSTRIES RECEIVED CITY OF TUKWILA DEC 1 6 1997 PERMIT CENTER 11:42 :3N13055 RIP RA BAIMA HOLMBERG INC AD S 5 X 10' X 1' THICK RIP RAP PAD WITH 4°-8" STONES ICTION D RECEIVED CITY OF TUKWILA NOV a 6 1997 PERMIT CIM 7 CFO PAGE 02 TE] CLIMAX iqHCOR VALMONT INDUSTRIES, INC. WEST HIGHWAY 275 — P.O. BOX 358 VALLEY, NEBRASKA 68064 PHONE: 1 -800— VALMONT (825 -6668) ASSOC. STRUCTURAL ENGINEER: MIKE SEIDL EXT. 3757 ORDER ADMINISTRATOR: TAMMY HANSEN EXT. 3670 ' L ARWING J BECHTEL JUL 17 1997 SEATTLE MIA PERMIT CFP., BECHTEL NATIONAL, INC. ORDER # 15734 -97 SITE NAME: SETA - 008 - 07 TUKWILA SITE NUMBER: 5E03408 - 6009 HEIGHT: 80' tocRe etA tE FD OC op- 77' -0" ELEVATION BC1390Z CCO223Z SPLICE DIMENSION MINIMUM = 35.79" DESIGN = 48.00" MAXIMUM = 54.00" SPLICE DIMENSION MINIMUM = 43.53" DESIGN = 55.00" MAXIMUM = 61.00" 12'-7. " 10'-0" 24' -0" NEW HEIGHTH :AS PLA CSNN C ON 8C1992Z SEE CCO2147 FOR CAGE INFORMATION. A MINIMUM OF TWO FULL THREADS IS REQUIRED ABOVE TOP NUTS. SA Y CLIMBING ASSEMBLY BCA100Z BASE PLATE FOUNDATION ATTENUATOR CABLE GUIDE CABLE TERMINATOR SPL C CONN C ION 00" NUT (8 PLA MIN X SPLICE CE ID TAG 30.00" 12.00" 30.00" REFER TO ELEVATION VIEW FOR MINIMUM AND MAXIMUM SPLICE VALUES. 048C 70' -0" ELEV FUTURE T -ARMS 4468 446A ELEVATION VIEW SEE FABRICATION DRAWINGS FOR ADDITIONAL DETAILS LIGHTNING ROD PROVIDED PREVIOUSLY. 80' -0" NEW „l a HEIGHTH \ - E COVERS `OL CAP CONNEC ION SEC LENGTH I BASE 00 A 32' -00 "I 34.50" B 32' -07 "I 29.58" C 24'-00"24 30" SHAFT INFO RECEIVED =R 8�6�G8 CITY OF TUK JUL 1 g OC 1 9 in" T ENIh PER'.u3l E . C_... TOP DD 28.10" 23.06" 19.50" THK 0.313 0.281" 0.219" MAT 5 -22 5 - 22 5 -22 ORDER NO. 15734 -97 PEV REV CHK ID OnTE BY BY BILL OF MATERIAL (SHIPPING SEG. -1 FOR ALL) VALMONT PART NUMBER PREFIX TAG MARK DESCRIPTION 013 DC3 DC4 CCO MISCELLANEOUS AC0096A AC0067A AC0097A 1634760 w 2 3 4 5 DUPLICATE DRAWING DISTRIBUTION BRENHAM, TX TULSA, OK 446A 4468 048C 2147 NOTE NOTE NOTE NOTE VALMONT PART NUMBER 2136A 164035 161647 161171 142056 REVISION DESCRIPTION CUSTOMER BECHTEL NATIONAL INC. SECTION ASSEMBLY SECTION ASSEMBLY SECTION ASSEMBLY CAGE ASSEMBLY TRI- BRACKET ASSY (CCO223Z) T -ARM ANTENNA MOUNT (BC1390Z) E.I.A. GROUNDING KIT (BC1992Z) SAFETY CLIMBING ASSY (BCA100Z) HANDHOLE COVER PLATE (5 X 8) HANDHOLE COVER PLATE (6 X 12) HANDHOLE COVER PLATE (9 X 24) POLE CAP (17" DIA) DESCRIPTION HARDWARE SIZE (IN) BOLT NUT DIA LONG 0.25 0.38 0.75 0.75 1.00 1.75 WSHR 0.75 GENERAL STEP KIT SCREW SCREW FLAT XDAWN ENG8 GA SCA TVH I MLS 1TE 07/09/97) NONE PA. CKK SHO CHH TVH 07/09/97 TVH 07/09/97 OTHER SPECIFICATIONS MATERIAL THICKNESS We:T 11.496# DESCRIPTION 80' MONOPOLE FINISH ASTM SPEC HDGV 5.5. 5.5. HDGV HDGV UNIT WEIGHT (LEIS) 4.450 2.750 3.000 1,397 147 323 22 39 3 38 A410 A410 A325 F436 + PER ASTM A325 -91C EXCLUDE SECTIONS 6.3 6 9.2 QTY PER STR 3 7 6 4 QTY PEP STR 60 7 PEQ1574 80' MONOPOLE DWG SIZE D CLASS CODE (I) 1 CLASS NO. (3) 450 DWG N0. 10140462 (5" X 8 ") AC0067A (6" X 12 ") HANDHOL 0.75 " -10 UNC HX NUT GALV A563 GRADE A 0.75 " -10 UNC x 6.50" LG CARRIAGE BOLT GALV A394 TYPE 0 0.75" SG NUT GALV TURN STEP BOLTS UNTIL FRONT EDGE TOUCHES POLE SHAFT 1634760 NOTES: MOMENT = 9.088 IN -KIPS SHEAR = 12.220 # VERTICAL - 13,929 # 2. COMPONFNT IOFNTIFTCATION: TAG LOCATIONS APE INDICATED BY CALLOUTS ON DRAWING. "TAG MARK" IN BILL OF MATERIAL SHOWS FIRST 4 DIGITS ON EACH TAG. SUBSEQUENT DIGITS WILL INDICATE SEQUENCE OF MANUFACTURER. 3. ASSFMRI Y ANY FRFCTION GUIDFI TNF4 SEE VALMONT COMMUNICATION POLE INSTALLATION GUIDELINE 1012 4. 5118 JOINT .JACKTNG FORCF MINIMUM 25,000# MAXIMUM = 90,000# 5. WFIGHT WEIGHT IN TITLE BLOCK IS TOTAL STRUCTURE WEIGHT EXCLUDING ANCHORAGE. 6. FINISH: GALVANIZED PER ASTM A -123. 7. POLE DESIGN CONFORMS TO ETA /TIA -222 -E FOR: 85 MPH WIND WITH NO ICE. 74 MPH WIND WITH 1/2" ICE. 50 MPH WIND WITH NO ICE. TWIST AND SWAY. 8. DESIGN LOADING: 3 -T -ARM ANTENNA MOUNTS. 77' -0" ELEVATION. 12 -ALP 9212 -N PANEL ANTENNAS. 77' -0" ELEVATION. 3- T -ARM ANTENNA MOUNTS. 70' -0" ELEVATION. 12- (FUTURE) ALP 9212 -N ANTENNAS, 70' -0" ELEVATION. • 2' -6.00" FROM LARGE END LOCATION DIMENSION FROM SMALL END 0'- 6.00" 5'- 1.00" 5'- 4.00" 5' -9.00 12'- 0.00" 20' - 0.00" 22' -0.00 27' -0.00 30' -0.00 31' -5.00 32' -0.00 TOLERANCES BLANK = M- NOTES: t. FLATS 1 AND 12 ARE ADJACENT TO SEAM WELD. 2. ALL CROSS SECTION VIEWS ARE FROM SMALL END OF TUBE. 3. POLE TUBE DATA REF. MATERIAL-S-22 TUBE TNO 00 (IN) THICKNESS LENGTH AL BGE SMALL (IN) 32'- 0.00" 34.50 28.10 0.313 TUBE DIAMETERS MEASURED ACROSS FLATS. DETAIL 8 7 5 2 LONG LEG ON TUBE C 0.31 X 0.75 SHAFT 5° DETAIL 5 BASE PLATE SECTION A-A BC29103 0.88" REF 304734 LOCATION REFERENCE 0.19 POLE FACE LOCATE ON CL FLAT # 1 0.1 CABLE STOP BC29099 W -52 0.50" . ORIENTA REF. ALIGN WITH FLATS AT SMALL END OCAT ON REFERENCE SEAL WEL 1620194 � ` 1 STAMP IN 0.50" HIGH LETTERS. 446AX I THE LAST CHARACTER. "X ", IS A SEQUENTIAL NUMERAL ASSIGNED BY MANUFACTURING. DETAIL 9 F IDENT TAG LOCATION REFERENCE DETAIL 2 I GROUND CLIP SHAFT 6 BRACKET HOLES IPLI Irll VTFW A =A BC28855 LOCATION REFERENCE AC00552 TYP BOTH LEGS NOTE: DRILL 2.00" DIA HOLE ON q FLAT. CHAMFER SHAFT HOLE 0.06' 45° FOR WIRING. CENTER 2.00" DIA BRACKET HOLE OVER 2.00" DIA SHAFT HOLE. DETAIL 6 I SIMPLEX BRACKET TYP FOR A.L.S. ONLY 2.00" DIA HOLE BURNED ON q FLAT #4. CHAMFER UPPER HALF OF HOLE AND TOP OF FLAT *4 WITH 0.06" X 45° CHAMFER ON BOTH SIDES. FOR ALL OTHER SITES 2.63" DIA HOLE BURNED ON C FLATS #3 6 #5. CHAMFER UPPER HALF OF HOLES AND TOP OF FLATS #3. #4 6 #5 WITH 0.06" X 45° CHAMFER ON BOTH SIDES. DETAIL 10 GALV HANGER HOLES RECEIVED CITY OF TUKWILA OCT 1 3 1997 PERMIT CENTER HANDHOLES LOCATED AT fL OF FLATS 1.00 TYP 131042 J 10 AC00064 111•' • 0.25 LOCATION 1` ,4 0.31 REFERENCE TYP DETAIL 3 I HANDHOLE RIM OCATION REFERENCE DETAIL 7 I JACKING NUT TYP LOCATION REFERENCE STAMPED PER "IDENTIFICATION PLATE ASSIGNMENT SHEET" (REF. M -34). ATTACHED PER M -44 AFTER FINISHING. DETAIL 4 I ID PLATE BOTH LEGS 0.19 L A803752 IV\ 112 5° LOCATION REFERENCE 135° MAX ARC =25" CLIMBING FLAT NORM 46" 1 LOC E ° "I $6" I MOVES TO AVOID INTERFERENCE 7 4 -1 10 AC0B519 ASE PLATE CLIMBING FACE - FLAT #1 DETAIL 8 I STEP LUG DUPLICATE DRAWING DISTRIBUTION zo OATS REVISION DESCRIPTION REV so EXPlAE3 8�6�98 CWc BY JUL 16 1997 BILL OF MATERIAL (SHIPPING 5E0 =0 FOR ALL) VALMONT DESCRIPTION PART NQ BC29100 BC29099 BC29103 AC00552 AC00064 CABLE STOP SIMPLEX BRACKET 304734 BC28855 131042 AB03752 1620194 S JW R 1 07/2 22 2/961 NONE P.A. CHK I SHOP 69C TVH CM. SPECIFICATIONS F- 1,M- 1,6 -24 SHAFT BACK -UP -RING BASE PLATE GROUND CLIP HANOHOLE RIM 1.00" NUT STEP LUG IDENT TAG QTY PER ASSY 2 2 4 2 4 14 POST- FINISHING ATTACHMENTS SEE DETAIL 4 AC08519II0 PLATE TMF SEQ_AESY_55"80_28 " TD 32' -0 "LG #13476 CLASS NO. (3) 40 OWG SIZE 0 CLASS CODE (1) 1 7EY MATFRIAL - I THICKNE55I 5FTGHT 4,4506 SHDER NO.! CUSTOMER T DESCRIPTION KG NO .. 