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Permit MI98-0100 - NEXTEL COMMUNICATIONS - TOWER AND EQUIPMENT
City of Tukwila ( (206) 431 -3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 MISCELLANEOUS PERMIT WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: 032304 -9057 Address: 11030 EAST MARGINAL WY S Suite No: Location: Category: OTHR Type: MISCPERM Zoning: MIC /H Const Type: Gas /Elec.: Units: 001 Setbacks: North: Water: SEATTLE Wetlands: Permit No: Status: Issued: Expires: Occupancy: UBC: Fire Protection: .0 South: .0 East: .0 West: Sewer: VAL VUE Slopes: Y Streams: Contractor License No: GALLLI *337CF OCCUPANT OWNER CONTACT CONTRACTOR NEXTEL COMMUNICATIONS 11030 EAST MARGINAL WY S, TUKWILA WA 98168 SEA POLICE ATHLETIC ASSN I 11030 E MARGINAL WY S, SEATTLE WA 98168 WAYNE USSERY 1700 WESTLAKE AV, SEATTLE WA 98109 GALL LANDAU YOUNG CONST CO INC PO BOX 6728, BELLEVUE WA 98008 k*************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Permit Description: INSTALLATION OF 125 FT COMMUNICATIONS TOWER AND INSTALLATION OF ASSOCIATED RADIO EQUIPMENT IN AN 11' X 20' SHELTER. k*************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Construction Valuation: $ 45,000.00 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: Curb Cut /Access /Sidewalk /CSS: N Fire Loop Hydrant: N No: Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Cut: 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: N Street Use: N Water Main Extension: N Private: N Public: N k*************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL DEVELOPMENT PERMIT FEES: $ 878.59 k******* * * * * * * * * * * * * * * * * * * * ** * * * * * * * * ** *********** iJr * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** MI98 -0100 ISSUED 06/19/1998 12/16/1998 EQUIPMENT 1994 N/A .0 Phone: 206 762 -7469 Phone: 425 -519 -4327 Size(in): .00 Permit Center Authorized Signature:_ Date I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the 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 permit. Signature: %Rs0; Print Name:__ j/a., L. G�. 'se.e. 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. Date: 4/9/�'. € 1 1 € k hill i i fi 1 / li "16 $ n t J 1 1 i i l i! a ? 4 g!Iiii Itt ilki i Dili 1N AI 111E; IIii1 -hit. gt: I /:and11:, %gnaw sY 4.. "II: 9 i /1l! 113118 loth p 1141111 AY !ill _All Via u.tir SOYIIrC ari CtCA g OHM I id ilb 111°61 Align fhb 1 � y :1110 Y 9A5 Who inX11 C ..:ag3::: au WA0233 -5 1t i 1 !lid ct € 1 t, Eiji! 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Q� t' @RS .6 ru41.41-• {g� Y wow ozao 191/ u � yp �,� 0 a b Q p6 � u i 9 ! t 'fie v P „„6 d£ 66669YeenIX669i °�3� g I9 i R die �n�e g7 { ills P5 bl EE�� gt glii 1 1)1 tI 3a ltii t ii Ili is `. ■1� AI i 1 IN r g 18 1 d 111 uvaraae�yo9 &43PS i hi . d NI @ h Y!9 .! 31 01 15 I( sA Iv 1. 1 /: 1 VI g 14 111 111 1 t 1 1 111V21 W1111 :14 l �{ gf .�i ! 011 1! i 1 1 Y X11111111511118 ! l/j i1 i,�1S ill" 1 if �� I1 0 R / Eijxtl / 111:1.11 1111 1 ? ii 11 g 1114 11111 8 i 10 1 ;111 111 f 0 111111{IIII11116.1 CITY OF TIIKWILA Permit Center 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 (206) 431 -3670 FOR STAFF USE ONLY Project Nbmbei. Picir8 ` co! Permit Number: r% Lel So 10,7 Miscellaneous 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. Project Name/Tenant: e'4Mo - ' 4 SPAR NEVEL ao.e1; a,2A77oN Value of Construction' 45,000 Site Address: City State /Zip: //o3D A /Y)Ak& /NAL wAyS . TtlKW/LA WA g81613 Tax Parcel Number: 032304.9057 Property Owner: 5E4T7ZE Fvc «c ATNGET /C AsSc . Phone: (Zoe) 7(v2- 74/6 9 Street Address: City State /Zip: 1/050 E. 4Ia126,-,NL today S. TUKw /t.4 WL) q8 1b6 Fax #: (206) 233- 24042- Contact Person: Mg. wAyNE vsseq Phone: (zo63) 762 -- 7.i4) Street Address:D.6140VEI CORP /700 w'SrtAxe AVa srAg:E. City State /Zip: Fax #: C2o%� Zq8 — 9583 : rile. . � A° Contractor GY CoNSrec'c770N Ca ,� Pho (4(2s5 - • 56 - 4327 Street Address: City State /Zip: P. d. Box 6,728' 962zEnif wA qrA - L772ik Fax # %2 s)-- 579 - 41395' Archite t: P. 8. ARCM rFCa-S P one: Zo6) 44/3- 9790 Street Address: City State /Zip: F x #: (zo t) 44f3 - 98 7S 303 s -F. 57-RE8T 56ev✓7) rtea,R. 7ZE, 9812i Engineer: 4-N6- INEE2ED EN.j Ava-S /A/G. Phone: L q) 9/$- /ioi Fax #: (17/40)- 9/8 - / /o8 Street Address: City State /Zip: 760 /O ■NTt/ER bR. /t4ENT02 O/i /O 1/466,c) MISCELLANEOUS PERMIT REVIEW AND APPROVAL' REQUESTED: (TO BEF/LLED'OUTBY :AP.PLICANT)' Description of work to be done: „ / / ^ CE' Il t-f /c r /G)W C-'r- Will there be storage of flammable /combustible hazardous material in the building? ❑ yes ® no Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets ❑ Above Ground Tanks ►:4 Antennas /Satellite Dishes ❑ Bulkhead /Docks ❑ Commercial Reroof ❑ Demolition ❑ Fence ❑ Mechanical ❑ Manufactured Housing - Replacement only ❑ Parking Lots ❑ Retaining Walls ❑ Temporary Pedestrian Protection /Exit Systems ❑ Temporary Facilities ❑ Tree Cutting APPLICANT REQUEST: FOR:MISCELL'ANEOUS.PUBLIC WORKS PERMITS ❑ Channelization /Striping ❑ Flood Control Zone ❑ Landscape Irrigation ❑ Storm Drainage ❑ Water Meter /Exempt # ❑ Water Meter /Permanent # ❑ Water Meter Temp # ❑ Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Land Altering: 0 Cut cubic yards 0 Fill cubic yards 0 sq. ft.grading /clearing ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public ❑ Street Use ❑ Water Main Extension 0 Private 0 Public Size(s): 0 Deduct 0 Water Only Size(s): Size(s): Est. quantity: gal Schedule: ❑ Miscellaneous ❑ Moving Oversized Load /Hauling MONTHLY SERVICE BILLINGS TO:, Name: I Phone: Address: City /State /Zip: 0 Water 0 Sewer 0 Metro 0 Standby WATER METER DEPOSIT.7REFUND BILLING: Name: IPhone: Address: City /State /Zip: 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: 4 "5 Pr 1 lZ• s- s MISCPMT.DOC 7/11/96 Applic e • Initials) ALL MISCELLANEOUS PEP IT APPLICATIONS MUST BE SUBMI- D WITH THE FOLLOWING: '. ➢r' --� ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN )? MI-WI SITE PLANS:AND UTILITY PLANS ARE TO BE COMBINED ➢ ARCHITECTURAL DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED ARCHITECT ➢ STRUCTURAL CALCULATIONS AND DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED STRUCTURAL ENGINEER ➢ CIVIL/SITE PLAN DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED CIVIL ENGINEER (P.E.) 0 SUBMIT APPLICATION AND REQUIRED CHECKLISTS FOR Above Ground Tanks/Water Tanks - Supported directly'upon grade exceeding 5,000 gallons and a ratio of height to diameter or width which exceeds 2:1 • PERMIT REVIEW Submit checklist 'NO: M-9 ' ® Antennas /Satellite Dishes Submit checklist • No: M -1 0 Awnings /Canopies - No signage Commercial Tenant Improvement •Permit 71 Bulkhead /Dock Submit checklist No M =10 ri Commercial Reroof . Submit checklist . No: M -6 0 Demolition :'Submit checklist No M -3; : M -3a 0 Fences - Over•6 feet in'Height Submit 'Checklist ° No: M-9 0 Land Altering/Grading /Preloads Submit checklist 'No: M -2 0 Loading Docks . Mechanical (Residential`& Commercial) " r Commercial•Tenant •Improvement • Permit. Submit checklist No: H -17 Submitchecklist• • No M -8;. Residential:only H -6, H -16 71 in Miscellaneous Public,Works Permits. Submit checklist" No H -9 , 71 Manufactured Housing (RED. INSIGNIA ONLY)' Submit checklist No M-5 71 Moving Oversized Load /Hauling Submit checklist 'No: M -5 0 Parking Lots - , Submit checklist •No: M -4 0 Residential Reroof - Exempt with following exception: If roof structure to be repaired or replaced Residential Building Permit Submit checklist :. No: M -6 0 Retaining Walls - Over 4 feet in height : Submit.checklist ' No:. M -1 0 Temporary.Facilities . Submit checklist No: M -7 0 Teinporary•Pedestrian Protection/ExitSystems Submit checklist No: M -4 ri Tree Cutting • Submit checklist . No: M -2 Copy of Washington State Department of Labor and Industries Valid Contractor's License. If not available at the time of application, a copy of this license will be required before the permit is issued, unless the homeowner will be the builder OR submit Form H -4, "Affidavit m Lieu of Contractor Registration ". Building: Owner /Authorized Agent If the applicant is otherthan 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 / AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OW ER OR AUTHORIZED AGENT: Signature: p�/ It14 ---- Y [c Date: ''' "'7 g. Print name: f?f(NAo) b (cK/AlSoN caNJuc.7-ANT. Phone: 2X21`_ 3357- I Fax #(100a98 -g583 Address: / [b . &,,e Ve y Ce,e P. City /State /Zip: /700 wes7 -4kE Ave- N S�,t -rr f w 61 b'1o1 MISCPMT.DOC 7/11/96 1 CITY OF TUKWILA Address: 11030 EAST MARGINAL WY S Permit No: MI98-0100 Suite: Tenant: Status: .Type: MISCPERM Applied: Parcel #: 032304-9057 Issued: ISSUED. 06/05/1998 06/79/1998 Ar***.k*****************A*********************-1,*********************W*14*** Permit Conditions: 1. No changes will be' made to the Plans unless approved by the Architect or Engineer and the_Tukwita Building Division. 2. Electrical permits shall:be:,00inedjhough the Washington. State Division of ,1.