13478 - 961 BECHTEL NATIONAL INC. SECTION ASSEMBLY IDC3446A 2'- 6.00" 2 6.00" FROM LARGE END LOCATION DIMENSION FROM SMALL END 0'- 6.00" 4' -6.00 4 - 9.00" 5' -2.00 16' -0.00 16' - 6.50" 26' -0.00 31' - 7.00" NOTES: 1. FLATS 1 AND 12 ARE ADJACENT TO SEAM WELD. 2. ALL CROSS SECTION VIEWS ARE FROM SMALL END OF TUBE. 3. POLE TUBE DATA REF MATERIAL-S-22 TUBE END OD (IN) THICKNESS LEN/0± LARGE SMALI (IN1 32'- 7.00" 29.58 23.06 0.281 TUBE DIAMETERS MEASURED ACROSS FLATS. TOLERANCES DETAIL BLANK M -1 6 131042 DETAIL 1 I LOCATION REFERENCE JACK NG NUT TYP NORM LOC BOTH LEGS 0.19 5603752 LOCATION 12.5° R • NC 135° MAX ARC =25" CLIMBING FLAT $6 " Ems- 6 "I $6" I MOVES TO AVOID INTERFERENCE CLIMBING FACE - FLAT #1 I.O.TAG 2.00" REF 30" TYP 3.00" DETAIL 5 I STEP LUG LOCATE GUIDE ON 5 FLAT # 1, LOCATION t2' VERTICALLY TO AVOID INTERFERENCE DETAIL 2 I CABLE GUIDE OCAT ON REFERENCE SEAL WEL 1620194 STAMP IN 0.50" HIGH LETTERS. 1 4466 X i THE LAST CHARACTER, "X ", IS A SEQUENTIAL NUMERAL ASSIGNED BY MANUFACTURING. DETAIL 6 I IDENT TAG RECEIVED CM' OF TUKW!L/-' OCT 1 3 1997 PERMIT CENTER LOCATTON 2.00 "REF REFERENCE — POLE FACE HANOHOLE RIM 0.19 0.19 3 DETAIL 3 J -HOOK FOR A.L.S. ONLY 2.00" OIA HOLE BURNED ON 5 FLAT #4. CHAMFER UPPER HALF OF HOLE ANO TOP OF FLAT #4 WITH 0.06" X 45" CHAMFER ON BOTH SIDES. FOR ALL OTHER SITES 2.63" DIA HOLE BURNED ON 5 FLATS #3 6 #5. CHAMFER UPPER HALF OF HOLES AND TOP OF FLATS #3, #4 6 #5 WITH 0.06" X 45° CHAMFER ON BOTH SIDES. DETAIL 7 JGALV HANGER HOLES HANOHOLES LOCATED AT fL OF FLATS 0.50" BC00568 LOCATION REFERENCE DETAIL 4 I HANDHOLE RIM DATE BY JUL 1 ^ 1997 DUPLICATE DRAWING DISTRIBUTION REVISION DESCRIPTION CF9C ev BILL OF MATERIAL (SHIPPING SEQ =0 FOR ALL) VALMONT PART NQ BC29101 131042 1511782 305521 8C00568 AB03752 1620194 O SJW I R 07/22/96 I NONE P.A. CHIC SHOP CHK TVH OTHER SPECIFICATIONS F- 1.M- 1,W -24 DESCRIPTION SHAFT 1.00" NUT CABLE GUIDE J -HOOK HANOHOLE RIM STEP LUG IDENT TAG OTY PER ASSY 8 25 TMF SEQ_A33Y_3Q "QQ_2"IQ -- 32__ "LG#I OWG SIZE 0 CLASS CODE (1) 1 CLASS N0. (3) 400 MATERIAL THICKNESS WEIGHT - -- - - "' 2.750# DROFR No•1 13478-961 CUSTOMER BECHTEL NATIONAL INC. DESCRIPTION SECTION ASSEMBLY ONG No. OC34468 kT4 2 FROM LARGE END LOCATION DIMENSION FROM SMALL END 0'- 0.00" 0' -7.00" 1 -0.00 1' -0.00 4'- 0.00" 20' -7.00 22'- 0.00" 23' -0.00' 23' -0.00' NOTES: 1. FLATS 1 AND 12 ARE ADJACENT TO SEAM WELD. 2. ALL CROSS SECTION VIEWS ARE FROM SMALL END OF TUBE. 3. POLE TUBE DATA REF. MATERIAL-S-22 TUBE END 0D (IN) THICKNESS LENGTH LARGE SMALL (IN) 24'- 0.00" 24.30 19.50 0.219 TUBE DIAMETERS MEASURED ACROSS FLATS. TOLERANCES DETAIL BLANK = M -1 2 -A 2 -A LOC REF LOCATE GUIDE ON E FLAT # 1. LOCATION ±2' VERTICALLY TO AVOID INTERFERENCE DETAIL 1 1 CABLE GuTN - FLAT IS) A 2,4,6,8,10,12 DETAIL 5 1 J —HOOK LOCATION R NC HANDHOLES LOCATED AT CL OF FLATS i A 131042 10" .0 A , F- TYP VIEW A -A TYP DETAIL 6 I HANDHOLE RIM RECEIVED CITY OF TIJKWILA OCT 1 3 1997 PERMIT CENTER AC08491 2 -REO'D 4.50" REF t AC08547 6-RED LOCATION REFERENCE 0.25 BACK ( GOUGE TYP LEAVE SHAFT AREA FREE OF ANY ATTACHMENTS 14' ABOVE THE TOP OF THE RING. DETAIL 3 1 RING PLATE 0.25 MIN... 0.50" MAX TRIM AS NEEDED DETAIL 7 POLE CAP STRAP HANDHOLES LOCATED AT CE OF FLATS NORM LOC 0.50" TYP BC00568 LOCATION REFERENCE 135° MAX ARC =25" MOVES TO AVOID INTERFERENCE C CLIMBING FLAT 6 "I t6" I DETAIL 4 I HANDHOLE RIM BOTH LEGS 2.19 AB03752 112.E LOCATION REFERENCE 0 0.22 45° CLIMBING FACE - FLAT 41 DETAIL 8 I STEP LUG TYP DUPLICATE DRAWING DISTRIBUTION REV BY BRENHAM, TX TULSA, OK p DATE 6YK REVISION DESCRIPTION ORCFR N0. CUSTOMER 15734 -97 BECHTEL NATIONAL INC. BILL OF MATERIAL (SHIPPING SE0 =0 FOR ALL) VALMONT PART NO BC29102 1511782 131042 AC08491 G TVH I MLS 1 07/09 NONE PA . SHOP CHK TVH 07/0 97 TVH 07/09/97 OTHER SPECIFICATIONS F 1.M 1.4 - 24 MATERIAL ITHICKNESSI WEIGHT 3.000# DESCRIPTION SHAFT CABLE GUIDE 1.00" NUT RING PLATE BC00568 HANDHOLE RIM 305521 J -HOOK AC00448 HANOHOLE RIM AC08547 GUSSET OTT PER ASSY 2 4 2 3 6 6 6 1613174 POLE CAP MTG STRAP 1 AB03752 STEP LUG 21 TMF SEC ASSY 24 "@Q20"TQ 24' O'LG #I5734 OWG SIZE D CLASS CODE (1) 1 CLASS NO. (3) 400 DESCRIPTION SECTION ASSEMBLY I DWG NO 1DC4048C FIELD ASSEMBLY ERECTION DRAWING BC29104 343036 �P LJ 1.00" V 0.25i/ X0.50 CIRCUMFERENCE MIN 0.25" TUP OF NUT [ dif TOP OF BOLT 9.38" PROJECTION 202049E 10' -0" LONG BC29105 DUPLICATE DRAWING DISTRIBUTION REV DATE ID ORDER NO. 13478 -96 RECEIVED CITY OF TUKWILA OCT t 3 1997 PERMIT r1ENTER REV BY NOTES 1. BOLT CIRCLE DIAMETER = 42.22 ". 2. MARK LAST FOUR DIGITS OF ASSEMBLY 2147 ON TOP CAGE PLATE AFTER ASSEMBLY. 3. V -NOTCH INDICATES CENTERLINE FLAT #10. JUL 16 1997 CHK BY REVISION DESCRIPTION CUSTOMER BECHTEL NATIONAL INC. TCACAWONONBC29104202049EF DWG SIZE C CLASS CODE (1) 0 CLASS NO. (3) 444 DRAWN SJW ENGR JLR P.A. CHK MATERIAL BILL OF MATERIAL (SHIPPING SE0 =1 FOR ALL) VALMONT PART NO 8C29104 BC29105 202049E 343036 DATE 07/22/96 DESCRIPTION TOP CAGE PLATE BOTTOM CAGE PLATE 2.25" BOLT 2.25" NUT A563 SCALE NONE SHOP CHK TVH CITY PER ASSY 1 8 16 OTHER SPECIFICATIONS M i �T]n THICKNESS WEIGHT � � 1,397# DESCRIPTION ANCHOR BOLT CAGE ASSEMBLY CCO2147 DWG NO I HOLE COORDINATES (INCHES) HOLE NO. 1 2 3 X —COORD Y —COORD 21.11 0.00 14.93 0.00 14.93 21.11 14.19" TYP Y ON 1620194 STAMP THE LAST FIVE DIGITS OF PLATE HEAT NUMBER IN 0.50" HIGH CHARACTERS. SEAL WELD TAG. NOTES: 1. BOLT CIRCLE DIAMETER = 42.22" 48.22" TYP 12.92" TYP (DUPLICATE DRAWING DISTRIBUTION REV ID DATE ORDER NO. 13478 -96 REV BY CHK BY REVISION DESCRIPTION CUSTOMER BECHTEL NATIONAL INC. 0.50" R 2.63" DIA HOLE (8 READ) —2.00" R DRAIN SLOTS (2 READ) 24.00" DIA VALMONT PART Na 1620194 BASE PLATE TAG LBTC99345021112500128NYN000 REC 0 3 1997 PERMIT CENTER DRAWN ENGR SJW JLR P.A. CHK MATERIAL S -128 DATE SCALE 07/22/96 NONE SHOP CHK TVH OTHER SPECIFICATIONS M -1 THICKNESS 2.500" WEIGHT 950# DESCRIPTION BASE PLATE DESCRIPTION DWG SIZE B CLASS CODE (1) 4 CLASS NO. (3) 200 BILL_ OF MATERIAL (SHIPPING SEQ =1 FOR ALL) � 15564 q / a s s�� JUL 1 0 1997 1 UL QTY PER ASSY 1 DWG NO. BC29 103 HOLE COORDINATES HOLE NO. 1 21.11 2 3 X -CODRD 14.93 0.00 (INCHES) Y -COORD 0.00 14.93 21.11 NOTES: 1. BOLT CIRCLE DIAMETER = 42.22 ". 2. 1.00" V -NOTCH AT POSITION INDICATED. DUPLICATE DRAWING DISTRIBUTION REV ID DATE ORDER NO. 13478 -96 REV BY CHK BY PFRMIT C:FNTER REVISION DESCRIPTION CUSTOMER BECHTEL NATIONAL INC. .FECCIVCD CITY OF TUKWILA C T 1 3 1997 TCP9934502111000 P.A. CHK MATERIAL S -115 2.31" DIA HOLE (8 READ) ON 1620194 STAMP 913 IN 0.50" LETTERS. SEAL WELD TAG. VALMONT PART Na 1620194 TAG DWG SIZE B CLASS CODE (1) 4 CLASS NO. (3) 900 DRAWN ENGR DATE SCALE SJW JLR 07/22/96 NONE JUL 1 5 1997 BILL OF MATERIAL (SHIPPING SEQ =1 FOR ALL) SHOP CHK TVH OTHER SPECIFICATIONS M - 1 THICKNESS 0.500" TOP CAGE PLATE WEIGHT 112# DESCRIPTION TOP CAGE PLATE UL P EF 8/6/98 DESCRIPTION 1 LMO T QTY PER ASSY DWG NO. BC29 104 HOLE COORDINATES HOLE NO. 1 2 3 X -COORD 21.11 14.93 0.00 (INCHES) Y -COORD 0.00 14.93 21.11 Y 45.72 „ DIA NOTES: 1. BOLT CIRCLE DIAMETER = 42.22 ". 