-a.boarid Industrles-and afl 'electrical work will be insdeosted by ,that agency (24866.30)„,... All permits. Ospectionf;reCtirds. and approved plans shall be available at- the tob-sie.:Pri6r. to the stat,:of nV con- structionThese. documents alie to be maintained andavail- able untyl,,l'inal 6soedtion-approVal Asgranted:. 4. All constructIonto be done iinconforman6e,with,A0O.roved, Plans and reduAreMents of, theAlniform Bui1 dln9 Code (4994.:::., Edition) as amended. Uniform Mechanical Code (1994-/Editfon,. and Washtn9ton State 5negv:.Code ,(1994 Edition),. > 5. Cltv Tuk,Wila Bui.ldin9 Division prior to xila0.69anconcrete.::: This,Procedure is in addittontoanv,:, requfreMentS for special-inSpectiom. 6. A114tructural concrete-shall be speial.Anspected-tUbC,,- 306(a) 1 7. AllStrpcOral-'WeldiO. s.ha:0 be dOnebY W,A.B.O. certtaed wOders and Special inspected (upc :306(a)5). 8. All:high.=-Stren9th,boltin9 shall be spacial, inspected (1113C-. ec 306(a)6) '. - • • 9. BoltS installed in donOrete shaWba:sPe"Olat inspeoted" . , (110AQSec,.1701.5.2). 1 0. When special, insoection is reoulred a tt her ,,,the owner. iL4 arc61tect or enq i neer shall not it v the tukwfla Divisi,on Of app6tntment of the 1 nspecton,a0pcles Pritii-02/ the fThst bui1d3n in.oect ion Co04q's .P.r0r,tPecial inspectiOn rebOrts be subMittedterftlie403ding Divisidnjn a tOMiely'Manner. Reports shalecon00 addre project hrne, �errni t .nurlitier., and type, ofInspect:tOn't,,f04r. performed:' 11. The specialjnspector shaWsubm,it, a'final si9ned,4,e0rt stating whetheylthe work raddiriWsrocial insoffiin was to the best of the,10spectorrsknoWied9e, im-opiifOrmance with approved plansandrspecifications_andOe':-"apolicable workmanship pr ovisionS 32. Validity of Permit. The iSSui66-0f4-permit or approval of plans. specifications, and computations shall not be con- strued to be a permit for . or an approval of anv violation, of anv of the provisions of the building code or of anv other ordinance of the Jurisdiction. No Permit presuminq,to give authority to violate or cancel the provisions of this code shall be valid. PLAN REVIEW R�OLCMG SLIP ACTIVITY NUMBER: MI98 -0100 DATE: 6 -5 -98 PROJECT NAME: NEXTEL COMMUNICATIONS XX Original Plan Submittal Response to Incomplete Letter Response to Correction Letter # Revision After Permit Is Issued DEPARTMENTS: Building Division ❑ o eve Fire ntion P' ad' Works ❑ Structu I lL\ l y('Cf� hJ i Planning Division Ap ( -I Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues, Thurs) Complete Incomplete E Comments: DUE DATE: 6 -9 -98 Not Applicable ❑ TUES /THURS ROUTING: Please Route ❑ No further Review Required Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) Approved _•■• Approved with Conditions Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: DUE DATE: Approved 11 Approved with Conditions ❑ Not Approved (attach comments) ❑ DUE DATE: 7 -7 -98 CORRECTION DETERMINATION: REVIEWERS INITIALS: DATE: \PR•ROUIE.DOC V?r a IEZrZf0^ *{ INSPECTION RECOR -- Retain a copy with INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION o 6300 Southcenter Blvd., #100,' Tukwila, WA 98188 PERMIT NO. (2061_4. 3670 Project: Type of inspec�'on'," --- Address: Datb called: �-- __ Special instructions: V Date wanted: /l a. asillo Requester: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: // ,- $42.00 REINSPECTI FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southc nter Blvd., Suite 100. CaII to schedule reinspection. ito r r 11, it INSPl ECTION RECOFFr Retain a copy with pe&..4 INSPECTIO NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Argo -0 too PERMIT NO. (206) 431 -3670 r ject: Type o pectin •r- l 6 a r 114 \Ai C', Date c Iled: ((/fa / 98 Date warlta ,}, a.m. Special instructions: Regjt to west PhL 2fro'�� R. to LI_6 re �—I Approved per applicable codes. [I Corrections required prior to approval. COMMENTS: . -. AIN Inspector Date: $42. EINSPEC f• N FE,� ;„REQUIRED. Prior to inspection, fee must be paid at 6300 Sout center Blvd.; Suite 100. CaII to schedule reinspection. INSPECTION RECO Retain a copy with peth..it INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Soufhcoer>l�fy�.,}f�00, Tukwila, WA 98188 PERMIT NO. (206) 431 -3670 Project: i fif ►"1 � Mar Type of inspectiop ' n Date called: rr�( to .. II. P.M' Addresf (,o Special instructions: ‘a, otD Date wanted: (C_ /20 Requester: zt A 'fie v Phone No. :L/ � q° q1( Approved per applicable codes. COMMENTS: Corrections required prior to approval. ri $42.00 REINSPECTIO . FEE REQUIRED. Prior to inspection, fee must' be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspectlon. INSPECTION NO. INSPECTION RECOI Retain a copy with pe CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100,' Tukwila, WA 98188 Mff- PERMIT NO. (206) 431 -3670 Project () Tyq�, of inspection Os r- Address: I l_ .5C Z. ACvr () Date called: Special instructions: C� ' � Date wanted: Cam) zi a.m. p.m. quester: Requester: Phone No.: • Approved per applicable codes. Corrections required prior to approval. Inspector: Date: $42.00 REINSPECTION E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection, .