0.0 2.50" DIA HOLE (8 REOD) P ' --ON 1620194 STAMP 91 - IN 0.50” LETTERS. SEAL WELD TAG. 35.72" DIA EsP +qEe R /%jQ -' JUL .. I e BILL_ OF MATERIAL (SHIPPING SEO =1 FOR ALL) DWG NO. BC29105 VALMONT PART Na 1620194 DESCRIPTION BOTTOM CAGE PLATE TAG OTY PER ASSY 1 1 DUPLICATE DRAWING DISTRIBUTION BCP9934502 1 1 1 DWG SIZE B CLASS CODE (1) 4 CLASS NO. (3) 900 RECEIVED CITY OF • ;1'RL) OCT 1 r[fiMff CCN �Cl REV ID DATE REV BY ORDER NO. 13478 -96 CHK BY REVISION DESCRIPTION CUSTOMER BECHTEL NATIONAL INC. ENGR JLR DRAWN SJW P.A. CHK MATERIAL S -115 DATE 07/22/96 SHOP CHK TVH OTHER SPECIFICATIONS M - 1 THICKNESS 0.500" SCALE NONE WEIGHT 85# DESCRIPTION BOTTOM CAGE PLATE C D Ia 0 n U • III Itt C HQ I D C 0 0 D GUSSETS SHOWN CUTOUT FOR CLARITY. a.& BC 1263A POLE SHAFT 6 A NOTE USE THE "TURN OF THE NUT" METHOD OF TIGHTENING THE ALL THREAD AND NUTS WHEN MOUNTING THIS ASSEMBLY ON THE POLE. OCT 1 3 1997 PERMIT CENTER *QUANTITY INCLUDES 5% EXTRA REV I0 05/04/94 02/28/94 ORDER NO. RECEIVED CITY OF TUKWILA PAR LVG PAR LVG AIL VALMONT PART NO. 13C1 U.J F-- 2 3 263A VALMONT PART NUMBER 345614 333014 142070 DUPLICATE DRAWING DISTRIBUTION BRENHAM TULSA SALEM BOLT DIA 0.63 RVS'D 8.0.M. AND NOTE RVS'D 8.0.M. AND WT. RVS'D 8.0.M. AND WT. 11/11/93 DATE LVG L VG REV CHK BY BY REVISION DESCRIPTION CUSTOMER BILL OF MATERIAL (SHIPPING SEG.=1 FOR ALL) DESCRIPTION TRI-BRACKET WELDMENT MISCELLANEOUS DESCRIPTION GTY HARDWARE SIZE (IN) LONG 8.50 DRAWN MAL NUT 0.63 ENGR PA. CHK MATERIAL WSHR 0.63 09%27/92 OTHER SPECIFICATIONS GENERAL ALLTHREAD FLAT SCALE NONE SHOP CHK MAL FINISH HDGV HDGV HDGV THICKNESS WEIGHT WE] ZEI\ ,&147 # DESCRIPTION TRI-BRACKET ASSEMBLY UNIT WT (LB S) 49 ASTM SPEC A449 A563 F436 GTY PER STR 3 PER STR 9 20 20 TEC TRI 16 50 00 F DWG SIZE B CLASS CODE (1) 1 CLASS NO. (3) 450 DWG NO CCO223Z 01/06/95 11/01/94 ORDER NO. VALMONT PART Na MISCELLANEOUS VALMONT PART NUMBER 2 AC01901 0.63 0.63 2.25 161347 333014 142070 163199 DUPLICATE DRAWING DISTRIBUTION BRENHAM, TX A325 HARDWARE PER ASTM EXCEPT PARAGRAPHS 6.5 5 8.5 CITY OF TUKWILA OCT 9 lgg7 REV D U- BOLT'S ASTM SPEC RVS'D B.O.M. & WEIGHT ANTENNA MOUNTING ARM PLATE ARM ASSEMBLY - 4' -6" LG DESCRIPTION HARDWARE SIZE (IN) BOLT DRAWN 09/03/93 GENERAL U -BOLT LOCK SCALE OTHER SPECIFICATIONS FINISH QTY PER STR F436 22 JUL 1 _ 19? BILL OF MATERIAL. (SHIPPING SEQ. =1 FOR ALL) DESCRIPTION TEC ANTENNA MOUNT - F -1 MATERIAL REVISION DESCRIPTION 3 2 3 CUSTOMER DESCRIPTION ANTENNA MOUNT UNIT WT (LBS) ASTM SPEC U -BOLT HDGV A307 SHOP CHK L V6 OTY PER STR DWG SIZE B CLASS CODE (1) 1 CLASS NO. (3) 450 q 13' -0" REF P! (l i m / Q! BRACKET ON POLE REF F;'Pig5F4 8/6/98 DWG NO. BC1390Z n REV ID Q MINIMUM 1' -0" DUPLICATE DRAWING DISTRIBUTION BRENHAM TULSA DATE ORDER NO. STANDARD REV BY CHK BY A GROUND LINE RECEIVED CITY OF TUKWILA TEC E.I.A. GROUNDING KIT DWG SIZE B T131 REVISION DESCRIPTION CUSTOMER STANDARD DRAWN MAL ENGR P.A. CHK MATERIAL BILL OF MATERIAL (SHIPPING SEQ =O FOR ALL) VALMONT PART Na 345470 345471 345472 345616 161 147 142070 131202 DATE 08/16/95 OTHER SPECIFICATIONS THICKNESS DESCRIPTION QTY PER ASSY #6 WIRE BARE STRAND COPPER GROUND ROD CLAMP GROUND ROD She^ OTA x B LS GROUND LUG 0.63" x 1.50" BOLT 0.63" FLAT WASHER 0.63" SQUARE NUT CLASS CODE (1) 1 CLASS NO. (3) 450 SHOP CHK MAL SCALE NONE WEIGHT 22 # DESCRIPTION E.I.A. GROUNDING KIT 2 2 2 2 2 4 2 DWG NO. BC19927I BASEPLATE FOUNDATION 345470 345471 345472 / p I A A I A 131202 142070 (AS REQIRED) 161 147 345616 sxPAE! 8/6/98 NOTE: JUL '987 ALL BENDS IN GROUND WIRE MUST BE SMOOTH, WELL - ROUNDED CURVES. ± 12' -0 " !DUPLICATE DRAWING DISTRIBUTION I BRENHAM TULSA A 06/07/96 BWB L VG 08/08/9 1 LVG MAL IDDV DATE ORDER NO. STANDARD REV BY CHK BY UPDATED DRAWING CUSTOMER STANDARD ATTENUATOR BCO5322 CABLE- AC0451H GUIDES BCO5323 3 -REQ' D TERMINATOR BCO5324 REDRAWN ON CAD REVISION DESCRIPTION TEC SAFETY CABLE ASSEMBLY - 100 FT DWG SIZE B CLASS CODE (1) 1 CLASS NO. (3) 450 PIECEIVED CITY OF TUKWILA OCT 1 3 1997 DRAWN MAL ENGR P.A. CHK MATERIAL VALMONT PART Na BCO5322 BCO5323 BCO5324 AC0451H BILL OF MATERIAL (SHIPPING SEQ =O FOR ALL) DATE 04/06/89 OTHER SPECIFICATIONS THICKNESS ), JUL ? 5 1557 DESCRIPTION ATTENUATOR CABLE GUIDE TERMINATOR 3/8" DIA CABLE SHOP CHK MAL SCALE NONE WEIGHT 39 # UQ DESCRIPTION 100' SAFETY CABLE ASSEMBLY QTY PER ASSY 1 3 1 LMONT DWG N BCA100ZI \ \ - -- --- -- \ T 1 .- ' � ,Xx "v " , 0.� C O n \ \ � .; r A \. \ ` \\ ..mm.. \ , F - " _ p `d � � ! IN -13.5±-, ^ �J INV =12 -O- - -� T _p, , \ S � �. �,��` � - � \ i ' F / \�F ,� L{1M. T ` / \ I i'4, 4. p �' � \� g' \ (EX'. \ J , d d \\ O / ,( 'I / RIVERTON \ , I� v 04 " � - C \ / F`J E" ` / t / 1 � ' - • OO�i A ; N \ CONTRACTORS 68 . C " C Ht - ' NC. � 6 R R �� f�� l S'. � / I \ $ EOCK 4 `� +O \ ' - /� _ . - / OWNER: ROD PE RSO 2120 TERSTA TE CENTER 999 THIRD AVE SEAT-LE WA 98 BELLEvUE, WA 98004 t 20 1 515 -6359 (206) 602-231C CONTACT: ZONING PPP !CATION BJI,LOING PERMIT APPUCATtON CONSTRUCTION DRAWINGS PCS Telecommunications Facility SETA- 008 -07 TUKWILA -BN BURLINGTON NORTHERN INTERMODAL YARD 12400 51ST PL. SO. THE WALTER GROUP DON NORWOOD KEvAN BARLAI 20 DE AVE 202 LAKE WASHINGTON BLVD S ITE , SEATTLE WA 981.' t,206, 324-48C0 .2061 328-0808 SITE ADDRESS: TIM STANDSHE_K MANAGE TIM STANGSHEC'r MANAGE BURLINGTON IN LING ON N RTHERN 1 51< E SOt T= TuKWILa NA y8 PROJECT DESCRIPTION: 4STALLA TION OF AN UNMANNED AND MONOPOLE TOWER. CONSISTING OF RADIO ECUIPMENT AND (3) ANTENNA SECTORS WITH 1 PANEL ANTENNAS A. EACH SECTOR, AND ONE GLOBAL POSIT ONING ANTENNA PROJECT INRO: CONSCTION TYPE STEEL MONO ✓O AX PARCEL NO. 017900 -1970 BUILDING CODE. 1994 JBC CN' CITY OF TUKWILA JURISDICTION' ZONING MANUFACTURING - A: \ S EKIMp � � ` O PROJECT AREA r • � I SEE DET \ \\ \ �� 6,'Y . 3 /A1 ` I 1 \ 4" HEMLOCK Sj \ \\ ' ,,I SS T SI ./7\ SITE PLAN 1 1 I I I 1 I I I I `�� M �'l. «\\ y ` \ J \\ 1 \ C F \ '�'C/ / ,C \ f \S \ \ \), a ' S ? } • N— EX) ACPH AL PAVED LOT -- 6 8 � -\ � Lx \ J �" \ + \ , \\, ry < t (EX, \ aG \ ACI ES Q�! \ R LU \ \ �, G \ `\ \ ® � \ v n _ \ \\ f ? ` \\ 9 4 9 1 \ ' CG (EX) \ \ \ .R \ 1 C_'' HIGH CELL MONOPOLE SITE ` -. p � \ \ - 7,,, \ G N i \ \ 9 'OS \ \ \ \ \ ° \\ _---- - - - - -- S \ \ ° 9c \ — 'Xc ` \ (EX) 1 STORY \ PROPER \ ^ RESIDENTIAL \ / (EX; 1 STORY \ /�� / ^ TY ONE (TrP) RESIDENTIAL I \ / \ \, v (EX) PAPA, \ \ SHOP BLDG. 1 ` ` 1 \ \ 1 \ vv A v (Ex) OP SHED \ NORTH \ \ \ \ PN LEGAL DESCRPT (LEGAL DESCRIPTION PROVIDED B+ BAIMA V HOLMBERG JOB # 130' -056 DATED 5/6/97) A STRIP OF LAND 400 FEET WIDE WHICH PUNS THROUGH THE SOUTHWEST QUARTER OF SECTION it TOWNSHIP 23 NORTH. RAN .E 4 EAST, W -M. IN KING COUNTY WASHINGTON LANG WESTERLY OF - THAT CERTAIN 100 FOOT BURLINGTON NOR HE A ROAD O T � WAY, KNOWN AS LOT 3. BENNETT 1. JOHN'S DONATION LAND CLAIM #4 LESS THAT PORTION UNDER LEE' NUMBER 500692 (TAX ID NUMBER 000380- 0012 -061 AND LEASE NUMBER 40033' (TAX ID NUMBER 000340 0036 - SC stTL'ATE IN THE CCLNTY OF HNC. STATE OF WASHINGTON 3 0/10/ 97 CONSTRUCTION SET - REV. 2 8/21/97 CONSTRUCTION SET - REV. 1 7/22/97 CONSTRUCTION SET - B.P. C 6/30/97 ZONING SET -ANT. REV. 8 6/4/97 ZONING SET -NO FAA A 6/2/97 ZONING SET REY/ DATE DE9MPT10N Pxo.FCT MIN. NC Ialm / PCS D sAWIVG INDEX TI TLE SHEET, SITE N., E ALP`. v :NIT PIA PRV�I �JMMAR., & No- A - ', EX,_ARc;E%) PLAN & EI E1.P ILN A _ T q' L ,, N ERA L NOTES E A.L E —' , D WER AND ANTENNA SCHEMATiT SITE PLAN AND ENLAR L SITE PLAN - - OUP" E:T LAYOUT AND PCIUND'NfC, E -4 EiFT4iLS LANDSCAPE PLAN owunev SG ' TO /8/97 oEaaver M T 10/9/97 1 FRALEY / STRICKER °ARCHITECTS 202 IAKEE WASHINGTON BOULEVARD SEATTLE, WAS 4GTO 7 mt2"2 TEL 205/324 FAX 206/322-2875 � • � 'r API it , . I K 1 e t � �� t' 30' - 0° NOTE SITE PLAN REPRODUCED FROM SURVEY BY BAIMA & HOLMBERG JOB 81307 -056 DATED 5 /6/97) GENERAL' NOTES: 1. ADA COMPLIANCE: FACILITY IS NOT STAFFED AND NOT NORMALLY [ OCCUPIED. 2 NO PARKAS SPACES REQUIRED 3. ALL CONSTRUCTION SHALL BE DUNE A ACCORDANCE WITH ALL APPLICABLE CODES AND ORDINANCES. 4 FIELD VERIFY ALL DIMENSIONS PRIOR TO ORDERING AND BEGINNING 5 FOR SPECIFICATIONS SEE ACEOMPANY1NG DOCUMENT `TECHNICAL I CONSTRUCTION SPEOF,CATIONS." 6 ANTENNA ROU INC, S SCHEA•A"� CON .AL iCo TO DETERMINE SIMPLEST ROUTING ALL ANTENNA PIPE MASTS AND HARDWARE SHALL BE GALVANIZED 8 PAINT ANTENNAS, PIPE MASTS. EXPOSED CABLES, AND HARDWARE WITH AN APPROVED PAINT COLOR. 9 SUPPORT STRUCTURE, MECHANICAL, AND ELECTRICAL SYSTEMS SHALL BE DESIGNED FOR EACH INSTALLATION SITE iN COMPLIANCE WITH 1994 UBC AND ALL LOCALLY APPLICABLE CODES, WHICHEVER IS MOST RESTRICTIVE. 10 AT STEEL FRAMES REMOVE ALL BURRS AND BREAK ALL SHARP AREAS. li PRIOR TO PLACING ANY /ALL FREESTANDING EQUIPMENT, CABLE TRYS, CABLE SUPPORTS ETC ON THE ROOF. REMOVE EXISTING IIII ROOF BALLAST AS NEEDED AND REQ. DO NOT PENETRATE EXISTING ROOFING MATERIAL. SPREAD NEW BALLAST TO MATCH EXISTING AFTER INSTZ.LLA TION. ROOFING, WHERE DISTURBED, SHALL BE RESTORED IN SUCH A MANNER AS TO MAINTAIN THE MANUFACTURER'S WARRANTY. . .•o ° •ee . .•••..,.. • J •••• . , •. NOTE. •• �• NEIGHBORHOOD MAP REPRODUCED FROM _ -- -- '--- "' - - -' - SURVEY BY BAIMA & HOLMBERG JOB # �'. 1301 -U5HA DATED 5/6/97. BUILDING _ - - LOCATIONS ARE DIGITIZED FROM AN - ry AERIAL PHOTO SUPPLED BY WAL4:ER & GP ASSOC. LOCATIONS & SIZES ARE 2 APPROXIMATE '61- TRAC ON \ CONTRACTOR'S TORS 2 4 p NC \ - ,II�IIIM �ryy x- SITE 1?, '\ . -' ( � X ) c�LL slr 4 G \ �Q� y E,'1,-,91-<.\)t � `,MON - ° Y A' \ 1 S.RY 300' T1 �� RADIUS RESIDENTIAL , . \ f It a ;�OURX \' q REPAIR oo ' ECS!!DE?JTIAL , 4� � SHOP •o `r • NO •••e• " '. \,... MAP •• � ejp ee • `G k \ e .; � Q(, 0 �h y . fA u - TE ` �� S 1 22ND S7 � IIIIIII `\ S 1 2 4TH ST U , 5 12 5TH Si �, - I' I o �g9 -I .o ` s -t � t'( F N / � ORTi1 VICINITY MAP a! `� APPROVALS: SIGNATURES OF INVOLVED PARTIES INDICATE THAT THEY HAVE REVIEWED THE ACCOMPANYING DOCUMENTS AND HAVE APPROVED THEM CHANCES INITIATED AFTER AFTER APPROVALS HAVE BEEN GIVEN MAY RESULT IN ADDITIONAL DESIGN AND CONSTRUCTION COSTS. T DATE �s� �+ p p� L7/"/'y//Y/ `7rEZ,o /6-y6//Y/ SEATTLE ENGINEERING & OPERA TONS 71000 NE 33RD PLACE - SUIT LCO BELLEWE WASHINGTON 98004 (206) 502 -2310 e A A�7 SET CONSTRUCTION S SETA-008-07 T'U( A —BN BURLINGTON NORTHERN !NTtRMOCA�, .AP_: 12400 51ST PLACE SOUTH T„KWILA. WA 98178 THE WALTER GROUP GATE _._. SPRINT SPECTRUM DATE PROPERTY CONTACT L "� I,I I s "'_, � ' 4 - - ` - - ` - FILE .COPY I c -. A that the Plan C _ .. si, crtc:s and omissions c. f pl . ., ccac not eY Sidi violation ci _-. a .:� code 01Yt� of contactors cop/ of � ,�_ e7 ORA1e1G THE COVER , C�' 1 v2OB7R,'E T_ - tr., IC ./� _ Dato -- — % I Permit No. — , - - , 961`d.58 DAIT 10 /l O,'9? � S CA NEIGHBORHOOD LE N.T.S. ®� ( N.T.S. . I SCALE: G �\ AN ENNA PLATFORM PLAN 2 SCALE: 1/8° =1' -0' TRACT ANTENNAS — 1' �TEEL MONOF EN Cc .. RAN `. EAREELT KPC E c 1P _ POLE =UUNC AT N NN Q SOUTH TOWER ELEVATION `./ SCALE: 1 /8" =1' -0 t,PM E E-T IPMEN'T AE• , ANTE, AS E.ZM._TH = • NVR ANTENNA LEEAND I ® ANTENNA TO BE , NSTALLED = -UTUPE ANTENNAS LAP hL � ICE.. / EE HT .•-• .. RRE MIN'S j ENERAI T.ABINET E;E N N N N N N N N N N N – 0 "LANDSCAPE EI IF.EEF SEE SHEET 5 x5' PIP PAP PAD N Ex! N� N `EL MONTEE SEE 1 ,'A'. Ex!S' FENCE MEN Al SCALE: 1/B' =1' --0 A\ A' SEE �.. A= PROPANE "AN ON 3' x - - _ONCRETE PAD ;EE c.TRdCToRA', i / N aENET • N N N \\ NORTH ENLARGED SITE PLAN N NOV 26NY • Ito - ; 'q: CONS�PuCT..ON z Vd z 0 0 LL 8/2'197 CCNSiTRRUC'''ON SE CHEM. BY / 2 '97 A 6,2/9 REY DATE w+RECf da.0 R ARCHITECT/ CRAM B* CONSTRUCTION SFr - =. 6/3C/ ZONING SET_ ANT REV 9 6/4/97 ZONING SET -NO FAA ZONING SET DESCR!PTiOn MT PCS SAL MT 0/8197 X w� .0;9/9' FRALEY / S T RICKER ARCHITECTS 202 LAKE WASHINGTON BOULE' &RD SEATTLE, WASHINGTON 98122 TEL 206/324 -4800 FAX 206/322 -2875 SPRIVT SPECTRUM SETA - 008 -07 t K JLA BN rG 400 51S I" PLACE SOU 1N 1 NKW1LA, WA 98178 CONSTRUCTION SET ENLARG'D SITE PLAN AND ELEVATION V2TUK1 to 5617. §6 10/10/97 C. FPC MINA SEE DETAIL 4 ^`� 6 CONCRETE SLAB SEE STRUCTURAL DRAWINGS — \\ T 0. SLAB 2" \ BRIDGE MONOPOLE MONOPOLE r.-1-1---1--- �SUPPORT N B SUPPLIER MONOPOLE t .. }._. '� I TO Ir_ BRID F - -. AN ENNA CABLES 'uPa C I - 4 MIN BENDING AND BRA hE` AN F CABLE RA[I H, ASSEMBLE MAX I � l a - _. -. -'F' I _ BR •F' =F -' - , f CONSTRUCTION DRAWINGS PCS Telecommunications Facility SETA- 008 -07 TUKWILA--•BNI BURLINGTON NORTHERN INTERMODAL YARD 12400 51ST PL. SO. SOU, :, A P I DE" 2 A_ - -. c-TN LIB t— J � ,� —} _ it L -' PWP / _41� - - . - .. - I_ �0- J TELLO - _ ._ _ '- -4- JOILINE OF CAB VETS -- \ _ - . ° c L - I E II _ ∎ _ .._ 1 r .X H POST & Ili A >,- — J T F I FT I HAN EN :-J ( �,w k F Ty i BPACKE F 1 H4N L _ A � I ABOVE GRADE GRAVEL YARD 1' - 0" P) \ IY • SEE 3 /Al l I _AB'_E --- POWER CABINET PRiYARY R.0 CAB' N£" CFOYITH CA��ET I GROWTH CABINET ' ---_ -r ( F'RA(k i --- I PF M N: - - I� � � _�.. ,` • •' ' N..t�' -'+' _ -� = � A rt ` y✓ c AFIE AAA _ _ EMBEDDED CONDUIT STUB -UP / -te --L'ai EXISTING GRADE / \ "RAVE RARE .-I I-' - CNCPETE , 1 0 j i t _ MONOPOLE / FOUNDATION 4 0 MIN •^ CABLE PORT /HANDHOLE - ER - - --� CONCRETE SECTION CABINET SEE J ELEVATION c j �8� 16 -0" v _1'" - SEE STRUCTURAL DWGS ,1,1. ,∎ 1 AN ,p - v I I PROPANE TANN I Ci SEC 'ION EQUIPMENT PLAN 2 SECTION - CONCRETE PCS EQUIPMENT PAD O COAXIAL ROUTING SEC PRIMARY PROTECTION CABINET SCALE: N.T.S. SCALE N.T.S. SCALE: N.T.S. 4 O SCALE N.T.S. 1'.2' C MIN TOP STRAND OE BARBED WIRE 7 / /45• t EXTENSION ARM (T'fP. ) \CORNER, 'r + -- —� END 0 PULL POST GATE POST -GATE POST � 4 MIN I j �- BARRED vARE f / �. _ . G_. - I r-x- s x I� e x x x ,� �S. -TC- >• x - x -x- x x �c A P -0 ,1' \ I 1' .