�5�?!'�P't:'d"Yr ±,r. .5#SrP+� -"!t . t1'i:X�tril�t�`ti"7gr'.:yw• ""a ^:. rr'v.\y,1', • F J• - r . .. INSPECTION RECOin Retain a copy with pel... INSPECTION NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 9818 h1T98 -DIOD PERMIT NO. (206) 431 -3670 Project; �/ Type of i�nrs�pection: A Address: ..- 1/ 0 called: 7 i S ecrai instructions P be fr GA,' ' - 1. i~. -XbdC,I r , '.,!. fW 1'1'\ Date wanted: v / --m. Requestep- " Phone No 0 1 /�3 [I Approved per applicable codes. COMMENTS: Corrections required prior to approval. M (L &GGt l LicAc-1 Cv IInspector: Date: r� J [---1 $42.0 NSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. A.Aokh: k*• kk l*•kAhfk:kk *4•:l *A *AkAA:i*• *A*AAAAbhAA*4% *•k+rA kk.kA* *Ah khkh*kA* LAP( OF TtJKWl:LA. WA 1E3AN8hi11 h*4*k** *:k •A *A•hA * *A•Ak +t.•k *•k* ** 1• h*; k• k** kl rkk• A• k :l * *A•AAA•A.**A *:l * *A * ***A•kh* 1f;AN8M11'. Number: R97O0783 Amount: 524.25 Ot, /19/98 J4.J' Pavmerlt Method: CHECK Natation: D. (3(RYI Y CORP. Init: 13LH 11.0.rm.it. No: MI98•-0100 Tvnce M;[3CPEzRM t4I99CEILLANEi.OtJS PERMIT, PE rrel No: 032304-9057 Site Addr'esst 11030 .L'ASTMi ROINAL: WY (3 Total tees: 878'.5.9 This Payment 534.,!25 Total ALL Pints: f37F3.. "39 .E)al ance: *h4.:k *1.AA, k• k. Ak*: 1*** A* A• k. tk k:• lkhfr: t• k• k***.*• k+:, k!•h:kA *kkk�r,k*.:l*:l ,1: * *; He "count; Cade Deser i Ut; i an • (lmdu:rit 00V/32.100 I3ElxLI)LN'3 _ NONRL3 000/386.SO4/ IATlt 'I)l)1LO1Nii-t:4JRCH RGE 4ra0, 1,1..4 4,4 liAltli0.**i./t.ii•It4eit Afci A kik AskicAlliiti,11.1'ilt0 TV/ OF rIJIWTL (. W4 •TIIANSMIT itit4t*A /44tir 7's..****.A.,27kir*fs4.?clig TItANSI4IT Number: 1197()0776 Amount:: 34/1.34 ()610:5/98 10 4 Payment Method: CEIE.CI(' •Notation : OARVEY,COEIP. Iriit TKr ". Pe"rovit Mot M198-01602 ,Type: MTSCP.ERM MiSCEL.LAtIECILIS Parcel Oo: 0.323()4--9037 . , !,. Site' Alfdress: 1.10'30 EAST MARPINAL ftI • This Payment 344.34 .Total: ALA_ E'iiit 344 34 .13alanpp: • fti.,4A-1,1rik*OP*4****41,141ti.itIrAthkititii****Ai-A*IiitA*/:Ikir*Oliv*O.#!.+**A*'** .Account Code Descri'ution ,,,' ' • , pLAN ckCar„-- NOt1RES.7.;, 1; Di- MI cle3-oicz ENGINEERED ENDEAVORS INCORPORATED Mr. David Larson City of Tukwila Department of Community Development 6300 So. Center Blvd. Tukwilla, WA 98188 Reference: Foundation for ELMO /SPAA- WA0233 Cellular Site EEI Project No. 2632. RECEIVED NOV 2 0 1998 DEVVELOPMENT November 16, 1998 Engineered Endeavors, Inc. has approved the reduction in pier embedment from 29 ft to 28 ft (±6 in) below ground level. Additional (9) #6 rebars should be added to the rebar cage between a very other two #11 rebars. Verbal approval for this modification was given over the pho ne to Mr. Reed McNulty with GLY Construction on August 3, 1998. If you have other questions or require additional information don't hesitate to contact us. � .liar ., v�y�y.)uwef� • Sincerely, o Engineered Endeavors, Inc. Boris S. Fayman, P.E. Project Engineer Timoth Senior xc: Reed McNulty (GLY Construction) 425.990.1702 David Schnebele (Nextel Communications) 425.452.7404 ENGINEERED ENDEAVORS, INC. 7610 Jenther Drive • Mentor, Ohio 44060 Telephone: (440) 918 -1 101 • Telefax: (440) 916-11 oe MAYES TESTING ENGINEERS, INC. October 26, 1998 City of Tukwila Building Division 6200 Southcenter Boulevard Tukwila, WA 98188 Attn: Commercial Inspection Re: Nextel Cell Site — Elmo SPAA 11030 E Marginal Way S Tukwila, WA Gentlemen, Permit # MI98-0100 This is to inform you that registered special inspections have been completed for this project as per our reports, copies of which have been sent you. To the best of our knowledge, all work inspected was either performed in accordance with, or corrected to conform to, the city approved drawings, or engineer approved changes. Special inspection was provided for: Reinforced Concrete Bolting We trust that this provides you with the information which you require. Should you have any questions give us a call, Sincerely, MAYES TESTING ENGINEERS, INC. Michael S. Dolder, P.E. General Manager MSD:Imm F.8139,elas4 letter cc: Reed McNulty — Gall Landau Young r117 1 7A } h 04. 0 %AI 0. .H •A_1 . Cv,r,4+ to /A AQr)r1A . tAnwk 7Ar) [14Ar1 . CAV /ArfC% 7 A 1797 OCT-21-98 WED 01 47 PM MARK ( ENGINEERED ENDEAVORS INCORPORATED FAX NO, 4409186 L- L S-0 /0 P. 02/02 David Schnebele October 21, 1998 Ne tel Communications 1750 12th Ave., NE, Suite C -100 Bellevue, WA 98004 Reference: Foundation for ELMO /SPAA- WA0233 Cellular Site EEI Project No. 2632 Engineered Endeavors, Inc. has approved the reduction in pier embedment from 29 ft to 28 ft below ground level. Additional (9)#6 rebars should be added to the rebar cage between every other two #11 rebars. This information was provided over the phone to Mr. Reed McNulty with GLY Construction on Aug. 3, 1998. If you have other questions or require additional information don't hesitate to contact us. Sincerely, Engineered Endeavors, Inc. Boris S. Payman, P.E. Project Engineer xc: Reed McNulty (GLY Construction) 425.990.1702 ENGINEERED ENDEAVORS, INC. 7610 Jenther Drive ■ Mentor, Ohio 44050 'T'elephone; (440) 918-1101 11 Telcafax; (440) 91 8 -1 108 NEXTEL STRUCTURE & FOUNDATION DESIGN CALCULATIONS 125' MONOPOLE SITE: ELMO/SPAA, WA0233 EEI JOB #: 2632 i ENGINEERED ENDEAVORS INCORPORATED 7610 Jenther Drive Mentor, OH 44060 Tel.(440)918 -1101 Fax(440)918- 1108 DESIGN CALCULATIONS FOR DRILLED PIER FOUNDATION NEXTEL 125 ft Monopole ELMO /SPAA, WA0233 Cellular Site Tukwila, WA. EEI Project No. 2632 March 2, 1998. 4 ENGINEERED ENDEAVORS minm,„ INCORPORATED Customer Structure NEXTEL /WA BY L. PADGETT 2/25/98 Date 125' MONOPOLE Checked 2632 Job /Quote No. SITE LOCATION — TUKWILA, WA. REVISION 2 SITE NAME — ELMO /SPAA, WA0233 12' ANTENNA LOADING: (4) DB 810 OMNI ANTENNAS (12) DB 874 DIRECT. ANTENNAS (1) 42" YAGI ANTENNAS STD. AMPS PLATFORM W /T— MOUNTS (9) PANEL ANTENNAS STD. AMPS PLATFORM © 110' (FUTURE) (9) PANEL ANTENNAS STD. AMPS PLATFORM © 95' (FUTURE) (2) 8'o HP MW (6Ghz) © 80' (FUTURE) DESIGN NOTES: DESIGNED IN ACCORDANCE WITH EIA 222 E &F .YdD110 90 MPH BASIC WIND SPEED ''�i, 1/2" RADIAL ICE �•••,'��`,��ow�''°® CASE I -- OPERATIONAL LOADING ©�.� A���° 50 MPH WIND SPEED - E��' -. DESIGN LOADING /LiNA, Key 98,40QYi04titi.- ALLOW. ROTATION — 1.50' © TOP ALLOW. ROTATION — 1.23' © 80' CASE II -- 90 MPH BASIC WIND SPEED CASE III — DESIGN LOADING WITH Iics NOTE: IT IS THE RESPONSIBILITY 75% OF 90 MPH WIND WITH 1/2" ICE OF THE PURCHASER TO VERIFY THAT THE WIND LOADS AND DESIGN CRITERIA SPECIFIED MEET THE REQUIREMENTS OF ALL LOCAL BUILDING CODES ENGINEERED ENDEAVORS, INC. 7610 Jenther Drive * Mentor, Ohio 44060 Telephone: (440) 918 -1101 * Telefax: (440) 918 -1108 0 14 20' -O' LIGHTNING R H .ER •TIC• YOU 3 (iYP. • 3 PLACES) ©10.-6. AMPS TYPE PLATFCRY I3 e' -e• DIRECTIONAL ANnNNA MOUNT (TYP. • 6 PLACES) ^ CL 1' • 6' 1.0. HANOHOLE • 0. FLATS 3. 7 . 11 F- ...„ CL 4' 6. 1.0. HAN01101L „ •CLFLATS3.7011 tr CL 4' • 8 I/2' 1.0. HANOHOLE • CL MIS 1 • 7 AHO 3 1/2' O.D. c• au PORT • O. FLATS 3619 IC[ 1Y ,4 25 C(3 /16 HEX NONE S IN SHAFT • E FLATS 3 • 9 (TYPICAL 80TH SI0(S • EACH SPLICE) s IhOg XVI WO b a SPLICE e•-i ECTIOMAL 1© ANT. . MOUNT (TW. • 6 PtACES) 0. MIMES NOG* • INTERIOR • CL FLATS 2. 4, 6, 8. 10 0 12 - YAGI ANTENNA MOUNT mum NOON • INTERIOR • G. FLATS 2, 4. 6, 8, 10 0 12 (FUTURE) Ta KE LUMS NOOK • INTERIOR • a. ruts 2, 4, 8, NA 10 0 12 (N 1URC) 1 AN NNII M01N N ICROWAVE TU. K� 1100(• 3T INTERIOR R• .FLATS 0 O NOTE: FOR REWIRED TOURANCCS AT 01P JOINTS AND RE00. JACKING FORCES SEE 'COMMUNICATIONS STRUCTURE ASSEMBLY AN0 GRCCnO• PROCEDURES' Y HORIL SHAFT DRIENIATION MELD READ • CORNER OF MIS 1 k 12 (TYP. • CA. SPLICE) 10 (SEE OCTA1i) GROUND W0 • a. FLATS 40ID (SEC DETAIL) b 9' • 24• ACCESS OPENING 3 W/ C01(R (TIP 2 PLACES) A NOTE: WATER ORAINAU.MUST OE PROVIDED UNDERNEATH THE STRUCTURE BASE PLATE (10) 2 I/4'. X 9• -e' LONG 10 ENSURE THAT MOISTURE DOES 1101 CQULCF ( 015 -G ANCHOR BOLTS INSIDE ME MONOPOLE (2) 91/ (2) HEX NUTS EACH REF. OMN./ 510001 (1' -0' PROJECTION) 0 FA•• . 4 1 6u INv ./' v 4)1164*) /'1 fP14R M71 RFF 0P fat ••t. 13/4• h.A4) 3/4'. 10.1 STEP BOLT DETAIL ERECTION VIEW SCALE NONE g ow-,, USE TOP SETTING 1E21PI.ATE 10- 02.007.5E USE 601. SETTING TEMPLATE 10- 62.008,SE CD1 7/1• 3 I/O' II ii' PL ' ■ 12' n D' -3 1/2 (436) L (2) 6/16'. HOLES GROUND LUG DETAIL 14.14.'• 13' EMIE: (12) 1•. (A325) HER DOLTS REQUIRED FOR PLATFORM ATTACHMENT CORNER 'TEE' MOUNT T4 (TEN. • 3 PLACES) 1o' -e' STD. PROFILE ANTENNA PLATFORM SECTION "B —B” NQiE; PLAIFO M REMOVED FOR CLARITY SUSS BAR TS 1' -8' DIRE ANTENNA (TEN. • 6 3'• 3 1/2' 0.0.) SID. WT. PIPE (A53 ) CABLE PO11 e 12 2 \;;j 51 kgt HANOH . 