� -- -- ,. --------- BARBED WIRE •� x x i BOTTOM TENSION WIRE - • - -,• -- ,� - it ��. �i�. •• •�. i � �.�.' \_ 3 STRANDS 4o: i D WIR� �� BARBE TOP RAIL - LINE POST „�•' CHAIN � CHAIN LINK FENCE I I I I t ��.f•s , i•: 4' '�*•••. ��. R4 S 4 Oi .. yYI 1 (oNn) „o -,9 - T oa CHAIN LINK FABRIC nl �i DO �UIPMENT II 71II 3 p X ir BRACE HAIL I ) � — STRETCHER BAR I I T DIAGONAL ROL, KLF I ( ''� -- B TENSION 4 / TENSION WIRE F!N.SH GRADE , ` 1� - / /� CP GR OUND i I t L - i I � I .i nn • I / \ S •:. I • (■ 'C , GA A/ TE LOCk LATCH %� TOF it BRACE RAIL STHED RETC BAR 510i PROJECT 1” CROWN ABOVE GROUND AND SLOPE ALL AROUND TO POST FIN GRADE % I 3 10/10/97 CONSTRUCTION SET - REV. ■ 11 I 1 1 1 I. 1 '► � - I l�� 1 1' 'C '( 'C • \ WI•t IEk w ♦ ____ _ D!AGON AL RO _r: h' STEEL 7U RNBUCKLE _ . x s FINISH .TRADE ` _ OR GROUND 2 8/21/ 97 CONSTRUCTION SET - REV. i 7/22/97 CONSTRUCTION SET REV SATE DESCRIPTION ` i 2 MAX 1 I/2" " CLEARANCE FROM GRADE LINE POST FOOTING . I �' ' I o a •, CONC. FOOTING (TOP) SEE DET. 5/A2 �• I A ` - • I •- .• I : JR. I NOTE BOTTOM OF FOOTING MUST BE 6" BELOW FROST LINE Pte= T MT � 1 : c ��7'► -� , , , ; r . , : _ CONE FOOTING (TEE ) SEE DET. 5/A2 AROBTECT um nr / PCS FOOTING - . - - - '` / • ('1 GATE ill FRAME _`y DRAM BY SGV BATE 10/8/97 .w BY MT ATE 10/9/97 1._O.. D1.4 MIN ARCHITECTS i 212 LAKE WASHINGTON BOULEVARD TEL 206/32A-4800 FAX 206/32 2-2875 5 FENCE SECTION FENCE ELEVATION S 7 FENCE CORNER ELEVATION GATE ELEVATION SCALE: N.T.S. SCAIF�. N.T.S. SCALE: N.T.S. SCALE: N.T.S. - � dp FINISHED GRADE, MATCH SLOPE AND THICKNESS OF EXISTING TOP SOIL \ TRENCH \, I A I M �� / / /� CL. MI ... i . :itiz ...aila .e� v'':�` •1fntiz��: - =__ - - = I I � j� / L UNDISTURBED I I I a7l�lT/I'Y/ SPECTRUM !.'000 NE PLACE& OPERA :Of 06 60� _ i4A5NlNG'ON i,80,-, CONSTRUCTION SET SETA - 008-07 TUKWLA -BN BURLINGTON NORTHERN , ,TERM. , :,,,_ •. SAC 12400 51ST PLACE SC'. ITH TLIKWI'._A, 'NA 98i TO 111= � i I 0 III —I I o III —III _ COMPACTED BACVFILL , -i i I I _ r� _ BACkFILL 0#- At/ I�AND CA NATIVE SO�,I / j, / ( / ) /'� / ...... x TELEPHONE CONDUIT - WHERE APPLICABLE * ELECTRICAL CONDUIT * — / * SEPARATION WITH LOCAL UTILITY I I' I I Me UTILITY ARNING TAPE W s° DIMENSION TO BE VERIFIED COMPANY RE JUIREMEN TS �iiiiAii� r( ( ERA +a.c All MSC. ®ETALS °"= cxA+dc BO A2 TRENCHING DETAIL 9 o ANTENNA MOUNTING FRAME �� 9817.5 A C 10/8/97 SCALE: N.T.S. ! I \ / SCALE N.T.S. C. FOR EMBEDDED #4 CONT CONDUIT STUB -UP LCCATION SEE r DETAL 3/. GENERATOR CAP—, DETAL ND SCALE 3 "0 CONDUIT EMBEDDED IF NECESSARY I- POWER 5 1" —� NOTE; PPC MINI - SEE OETAiL 2 /S1 GENERATOR SLAB 30 AI . 22 # 22 3" GRAVEL 5/ GEOTEXTELE FABRIC EXTEND GRAVEL TO -O" OUTSIDE OF FENCE L'NE #4 ®12 EA WAY -, 0 (TYP) / x- PRIAIAAY I RADIO 1.0A, CAB'NET CABINET GROW, CABINS L— COMPACTED SOIL TO MW'' 95% MODIFIED MAX DENSITY PER ASTM -01557 METHOD �- (TO RE VERIFIED WTH SITE SPECINC SOIL REPORT WHEN AVAILABLE). FOR ADDITIONAL CONCRETE NOTES SEE GENERAL NOTES 2 GRAVEL SHALL BE NATURAL OR CRUSHED GRAVEL WTH 100 PERCENT PASSING 1 INCH SIEVE. EQUIPMENT (3 CABINETS WITH PPC MINI) PAD /SLAB ON GRADE NO FROST CONDITION `— N' GALVANIZED HILTI OBIA BOLT II OR APPROVED EQUAL WITH 23/4"0 MINIMUM EMBEDMENT (USE 2" OVERSEE WASHER, TYP) I J1 SAWCUT _ _ f 1 1' -6" EXISTING PAVEMENT U 1 r — CONCRETE FAD 4 "0 CONDUITS EMBEDDED !E NECESSARY \ TELCO 2" ABOVE GRADE OR PAVEMENT TO MATCH EXIST PAVEMENT WHEN OCCURS 1 1 1 WALL MOUNTED POWE PROT ECTION CABINET (REF: EVERGOOD INC. PART NC. EILA5, SHEET 1) ANCHORS FOR CONCRETE PAD MOUNT —PPC MINI DETAIL NO SCALD * UNLESS CTMFAW'SE SlLOWS ON T, PLANS /— EQUIP. SLAB ■ -- OUTLINE CE CAWIN ETC TS3x PWR ( TELCO WALL MOUNTED DOWER PPC M!NI PROTECTION CABINET t PLAN (RE EVER000D INC. PART NO. E' A5, SHEET 2) 4' -0" 1' -9" 1'- 6,, PVC MINI II Nz • I J <I • TS 3x2x FOOTING DESIGN BASED ON 100 MPH WND AND LE TYP CLASS A SOIL CR. BETTER (UBC TABLE 1b -1 -A) / • 1 5 "0 HOLE FOR 3� 0 FHRU BOLT W/ 1 "0 OVERSIZE • WASHERS (TYP 7 PLACES) r - S 3x2x3/4 ■ 1 4x3x ERECTION AID SEAT — 1'. -6 "co CONCRETE FOCTINC PPC MINI MOUNTING FRAME 1 C AP J SEAL . WELD SECTION CENERAL '-I G v'TON FS APPLY EXCEPT 'WHERE SHOWN OTH r,_. TOO_ „nifarm 9wId Code, 1 99 4 Seismic Zone 3 Snd 80 mob, "xoosure DJ s'0 ')O,,-rum soil pressure 1500 ps` (assumed). All 'Uoi ;Tqs to bear cs Dst „ ees t TL CA aose t. A eC Arm , sa 5 t, soma and shay be towered if su table soi'. Is rot round of elevedocs shcws e- crawls.. ?_cr tc ne thcrsogs_f comooctec oe• -:oec *fans. Pro, de 2 -p5 (minimum) contiguous bCTAT' pf all + : ^_I: pna gs. LN)AV= CCNCPEIE CND P.EINEORC!NG EAR V)-Ess At c ascre e wsrk snail be IT accordance win the AC 301-89, 4,1 3 cnd ,Pe sp , cat en cast - - J ace sssorete. I concrete shod have a minimum compress ve strength .. 3000 psi a. 28 Coys. unIess cotes e ew . T. Deintorcing steel snail conform to ASTM A615, grade 53, a_farmed r _„ sated aiherr+s a w 'am is mad conform to ASTM A185 weidea steel wire *'a. c unless noted o.. era se. Sasses _loss loaf shalr ce std. dc. ne following minimum concrete cover snall be provided for re , " o T mg see ..mess s wn otherwise O CA . vos' Concrete cost agclnst earth 3 ,r Concrete exposed to earth or weather: #6 and p5 and smaller & v .. 1 /2 'n. Concrete not exposed to earth or weather or not cast against the gra;ad: S ab and Wall ........ .. .3/4 - n. Beams and Column s 1 1/2 , chom`er 3' shall be provided at a' exposed edges o` .Crc'ete in cccc , fn wifn 33 .tio A.2 A Holes fa ' an to expansion /wedge anchors s ^all be I 'B ic n ,e:er 7 the anchor Toll, acre; or roc Ono s .. conform to menuf recammendat'an for embedment depth or as shown an tse C' eirgs. -void cur inc e,..s''.g •eb wn.n drilling holes in elevated fl VA' slabs ^stc:lation of concrete expenSion /wedge anchor, snob be per rna, u acts t •_c.. menaec pr ___.nos E -... -- Oct 101991 FRALEYISTRICKER '1, SCR ,ON C OOe,05 BY JBP i pig T"RAL EY � / STRII .ARCHITECTS IAIE WASEINCIVIN EOULWARD SEAL ILE. WASM2*.t M22 ate.. u8 FAX 21/6a22-2V5 DB NG TP_E 97155 CONSTRUCTION SET SETA- 006-,07 TUKWILA-6N BURLINGTON NORTHERN INTERMODAL YARD 12400 51ST PLACE SOUTH TUKWILA, WA 98178 GENERAL NOTES, DETALS TUK_S1 1 :3OPM 7/10/97 Si R ECEI� c of T PERMIT CE FROM /TO AZIMUTH 0 DOWNTILT =NA *><: AZIMU .120' DOWNTILT =NA ** AZIMUTH 240 DOWNTILT =NA *# GPS ANTENNA COAX CABLE TYPE /SIZE LENGTH (FT)* COAX ' LENGTH FT COAX C AB L E TYPE /S LENGTH (FT) � COAX TY SIZ LENGTH (FT)* RX/TX . RX CABLE TYPE /SIZE RX /TX RX RX /TX RX CAPS ANTENNA TO - ANTENNA CABLE COVER ASSEMBLY LDF5 -50A 7 /e 100 100 LDF5 -50A %e 100 100 LDF5 -50A I T /8 f00 f00 LDF4 -50A kZ. 100 ANTENNA CABLE COVER ASSEMBLY TO PRIMARY RADIO CABINET FSJ4 -50B .4• 4 4 FSJ4�506 4 4 FSJ4 -508 . 