9' OE 611410 0 REYOND 30' -O UGNININO R00 17 e' -6' DIRECTIONAL A/11511NA MOUNT (TEN. • 6 PLACES) VIEW "A —A" 3/M. SO NUT 4.........cibi.....0 HANDHOLE RING n COVER PL A 3/S'0 • 1' L0. G.H.H.C.S. 3 1/2"0 CABLE PORT DETAIL HANDHOLE DETAIL 3• RAD. (TYP.) (4) NOLES, DRILLED 0 TAMED FM 3/6.6 •0L1 (1/2' O(IP) PL 4• • 1/4' (A572 -0.65) REIWORCINO RING (0 r • • 1/2•• DLLS • L/•' 11 41 ' 11 INSINX BUSS OAR DE REIN. RING DETAIL 0 9” x 24" ACCESS PORT, SECTION "C —C" 9" x 24" ACCESS OPENING COVER PL DETAIL OA T• • cr SITE. EL (A36) 14005 Bat ./ (2) H.N. KELLUMS HOOK DETAIL SECTION "D —D" EACH INDIVIDUAL ASSOM1LY SHALL HAVE A METAL 1A0 WIDEO 10 IT 01101 WU. 6E ENGRAVED VAM TNE 1l(CKS(Y MIWM W 5/11' AS 0101•1 MATERIAL N M (0 N f7 NEIL' (12) 1'4 (A325) HEX BONS REQUIRED FOR PLA1TOR4 ATTACHMENT yen -rnti 64 1/2' CORNER 'TEE' MWNT 14 (TIP. • 3 PLACES) 24) 1 5 ,V/., HOLES 1A 4.MT 4 OOLT CIRCLE 18 P OPENING SECTION "B -B" NOTE_ PLAWO4M REMOVED FOR CLARITY 3'• (3 1/2. 0.0.) STD. WI. PIPE (A53 ) CABLE PONI 15-e' SID. PROFILE 12 ANIMA PLATFORM BUSS BAR 15 6' -8. DIRECTIONAL ANTENNA MOUNT (TYP, • 6 PLACES) m• m• • • m• A m m A 121'-0' 4714 - rlu0/SPA N 21• - OAV - yfn3 - I S.1 MA TER IC _ REQ'D. PER ASSEMBLY GALV. WT. OTY. 2685.12 1 5700.20 1 11184.14 1 18.84 2 1.69 8 16 12 4'•6•ID_ HANOHCtE R1NC DEYOND FIATS UGITNING R00 17 5 -4• DIRECTIONAL ANTENNA MOUNT (TM. • 8 PLACES) VIEW "A -A" 111- 3/8'4 50 NUT II rPM0140l RING i I COVER PL 3/0'0 • 1' 1.0. GHAI.C.S. 3 1 /2 "� CABLE PORT DETAIL HANDHOLE DETAIL 14 3• RAD. (RIP.) (4) HOLES, DRILLED 4 APP(O 404 3/8.4 KIT (1 /3' ESP) PL 4'•3/4' (A572- 65.65) REINFORCING 41410 REIN. RING DETAIL 0 9" x 24" ACCESS PORT 24" ACCESS OPENING COVER PL DETAIL 1/4• • 4' • 213• E COPPER 6USS OM (CIO) INSULATOR try-. HOLES 20' ,J L MT i 1NS10E OF PUSS BAR DETAIL 15. SECTION "C -C" 9" x 43.4 04(111140 ) HOOK BOLT SECTION "D -D" M71•- [7660) 4611 BOCT4CHOUS ON A 1401... I0t ‘,.a`& spaE t 4� ` s00007po , #I -Q Of P e0 o 3. L:4 a C):i ?02,) ECUALLY SPACED • 22 1/r APART MM 0 o'• , ,y on 014 •1 ASSLUHLY 1ARK1N0 PR012DURC EACH INDIVIDUAL ASSEMBLY SHALL HAVE A METAL LAG WELDED 10 If MICH WALL K ENGRAVED WITH THE ASSEMBLY MARK N0. ASS S $ IN THE MATERIAL BLOCK. (MINIMW OF 5/B' HI0I UIICRSI 2 141.70 16 1.08 93 1 / 1 1 155.64 155.64 0.40 1657.45 33.32 86.10 7.50 97.58 41.50 461.01 3444) 6 1 6 TOTAL TOTAL I IA', 014hi9 a 0 O •awrO 15. 04. r -r"4( • 14-', 1101101 SIG 4190. (1.54 7' .1 4' r.• 11 N 4 O '1 t• O I„ Ls-747 eoROY UMT. *07)15.7 MK. N0. GSC22634 GSC22635. GSC22636 78834 78835 76336 AB096 S10006 001120 12010 DESCRIPTION SHAFT ASSY. (TOP SECTION) SHAFT ASSY. (MIDDLE SECTION) SHAFT ASSY. (BOTTOM SECTION) 16- 62.00T.5E 13' X 27 3/4' ACCESS PORT COVER K ./ (4) 3/5' X 1/2' Lc. (A307) 1404 BOLTS HARDWARE AS FOLLOWS: 5 1/2' X 7 1/2', HMO4a( 004ER PLATE 3/8 "6 X 1' LONG G.H.H.C.S. STANDARD WT. PIPE CAP 2 1/4 0 . 6' -6' L0. (Ae15 -6175) ANOIOR 901.15 M/ (2) HE4 NUTS ( *164-0424), EAOR 5//'o X 6 1/2' LG.'UTTON 14A0 STOP 60(1 . / (1) HEX 4 (1) SQUARE NUT EACH STRUCTURE ASS016LY ANO ERECTION PROCEDURES 16- 62.008.5E GS13220 K10004A K10006 K10168 K10062 1(10166 K10071 K10007 K10396 120' -0• SAFETY CLIMB KIT SAFETY CLIMB HARNESS TOP SETTING TEMPLATE BOT. SETTING TEMPLATE KELLUMS HOOK ASSY. 10' -8' AMPS TYPE PLATFORM e -e• DIKCTI0401 ANTENNA MOUNT CORNER "ME' MOUNT (12' SEPARATION) BUSS BAR KIT 20' -0' LIGHTNING ROD KIT e ' -e' DIRECTIONAL ANTENNA MOUNT 24' • 15 -0' LG. 4AK0U10E MAIM KIT YA01 OIRECTIQIAL ANTENNA MOUNT STRUCTURE IDENTIFICATION TAG GALV. STR. & ACCES. ANCHOR BOLT & TEMPLATE WT.___t571148# GUI011 16074 1) ALL MRDS 01A11. KIN ACCOROAIICE WI14 A.W.S. 0.1.1. 2) LDNGINOINAL 0[*11 MUDS IN IDIMI SECTION OF 5* 934.X11111 SMALL K FIAL P011111An0N *UM 3) 4011 1110414 MAR ALIOYai, A r 10400,414. MAID 44A4 AND A MAN( 10111401 ME POSITIONED ON EACH MAUI AT EACH SRAM 5* 2' 115404114 'RID KA05 A01 ON 11A1741M0 00111012. THE DAM WKS 16 ON M ADJAMIT /LAT. 111 HERMAN. 541E BOO OOM01M SMALL 4E MIMED T0► 70 6011011 of 114 POTS. MATCH 16111900 MALL K MATCHED FOR EACH 400L 4) MID AMS014LY 114)15 (1' 01A) ME LOCATED ON OPPOSING 44G71a FIATS AMOK APO 40.01 SKIMS TOR M01140 WAFTS 100041IL 4) THE o WHIM li 04111144 KLO 4(110 TAna MARX CN 1114 t 1 YC0UO1. 1) A 40111/2' • 4' IS 4E011RED AT 114 101 Of 114 6001011 KC11a MO Al 141E MAC 0I 141E T0► ACTION AM 14)01413440 OWING 014VMIANO 7) 10104 6NALL K NOT 014 014V4410 0 MISR IAMICA1104. 4) ON 4014001 101 0f 100RN0 0ND /041011 ma RAM SMALL rlum 4111 A N(61- 01111144 61031. 4) IMCOKEC14 MI DM . 