4 4 CONNECTED LOAD 47 AMP MAX RUNNING 28.4 AMPS LOAD ANDREW SUPERFLEX --. CABLE TYPE FSJ4 -50B '2 GROUND BAR (TOP OF TOWER) 4 GROUND BAR (BOTTOM OF TOWER) GROUND BAR (AT ANTENNA CABLE COVER ASSEMBLY) BY OTHERS SECTOR (TYP. NOTES: I. MONOPOLE MOUNTED-ANTENNA'. 2. SEE:.ELECRICAL'LAYOUT'DRAWINGS FOR ANTENNA LOCATION _3. 00 NOT INSTALL ANTENNA` GROUND KIT OI`'CABLE_BEND *ESTIMATED LENGTHS FROM AVAILABLE INFORMATION. ** PROVIDE MECHANICAL DOWNTILT BRACKET FIELD ENGINEER TO UPDATE ON A5-BUILT DRAWINGS TYPICAL ANTENNA CABLE CONFIGURATION ANTENNA ANTENNA ANTENNA AZIMUTH 0' AZIMUTH 120° AZIMUTH .240° NOTE I NOTE I NOTE I ANTENNA COAX ANTENNA COAX��ANTENNA COAX' ' GND KIT GND KIT GND KIT I CABLE CABLE CABLE #6 AWG I GND BAR I I GND BAR I I GND BAR #2 BCW #2 BCW #.6 AWG GND BAR GND KIT CABLE GPS ANTENNA RX /TX RX E ANTENNA TYPE: TYPICAL AZIMUTH 0 ° - DAPA 58010 AZIMUTH 120 ° - DAPA 58010 AZIMUTH 240 ° - DAPA 58010 , - — Tf6 DIN FEMALE CONNECTOR (ANTENNA) CONDUITS CABLE TRAY k(s DIN MALE CABLE CONNECTOR. ANDREW'F4PDM N TYPE MALE CONNECTOR ANDREW F4PNM N TYPE FEMALE CONNECTOR ANDREW L5PNF ANDREW HELIAX CABLE TYPE LDF5 =50A ANDREW GOUNDING KIT TYPE 24I088 - 7 (TYP.OF 8) ANTENNA -CABLE COVER ASSEMBLY N TYPE FEMALE CONNECTOR ANDREW L5PNF N TYPE MALE CONNECTOR ANDREW _ F4PI1 ANDREW SUPERFLEX CABLE TYPE FSJ4 -50B TENNA,CABLE ° COVER ASSEMBLY EX PRIMARY RADIO CABINET #2 BCW IFENCEj PPC MINI #2 BCW GROUND ROD #6 AWG I ANTENNA GND KIT CABLE GN% BAR - 1—I- ANTENNA CABLE — I COVER ASSEMBLY GPS ANTENNA #2 BCW SCHEMATIC DIAGRAM GROUNDING SYSTEM GPS ANTENNA 561 -`� FURNISHED BY LUCENT TECHNOLOGIE N TYPE FEMALE CONNECTOR (ANTENNA) N TYPE MALE CABLE CONNECTOR ANDREW L4NM #2 BOW - - ANDREW HELIAX CABLE TYPE LDF4 -50A ANDREW GROUNDING KIT TYPE 241088 -6. (TYP. OF 4) NOTES: I. BOND ANTENNA GROUNDING KIT CABLE TO GROUND BAR 2. RING GROUND FOR EQUIPMENT. 3. FOR GROUNDING CONNECTION & DETAILS, SEE LAYOUT DRAWINGS. C. NOTE 3 lh 2" PVC — CONDUIT • r TELEPHONE SERVICE (NOTE 4) I I TELCO PANEL POWER PANEL NOTE 5 L I 2' RGS CONDUIT NOTES: I. SERVICE POWER SHALL BE 240VAC, IOOA, 10, 3W OR 208VAC, 100A, 10, 3W. 2. A 100AMP METER BASE SHALL BE INSTALLED AT THE BACK OF PPG POWER PANEL. SEE VENDOR DWG. FOR EXACT LOCATION. THE NUMBER OF JAWS IN THE METER SOCKET AND THEIR ARRANGEMENT DEPENDS UN THE VOLTAGE SERVICE. CONSULT UTILITY COMPANY FOR VOLTAGE SERVICE AVAILABILITY. 3. POWER &TELEPHONE CONDUIT SHALL BE INSTALLED AS SHOWN. SEE ELECTRICAL LAYOUT DRAWINGS FOR INCOMING CONDUIT QUANTITIES AND SIZES. 4. TELEPHONE SERVICE SHALL BE EXTENDED FROM UTILITY POLE ON STREET FROM WEST. S. 122 ST. 5. FOR COMPLETE INTERNAL WIRING AND ARRANGEMENT REFER TO VENDOR PRINTS PROVIDED BY PPC MANUFACTURER EVER000D. ' • ANTENNA CABLE COVER ASSEMBLY PRIMARY RADIO CABINET POWER CABINET PROPERTY LINE I l'/2 PVC ZI 208VAC, IOOA, 10, 3W 3 #2 AWG + #8 AWG GND POWER PROTECTION CABINET (PPC-MINI) (BY OTHERS) • GRADE LEVEL POWER & TELEPHONE RISER DIAGRAM J 208VAC, 100A, 10, 3W 3 #2 AWG + #8 AWG GND 2" CONDUIT LOAD DATA #8 SERVICE GROUND � I m II _ ec 0 i ..... 0 i E t.. ic • 0 1.- o cb § g • i v) a. ▪ to ei II I I 1€r mm rioacr moot IALIOUCT/ FOOINEM 10/9/97 7/21 /97 CONSTRUCTION SET REV. CONSTRUCTION SET oESaePnai JT 10/9/97 0/9/97 { FI ALLAY STRICIUM . ARC: .ELI TECTS '. 2/114W/X DOULMAXD W a ra WWI TIE 230f321H900 FAX SEA7RE ING a OPERAMNS boon PE 7WD PLACE - SINE 200 _WA GTON 98004 (200 602 COMTRIAITION SET EXPIRES E;C22/98 TL (W!.A-41N BURUNOTON NORTHERN IN1ERRODAL YARD 12400 51ST PESO: TUKWILA. WA 913178 wmsc = ANA POWER ANTEPI4A SCHWA= V2ZDAT d® www 1 10/x/97 CEIVED CtlY OF TUKWIA OCT 1 3 1997 PERMIT CENTER USWEST TEL FACILITY (T\ SITE PLAN SCALE: 1, -1'-o• B.N. POLE \ B.N. OVERHEAD POWER ■\\ B.N. PROPERTY LINE \ \ \ \ \ \ S4‘ \ I C RIVER TON CONTACTOR Al NEV OVERHEAD TEL SERVICE \\\, \ \ \ R QE G L H L SE \ / 7 Q ENLARGED SITE PLAN SCALE: 1/8 FUTURE EQUIPMENT C ABINETS EXIST. SERVICE POLE UNDERGROUND POWER & TEL SERVICES 6'-O HIGH FENCE SEE SHT A2 - PROPANE MNK ON-3'--6" X 11 CONCRETE PAD, SEE STRUCTURAL EXIST, BURLINGTON NORTHERN POLE CONNECT TO B.N. TRANSFORMER NORTH I EXPIRES 8/22/98 .teN 7/21/97 01.01 BY MED= BY TB JT 15a/9/97 SeTIOVT' SPEC77f SEAITIE �61G & OPERA776 11000 A PLACE - 51.61E 200 BELLEN4 WASMNCIVN 90004 (206) 602-2310 BATE 10 9 97 FRALEY 1 grimsm. ARCHITECTS. 202 LSE IFAMINGMEt =UV= SEATTLE, WAINAINGION Alt22 TEL 21110334-41130 FAX X6/322-2E5 CONSMUCTION SET SETA-008-07 MIONLA1N BURLINGTON NORTHERN INTERMODAL YARD 12400 51ST PLACE SOUTH TUIMILA WA 98178 ORM. 1111E NANO MD SHE PLAN AND ENLARGD SITE PLAN V2ZDA1_ acesmo E2 PM 0. WV* 10/s/si 1 u_ c 0 To .2 E 0 0 cal ..110110111SON•0111111•1•1111111 111110/9/97 1 7/21/97 CONSTRUCTION S *Awn DATE • ET CONSTRUCTION SET REV. 11IM CITY OF 11.191 OC T 1 3 1997 0,Rmr- PROPERTY ct IER & TELEPHONE EE El SITE PLAN) -4 CADNELD CONNECTION TYP.) x x H x x x x1 x x f SEE SHEET AI COR W TO MONOPOLE GROUND BAR �— PPC MINI SEE E4 NORTH SITE PLAN NOT TO SCALE GROUND BAR x J C. FENCE MONOPOLE FOUNDATION 6`-0' DIA. GROUNDING SEE FOR ADDITIONAL I.FOR ELECTRICAL SYMBOLS AND ABBREVIATIONS SEE GROUNDING NOTES: A BURIED COPPER GRID WITH GROUND RODS AROUND THE EQUIPMENT IS THE MOST ACCEPTABLE METHOD OF ACHIEVING THE DESIRED GROUND RESISTANCE FOR OUTDOOR EQUIPMENT.. IF THIS IS NOT FEASIBLE DUE TO INTERFERENCES OR SPACE AVAILABILITY. A COPPER GROUND -RING AROUND THE PAD, NOT 1�IED S 4 A LL. D Tr ^v THE FOLLOWING GROUNDING METHODS TO 'CONNECT THE ABOVE EXTERNAL GROU:.) RING SHALL BE ACCEPTABLE. ALL GROUND CONNECTIONS ARE TO BE 'CADWELD" OR DOUBLE HOLE LUGS. OPTIONS: I. IF SPACE tS AVAILABLE, GROUND RODS AT TWO DIAGRAMATICALLY OPPOSITE LOCATIONS NEAR THE EQUIPEMENT PAD MAY BE BURIED IN THE GROUND. NOTE THIS IS NOT A COPPER RING_, AROUND THE EQUIPMENT PAD. 2. IF SPACE IS AVAILABLE. GROUND RODS AT ONE LOCATION IN -LIEU OF TWO LOCATIONS (ITEM I ABOVE) MAY BE BURIED IN THE GROUND (NEC ARTICLE 250 -83). 3. POWER SERVICE GROUNDING ELECTRODE RODE AT THE BUILDING /STRICTURE /SITE MAY BE USED AS GROUND MEDIL ". 