01725 IM./ST. DESIGN NOTES DESIGN IN A0c0*0ANCI WITH ETA 222 E4F 60 MPH BASIC WINO SPEED 1/1• RADIAL ICE CASE I - OPERATIONAL LOADING 50 MPH WIND SPEED ALLOW ROTATION - 1.50 EEO. • TOP ALLOW ROTATION • 1.23 4(0. • 60' 61.241 101 MI5 4047• LS-379 GAL( 54141 ASSY. 3/11'1 144517 (A4IE CASE 11 - 0(5ION LOADING CASE 111 - OCSIA4 LOADING ./ ICE 90 MPH BASIC RANO SPEED 75X Of 40 MPH WIND W1TN 1/2' IC( MIS DRAWN0 IS CONIl0CNITAL 0140 MAY NOT M LOANED, REPRODUCED, COPIED EITHER 1440LL7 OR IN PART, OR MAO( 413411E 141 ANY MANNER WITHOUT MC WADE CONSORT 04 (NONEER(D ENDEAVORS INC. -ALL 1404IS Of DESIGN OR WHEN ARE RESERVED. SAFETY CLIMB ATTACHMENT DETAILS (LOCAR4 41D45 0. 04 111 A) ELMO /SPAA. WA0233 SITE. TUKWILA, WA. N ENGINEDREO 3 CHANGED SITE NAME MU 6 S.S. • 7010 loather Drive W w1or, Ohio 44000 ENDEAVORS • (216) 818 -1101 NCORPORATED 2 COMPLETED DETAILING 5/11/11 S.S. 125' -0" MONOPOLE NEXTEL /WA 1 HEIGHT WAS 95' ADDED ITEM /19 5/11/1) S.S. ▪ NOME - 'r•�*1 _ .a iw� GS50273 r. phone (216) 918 -1101 Engineered Endeavors Inc. 1251 MONOPOLE 2632 DESCRIPTION DB 874 ANTENNAS DB 810 OMNI STD AMPS PLATFORM 42 MAGI ANTENNA PANEL ANTENNAS STD AMPS PLATFORM HP 8 MW -2 PANEL ANTENNAS STD AMPS PLATFORM APPURTENANCES NUM. ELEV. Kz 12 4 1 1 9 1 2 9 123. 132. 123. 121. 110. 110. 80. 95. 95. 1.450 1.450 1.450 1.450 1.411 1.411 1.288 1.353 1.353 AREA WGT Ca < WITHOUT ICE > 4.10 14. 2.0000 2.00 30. 1.8000 33.75 2000. 1.0000 1.00 24. 2.0000 4.10 14. 2.0000 33.75 2000. 1.0000 50.20 447. 0.0029 4.10 14. 2.0000 33.75 2000. 1.0000 PAGE AREA WGT Ca FACTOR WITH ICE > 4.53 3.50 42.20 1.25 4.53 42.20 51.30 4.53 42.20 30. 60. 3000. 48. 30. 3000. 974. 30. 3000. 2.0000 1.8000 1.0000 2.0000 2.0000 1.0000 0.0029 2.0000 1.0000 0.75. 1.00 1.00 1.00 0.75 1.00 1.00 0.75 1.00 Engineered Endeavors Inc. 125' MONOPOLE 2632 PAGE 3 LOAD CASE 1 OPERATIONAL LOADING DEAD LOAD FACTOR 1.00 WIND PSF REDUCTION 1.00 RADIAL ICE 0.00 IN. WIND VELOCITY 50 BOTTOM 11.55 PSF TOP 16.52 PSF MAX BASE ROTATION 0.00 DEG DB 874 ANTENNAS DB 810 OMNI STD AMPS PLATFORM 42 YAGI ANTENNA PANEL ANTENNAS STD AMPS PLATFORM HP 8 MW -2 PANEL ANTENNAS STD AMPS PLATFORM APPLIED APPURTENANCE FORCES ELEVATION WEIGHT WIND FT KIPS KIPS 123.00 132.00 123.00 121.00 110.00 110.00 80.00 95.00 95.00 0.168 1.157 0.120 0.226 2.000 0.529 0.024 0 ;031 0.126 0.844 2.000 0.515 0.894 1.584 0.126 0.810 2.000 0.494 TUBE PROPERTIES 1 MEMBER FORCES 1 STRESSES ( STRESS ' TOTAL ELEV DIAM WALL SHEAR BENDING AXIAL AXIAL BEND. ALLOW RATIOS DEFL TILT FT IN IN K K -FT K KSI KSI KSI IN DEG 121.00 19.50 0.2500 2.17 5.85 2.63 0.17 0.97 51.99 110.00 22.67 0.2500 3.88 29.73 5.32 0.30 3.61 51.99 102.00 24.98 0.2500 4.13 60.77 5.83 0.29 6.06 51.99 95.00 26.99 0.2500 5.73 89.70 8.46 0.39 7.64 51.99 88.00 29.01 0.2500 5.73 129.81 8.46 0.37 9.56 51.99 TYPE OF JOINT: SLIP JOINT 88.00 28.39 0.3125 6.01 129.81 9.43 0.33 8.04 51.99 80.00 30.69 0.3125 7.97 177.88 11.32 0.37 9.40 51.99 69.00 33.86 0.3125 8.40 265.55 12.58 0.37 11.50'51.99 58.00 37.03 0.3125 8.84 357.92 13.96 0.38 12.93 51.99 47.00 40.20 0.3125 8.84 455.13 13.96 0.35 13.92 50.04 TYPE OF JOINT: SLIP JOINT 47.00 39.45 0.3750 9.35 455.13 16.77 0.36 12.11 51.99 33.00 43.49 0.3750 9.85 585.99 18.95 0.36 12.80 51.99 22.00 46.66 0.3750 10.30 694.30 21.04 0.38 13.15 50.92 11.00 49.83 0.3750 10.78 807.61 23.27 0.39 13.39 49.15 0.00 53.00 0.3750 10.51 926.23 24.42 0.38 13.56 47.37 TRANSVERSE SHEAR 0.000 0.02 20.2 1.50 0.08 16.8 1.45 0.12 14.4 1.37 0.15 12.5 1.29 0.19 10.6 1.19 0.16 10.6 1.19 0.19 8.7 1.09 0.23 6.4 0.93 0.26 4.4 0.76 0.29 2.9 0.59 0.24 0.25 0.27 0.28 0.29 2.9 0.59 1.4 0.40 0.6 0.26 0.2 0.13 0.0 0.00 REACTION COMPONENTS (KIPS AND FT -KIPS) VERTICAL WIND MOMENT ABOUT MOMENT ABOUT MOMENT ABOUT FORCE SHEAR TRANSVERSE VERTICAL WIND AXIS - 24.415 11.029 926.227 0.000 0.000 • Engineered Endeavors Inc. 125' MONOPOLE 2632 PAGE 4 LOAD CASE 2 DESIGN LOADING DEAD LOAD FACTOR 1.00 WIND PSF REDUCTION 1.00 RADIAL ICE 0.00 IN. WIND VELOCITY 90 BOTTOM 37.43 PSF TOP 53.54 PSF MAX BASE ROTATION 0.00 DEG DB 874 ANTENNAS DB 810 OMNI STD AMPS PLATFORM 42 YAGI ANTENNA PANEL ANTENNAS STD AMPS PLATFORM HP 8 MW -2 PANEL ANTENNAS STD AMPS PLATFORM APPLIED APPURTENANCE FORCES ELEVATION WEIGHT WIND FT KIPS KIPS 123.00 132.00 123.00 121.00 110.00 110.00 80.00 95.00 95.00 0.168 3.749 0.120 0.731 2.000 1.714 0.024 0.102 0.126 2.736 2.000 1.668 0.894 5.133 0.126 2.624 2.000 1.600 TUBE PROPERTIES I MEMBER FORCES I STRESSES 1 STRESS 1 TOTAL ELEV DIAM WALL SHEAR BENDING AXIAL AXIAL BEND. ALLOW RATIOS DEFL TILT FT IN IN K K -FT K KSI KSI KSI IN DEG 121.00 19.50 0.2500 7.01 18.97 2.05 0.13 3.13 51.99 110.00 22.67 0.2500 12.54 95.78 4.34 0.24 11.63 51.99 102.00 24.98 0.2500 13.35 195.75 4.84 0.24 19.52 51.99 95.00 26.99 0.2500 18.52 288.93 7.18 0.33 24.61 51.99 88.00 29.01 0.2500 18.52 418.25 7.18 0.31 30.79 51.99 TYPE