4. CONCRETE ENCASED STEEL REINFORCING BARS AS PER NEC 250 -81 (C) -. THIS IS A VERY ECONOMICAL SYSTEM. CAUTION!: AT ALL SITES THE CONTRACTOR KIST VERIFY THAT THE SYSTEM IS EFFECTIVELY GROUNDED. AND MEETS THE NEC ARTICLE 250 REQUIREMENTS AND ACCEPTABLE TO THE LOCAL INSPECTOR /AUTHORITY. .NEC`ARTICLE 250-84 SPECIFIES GROUNDING RESISTANCE OF 25 OHMS OR LESS: FOR THE GROUNDING SYSTEM. THE PROJECT REQUIREMENT -IS FIVE (5) OHMS. l in D I m i eri i 1 1 8 cb§g oF o w 0. CO I 1 tt CONSTRUCTION SET REV. CONSTRUCTION SET °Emma BY TB 0/9/97 aeo®er JT 78/9/97 TOL � / SIMMER .ARCHITECTS. ' 9M324-41110 FAX 206M2-2175 rn v SETA-008°07 113 � A-9N BURLJNTTON'NORTHERN INTERMODAL YARD 12401 51ST PLACE SOUTH 1UKMILA, WA 98178 EQUffieir LAMM Ej 7 AND encxame YlZDA1_ a IINT Wff 10/9/97 CI) arg RECF i Jj CITY OF TUKWIL,A OCT 1 31997 PERMIT CENTER ELECTRICAL SYM:OLS GROIN ROO WITH ACCESS ' 1a,® ROD • ■ i:D TYPE CONNECTION • COMPRESS! ON TYPE CONNECTION - -- CROWDING WIRE, • R EPRESENTS DETAIL NUMBER ABBREVIATIONS AMERI WIRE - GAUGE BARE COPPER WIC GPS GEOSTATIONARY PGBITIONING SYSTEM PC5 PERS0i4ACOOMNICATION SERVICE PPC POWER PROTECTION CABINET PRC -• PRIMARY RADIO CABINET RWY RACEWAY TYP. TYPICAL RGS RIGID • GALVANIZED STEEL EMT - ELECTRICAL METALLIC ' TUB ING -COG DRAWING IGR INTERIOR GROIND'RING (HALO) ACCA ANTENNA CABLE COVER AASSEMBLY BTS BASE- TRANSMISSION SYSTEM ' (IEN TOBlTENNA CABLE'. COVER ASSEMBLY 0 SCALE N.T.S HA LE GROUND KIT j SEE DRAW!NG EI FCR CABLE QUANTITIES ) •I WO AWGS HOLE O NTO : LU G TO BE USED WI # H 2 B UILDING OR RING • ND AS SHO NIIN DETAI INSTALLATION OF GROUN©'W11140 BITS BAR I . FOR *MEER CP SNOIDCIIO NODS IMINID N ONNI 10 SINCIFICATION IOW S SELF - .I DUIM]HO1 2. EOt. UI® test= FON Q.*ITl TO aria RF041!l4D.0:41010/0115 1 I+F am. 3. LONNION OF TEE MIN'S M 011110111120 IN FIELD AND MY N2 LOOMED NO RE' M aI0 IC.£DIMENTAS FEMISIE. AI�fIMCTIQAL- 7D A®IITE.M' SEDI8PD.00FIOI ATIONS. 4. �OI IL DRILLED A IN 11.A. OE MIMEO W1 wow EI1IER re 9N ( MTEQR F201 TIE @01701. ,IECLID FOR ORIENTATION; am PLAN -:AI• ! GROUNDING - - STANDARD DETAIL 5696 EQUIPMENT ON SLAB ON GRADE TWO, HOLE LUG TO BE USED WITH #2 AWG BCW TO ',CPS ANTENNA CABLE GROUNDING K.IT SEE DETAIL 5698/0 LUG (TYP. FOR 4) ANTENNA CABLE COVER ASSEWILY (ACCA) GROUNDING - STANDARD DETAIL ANTENNA CABLE GROUNDING TO GROUND BAR AND MONOPOLE SCALE: N.T.S. 526/1 7 -- LUG (TYP.) ELECTRICAL SYMBOLS AND ABBREVI AT I ONS LEGEND 1- COPPER . GROUND BARy4 X? 4'X 20 NEWTON W.STRUMiENI CO: CAT, NO. 8 `; HOLE 70 MATCH �,"" 'w. OLI LUG ONPOwURATiON 2- INSULATE NEWTON INS#12UMENT CAT NO 061-4 • 3- 5/8' L NSTRUMEN1 ;CAT NO 3015 - 8. 4- WA3, MOUNTING BRAG ' INSTRUM CO C AT NO A -6056 5 -- 5/841 f X I HII C �a BOLTS, NE 1VN MISTRI l CQ CAT NO. 3012 -1 DETAIL -,- #2 AIM SEW MONOPOLE ACE' OF POLE)' • FOUNDATION 2 AWG BOW. TO RING OR BU LDING:GROUND (TYP. OF 2) (AS SHOWN' UN DWG:) ` / - GPS CABLE ANTENNA CABLE (QTY. AS SHOWN ON DWGS.) BUS BAR AND COVER ASSEMBLY GROUNDING ANTENNA CABLE GROUNDING GROUNDING STANDARD DETAIL ANTENNA CABLE AND COVER ASSEMBLY ,:GROUNDING SCALE" N.T.S. 572/1 ACGA SUPPORT T AVG to In RNC SCALE N.T.S. 2 ° -6' MiN. OR 6' BEL FROSTLINE GRADE- CADWELD GROUNDING- - STANDARD DETAIL GROUND ROD SCALE: N.T.S. .T. 01W PORT ,MBENNA, coax RDIDING 440 Iriri NM a. SWIRIWD5 o - CABLES TRAY FOR 12" TRAY ) LUMBER (AS Rim) SEE OET RACEWAY - STANDARD DETAIL ANTENNA CABLE ROUTING RING GROUND #2 AWG BCW 112• LADDER [/...--- GROUND ROD COPPERWELD %" DIA X I0' -0' LONG 503/0 MONOPOLE FOUNDATION P1000- LINISIRUT SECURED YEN MILD 10 )5 556/2 ROD 80W s** ID CHRISTY TYPE F22 CABLE TO ROD CONNECTOR BURLY TYPE GAR REI NFD CONCRETE EXTENS CHR ISTY TYPE CLEAN SAND FIL RING GRAD #2 ARC BCW CABLE GROUND KIT AND WEA TUerinnr°NG TP AND TOGA �r�cacricvl TAM I ANDREW #221213 ANTENNA CABLE DIA. MAX. GROUNDING - 'STANDARD DETAIL GROUND ROD WITH ACCESS 6 AWG STRANDED COPPER GROU HARE ( GROUNDED TO BUS BAR) ( STANDARD ANDREW GROUNDING KIT ) WI RE AWG STRANDED COPPE ( GROUNDED TO BUSK GROUND BAR) ( STANDARD ANDREW GROUNDING KIT ) CABLE GROUND KIT AND WEATHERPROOFING TAPE ANDREW #221213 ANTENNA CABLE 1 1/4- DIA. MAX. REINFORCED CONCRETE COVER CM I STY FRD LOOP AS LARGE AS lBB AVOID - SHARP 1 — GROUND ROD COPPERRELD % ° .DIA X I0' -0' LONG 10 ANTEcNNA (BPS CABLE TO ANTENNA CARE AND DIMEN90N$ CONNECTION OF CABLE GROUND`' KIT TO ANTENNA CABLE AND DIMENSIONS SCALE N.T.S. 5011/0 513/1 z LLB we to F- 0 C • 0 Cu v_ C v Q' 15 CO Fa 1 1 5 . t ill Ft 5 c a Rf 17056 NE 33PD: PLACE - SUITE 200 EELLENIC NASfNICTON 9&» ( 1 102-2310 GCPISITF UC11ON SET I SETA-Ma-07 OURlN61UN NORTHERN iNTERMODAL YARD 12400 51ST PLACE SOUTH TUKWILA, WA 98178 jsE m ('i cITV OF Tl! WI A OCT 1 3 1997 PERMIT CENTER Q LAN AREA EX PP .° PROJECT AREA Ed NORT (Th LANDSCAPE PLAN P"444 \,!..„./ SCALE: 1/4--1 PLANT LEGEND SYMBOL BOTANICAL/COMMON NAME CUPRESSOCYPARTS LEYLAND!! / LEYLANDII CEDAR 0 THWA a 'EMERALD GREEN' I AMER. ARBORVITAE IRRIGATION SYSTEM: MANUAL NOTE: QTY SIZE 9 8-10' 13 REMOVE EXISTING POLES LOCATED IN THE BIOSWALE. PLANT BIOFILTRATION GRASS IN THE BIOSWALE ALONG ENTIRE LENGTH. / A LANDSCAPE SPECIFICATIONS 2.00 2.01 Al B) c) 2.02 A) 2.04 A; 2.05 A) B) ra; Ese.4,4 AEA • r a nurse, TREE PLANTING / STAKING THe , hu.ns , s GM 1E 22. ,2.21 .10E7 4.4,2,2 -eARWiN Art,,9 Pc,HT (i• AAA tHssm„ fraqr, / a.Nan ass., 7 aces cs AAAR Eleltf, l9c• ow, 0 40s4tANe, VA AL SHRUB / GROUNDCOVER PLANTING TYPICAL GROUNDCOVER SPACING 1.00 GENERA, 1.01 Landscape plan based on site plan by Fraley/Stricker Architects Inc. All site plan dimensions and conditions, building dimensions, and site developmeht should ,e verified prior to installation. 1.02 Scope of Work A) Furnish all materials, labor, equipment and related items necessary to accomplish soil prepnration, placement snd grading of topsoil material, placement a.ld grading of fill material (if required), placement of specified plant material, fertilizers, staking and mulch, protection, maintenance, guarantee, cleanup, debris removal, and related items necessary or incidental to complete the work shown and specified. Obtain necessary permits and install per local municipal code as wellaas neighborhood codes, covenants and restrictions and per manufacturers recommendations where applicable. 1.03 Work by Others A) Protect trees and shrubs on site during construction by fencing off with 4' temporary chain link fencing, flagged every 5'. FOr damages for loss or injury see 3.06, B). B) The site to be cleared and grubbed of all vegetation, paving, gravel base and other debris not to remain. Subgrades are to be set prior to landscape installation. C) Subgrades to be provided within .10 foot, per site grading plan and per landscape plan, minus B inches. D) Weep holes to be provided in curbs, spaced a maximum of 10'on center. 1.04 Responsibility A) The Landscape Contractor shall be responsible for the protection of adjacent property, existing plant material designated for preserva- tion, and the safety of the general public. B) The Landscape contractor shall be responsible tor coordinating his work with all other trades as needed. C) Utilities: The Landscape Contractor shall call the Underground Utilities Locator Service (1-800-424-5555) prior to commencing work. He shall be held responsible for protection Al, and any damage to existing utilities and structures, He shall verify the location of utilities with the General Contractor. 1.05 Verification of Existing Conditions A) Before proceeding with any work, the Landscape Contractor shall verify all dimensions pertaining to the location of walks, vaults, light standards, hydrants, and any other existing conditions, including adverse drainage. Should any errors or conflicts in drawings or specifications occur, the Landscape Contractor shall notify the Landscape Architect immediately. 1.06 Contact Landscape Architect regarding all site changes and alternates. MATERTALa Pliant Material (As noted on drawing and as follows:I Trees to be self-supporting, with full heads and leaders intact. All shrubs, trees and ground cover to be full and bushy: all trees to be straight trunk with leader intact except multi-trunk trees. Plant material may be rejected at any time by the Landscape Architect due to conditions, form, or damage, before or after planting. Topsoil Red-e Topsoil 60/40 mix (60% fine sand 40% compco composted mulch) or approved equal. Fill Material Sandy loam material, free of rock and deoris over 2 in diameter. Mulch . Gro-co . (composted mulch) or approved equal. Fertilizers Formula 6-4-3 Webfoot Jumpstart Transplanter as manufactured be Lilly Miller, or approved equal. Osmocote or approved equal. Apply per manufacturer's specifications. 5 On 5.01 BED EDGE AT PAVING in.0_4_ Execution 3.01 Soil Preparation A) In all planter beds scarify to a depth of 8 inches and applly a minimum Si 6 inches (after compaction) of specified topsoil and rotovate into the top 8 inches of the subgrade.Remove all debris and rock over 2.. 3.02 Rough Grading A) All areas shall be rough graded with .1, foot before planting. All grades shall produce positive drainage away from building and thru all planter areas to avoid low spots and standing water. Areas shall be graded such that new grades meet and blend naturally with the existing nnas.as. 3.03 Planting and guying and staking (Per details and as follows). A) Plant only during seasons of locally accepted practice. B) Crown of plant shall be slightly higher, after setnling, than adjacent soil. CI Layout all mass plantings per detail and maintain a 2' clearance for car overhang and from paving, walls, curbs and property lines. DI Bareroot trees shall be planted only between November 15th and March 15th, and plant per standard horticultural pra,tices. E) Fertilize all plantings with ^Transplanter per manufacturer's specifications. Topdress all plantings with "Osmocote fertilizer per manufacturer's specifications. F) The Landscape Architect shall supervise pruning of trees and shrubs. Limit pruning to the removal of injured twigs and branches, unless otherwise directed. All injured tree roots to be pruned vertically with a sharp knife before planting. 3.04 Mulching A) Provide 2" (after compaction) layer of mulch on all planter beds. Maximum depth of mulch at crown of rhododendrons and azaleas to be one-half inch. 3.05 Final Clean-up A) Clean all planting areas and finish rake. Wash clean all building and paving surfaces that were affected by landscape installation. 3.06 Plant Protection A) Protect all plant materials against harm from wind, unusual weather, and the public in accordance with accepted horticultural practice. Special planting techniques, defoliating, wiltproofing, or spraymisting may be required for unseasonal planting etc. 0) Landscape Contractor is liable for damages of loss or injury to existing trees and shrubs resulting from the contractor's failure to protect them. The just value to be determined by the vslnstIon of Fandscans Trsos. Shnubs and other Plants, Current Edition. 4 00 MAINTENANCE 4.01 The Landscape Connractor shall be responsible during the contract period for keeping all plantings and work incidental thereof in good condition by replanting, plant replacement, watering, weeding, cultivating, pruning, spraying, reguying and other necessary oper- ations of care for the promotion of root growth and plant life. LandSCape Contractor will perform above maintenance dunies in all landscape areas until conditional acceptance by the Landscape Architect and Owner. 4.02 Paths, sidewalks and all other paved surfaces shall be kept clean when planting and maintenance operations are in progress. WARRANTY Warranty materials and w.arkmanship for one year from date of con- ditional acceptance. Landscape Contractor shall not be held responsible for damage resulting from excessive climatological conditions or work by other contractors, but shall be responsible for missing or vandalized materials until the project is condition- ally accepted by the Landscape Architect and Owner. RECEIVED CITY OF TUKWILA SEP 1 7 1997 PERtAri CENTER IEFET 3 APE 22412rECT 4 '4 ,4,2 aft2=2 20. 226 H Co w Ma BY BY FRALEY I STR1CKER ARCHITECTS - 202 LAKE WASHINGTON BOULEVARD SEATTLE, WASHINGTON 981-. TEL 206/324-4830 FAX 206/322-2875 . O.ESIllT • • • 40 l_ake Bellevue, Suite 100 Bellevue. Washingion 98005 206.64199660 SERA SPECTRUM SEA ULt ER/RAE/GAG A OPERA NE _33RI 5 L4CE - SLIT RC, E tiA TON 9.50 )4 LANDSCAPE DRAWING SE715-008-07 TUKWILA-BN BURAEC , A NC , RAAEAi,'t,','..A . • ••. -,;• • 7 LANDSCAPE PLAN AND DETALS a _ SA xn ?017.50 5128/97 NA 212, NO RMiNATION APO, [ 48 98 90 85 ME900, `AID 9C 80 SIKE C- Y 98 90 RED "S - 8S . , 562.6 NO PARKING $TRIPS 2' ROCKERY !12=120± 5'610' RIP- -, RAP PAD DETAIL "A" ENLARGED SITE PLAN SCALE , =2(7 BIOSWALE SEED MIX PLANT BIOFr_TR ATIDN GRASS ALONG EN TARE LENGTH OF DITCH RDSN 2C'N1 =13.53 70' B �C CLs_ VERT -� SEE DETAIL "A" ENLARGED SITE PLAN Zzz z S. 122ND ST. REMOVE EXIST. TIMBER PILES FROM DITCH - REMOVE ANY CREOSOTE CONTAMINATED SOIL 1111 ., a ICI \ SETA- 008 -07 G tl SEE DETAIL "A" ENLARGED SITE PLAN - i SCALE / 21 1/2' 383 MIS USGS QUAD ',E$ MONIES. WASH_ 4 LEGAL DESCRIPTION A STR, Or LAND 400 FEET WIDE. N6 C-' SOUTHWEST QUARTER G SECT EAST, W.M., IN KING CCIEN Tr, wAs,6 THAT CERTAIN 10C FOO, B ,J'aC'Or WAY, KNOWN AS 1 OT 3, LESS TPAT PORTION ENDER 000380 - .012 -06) <ND LE F, 00038u-0O30 -80) EEG, TE IN THE COGN INSTRUMENTATION INSTRUMENT USED: 5 SE. ..T. MEASURING UNIT_ 7IEED SURVEY CON , OE 2 9 !OOPS, MINIMUM CTE0s,F/ iN ACCORDANCE WIT' ACC VERTICAL DATUM NG' ✓D 1 929 LEGEND STREET SIGN ❑ CATCH BASIN 94 GAS VALVE ® POWER VAULT O POWER POLE HEMLOCK GUY BNCEDR • BOLLARD stb • FIRE HYDRANT These plans havWbLC UAdd sad ®y thM2AP Works Dep-.rtment for conformbrfcw ith current City sta, ids. Acceptance is sub_ct to 1211019 and c - _ as which do riot authorl<, c ol,.._ of adopt- ,,swards or ordinances. The rc/L2 :ay for the adequacy of the design rests total y with the designer Additions, deletions or revisl3os to these drawings after this date will Bold this RECENED acceptance and will require a resubmittal of CIT'OFTU revised drawings for subsequent approval. 149% Final acceptance is subject to field inspection by pFRMIT cENTER the kl\_,!IC \ "lorks utilities inspector. Date: �Y 47 J 4 r, :.F DATE 5/6/97 JDB ND. 1301 -056 DRAWING N0.1301 -56A W SHEET i OF e