OF JOINT: SLIP JOINT 88.00 28.39 0.3125 19.43 418.22 8.19 0.29 25.91 51.99 80.00 30.69 0.3125 25.78 573.34 9.86 0.32 30.31 51.99 69.00 33.86 0.3125 27.18 856.47 11.29 0.33 37.09 51.99 58.00 37.03 0.3125 28.61 1155.09 12.87 0.35 41.72 51.99 47.00 40.20 0.3125 28.61 1469.60 12.87 0.32 44.95 50.04 TYPE OF JOINT: SLIP JOINT 47.00 39.45 0.3750 30.29 1469.60 16.78 0.36 39.10 51.99 33.00 43.49 0.3750 31.90 1893.43 18.96 0.36 41.35 51.99 22.00 46.66 0.3750 33.38 2244.27 21.04 0.38 42.51 50.92 11.00 49.83 0.3750 34.94 2611.39 23.27 0.39 43.30 49.15 0.00 53.00 0.3750 34.06 2995.70 24.42 0.38 43.85 47.37 TRANSVERSE SHEAR 0.000 0.06 64.9 4.85 0.23 54.0 4.67 0.38 46.4 4.43 0.48 40.1 4.16 0.60 34.3 3.85 0.50 34.3 3.85 0.59 28.1 3.51 0.72 20.6 3.00 0.81 14.3 2.46 0.90 9.2 1.91 0.76 0.80 0.84 0.89 0.93 9.2 1.91 4.5 1.31 2.0 0.85 0.5 0.42 0.0 0.00 REACTION COMPONENTS (KIPS AND FT -KIPS) VERTICAL WIND MOMENT ABOUT MOMENT ABOUT MOMENT ABOUT FORCE SHEAR TRANSVERSE VERTICAL WIND AXIS - 24.416 35.734 2995.702 0.000 0.000 Engineered Endeavors Inc. 125' MONOPOLE 2632 PAGE 5 LOAD CASE 3 DESIGN LOADING WITH ICE DEAD LOAD FACTOR 1.00 WIND PSF REDUCTION 0.75 RADIAL ICE 0.50 IN. WIND VELOCITY 90 BOTTOM 28.07 PSF TOP 40.15 PSF MAX BASE ROTATION 0.00 DEG DB 874 ANTENNAS DB 810 OMNI STD AMPS PLATFORM 42 YAGI ANTENNA PANEL ANTENNAS STD AMPS PLATFORM HP 8 MW -2 PANEL ANTENNAS STD AMPS PLATFORM APPLIED APPURTENANCE FORCES ELEVATION WEIGHT WIND FT KIPS KIPS 123.00 132.00 123.00 121.00 110.00 110.00 80.00 95.00 95.00 0.360 3.106 0.240 0.960 3.000 1.608 0.048 0.095 0.270 2.267 3.000 1.565 1.948 3.934 0.270 2.174 3.000 1.500 TUBE PROPERTIES I MEMBER FORCES I STRESSES I STRESS I TOTAL ELEV DIAM WALL SHEAR BENDING AXIAL AXIAL BEND. ALLOW RATIOS DEFL TILT FT IN IN K K -FT K KSI KSI KSI IN DEG 121.00 19.50 0.2500 6.45 19.99 3.57 0.23 3.30 51.99 110.00 22.67 0.2500 11.27 90.80 7.25 0.40 11.03 51.99 102.00 24.98 0.2500 11.91 180.74 7.87 0.40 18.03 51.99 95.00 26.99 0.2500 16.40 263.91 11.56 0.54 22.48 51.99 88.00 29.01 0.2500 16.40 378.46 11.56 0.50 27.86 51.99 TYPE OF JOINT: SLIP JOINT 88.00 28.39 0.3125 17.09 378.47 12.71 0.45 23.45 51.99 80.00 30.69 0.3125 22.00 514.96 15.72 0.51 27.22 51.99 69.00 33.86 0.3125 23.04 756.67 17.35 0.51 32.77 51.99 58.00 37.03 0.3125 24.09 1009.89 19.14 0.52 36.48 51.99 47.00 40.20 0.3125 24.09 1274.77 19.14 0.48 38.99 50.04 TYPE OF JOINT: SLIP JOINT 47.00 39.45 0.3750 25.33 1274.77 23.07 0.49 33.92 51.99 33.00 43.49 0.3750 26.51 1629.24 25.60 0.49 35.58 51.99 22.00 46.66 0.3750 27.59 1920.81 28.02 0.50 36.38 50.92 11.00 49.83 0.3750 28.73 2224.26 30.60 0.51 36.88 49.15 0.00 53.00 0.3750 28.05 2540.26 31.93 0.50 37.18 47.37 TRANSVERSE SHEAR 0.000 0.07 56.4 4.27 0.22 46.8 4.10 0.35 40.1 3.88 0.44 34.6 3.64 0.55 29.5 3.35 0.46 29.5 3.35 0.53 24.2 3.05 0.64 17.6 2.59 0.71 12.2 2.11 0.79 7.9 1.64 0.66 0.69 0.72 0.76 0.80 7.9 1.64 3.8 1.12 1.7 0.73 0.4 0.35 0.0 0.00 REACTION COMPONENTS (KIPS AND FT -KIPS) VERTICAL WIND MOMENT ABOUT MOMENT ABOUT MOMENT ABOUT FORCE SHEAR TRANSVERSE VERTICAL WIND AXIS - 31.930 29.305 2540.255 0.000 0.000 A Engineered Endeavors Inc. 125' MONOPOLE 2632 PAGE 6 ELEV 121.00 110.00 102.00 95.00 88.00 80.00 69.00 58.00 47.00 33.00 22.00 11.00 0.00 SUMMARY TABLE STRESS RATIO 0.07 0.23 0.38. 0.48 0.60 0.59 0.72 0.81 0.90 0.80 0.84 0.89 0.93 AXIAL BENDING 3.57 20.0 4.34 95.8 4.84 195.7 7.18 288.9 7.18 418.2 9.86 573.3 11.29 856.5 12.87 1155.1 12.87 1469.6 18.96 1893.4 21.04 2244.3 23.27 2611.4 24.42 2995.7 MAXIMUM SUPPORT MOMENT K -FT CORRESPONDING AXIAL FORCE KIPS CORRESPONDING SHEAR FORCE KIPS LOADING, 3 DESIGN 2 DESIGN 2 DESIGN 2 DESIGN 2 DESIGN 2 DESIGN 2 DESIGN 2 DESIGN 2 DESIGN 2 DESIGN 2 DESIGN 2 DESIGN 2 DESIGN 2995.70 24.42 34.06 LOADING WITH ICE: LOADING LOADING LOADING LOADING LOADING LOADING LOADING LOADING LOADING LOADING LOADING LOADING Engineered Endeavors Inc. 125' MONOPOLE 2632 Base with on a BASE PLATE AT ELEVATION 0.00 FEET • TUBE DIAMETER DESIGN MOMENT DESIGN MOMENT IS BOLTS ARE ON THE APPLIED AXIAL FORCE APPLIED SHEAR BOLT DATA PAGE 7 53.00 INCHES 2995.7 KIP FT 0. DEGREES FROM THE WIND DIRECTION KNUCKLES OF THE TUBE 24.4 KIPS 34.06 KIPS BOLT TYPE BOLTS ARE EVENLY SPACED DIAMETER EFFECTIVE AREA TOTAL LENGTH MINIMUM EMBEDMENT NUMBER OF BOLTS BOLT CIRCLE DIAMETER ALLOWABLE STRESS APPLIED AXIAL STRESS MAX BOLT FORCE BOLT BENDING STRESS COMBINED BOLT STRESS CLEARANCE UNDER PLATE BOLT WEIGHT PLATE DATA DIAMETER OF PLATE MATERIAL PROVIDED THICKNESS REQUIRED THICKNESS BOLT HOLE DIAMETER CENTER HOLE SIZE NET WEIGHT RAW STOCK WEIGHT SURFACE AREA ALLOWABLE STRESS MAX APPLIED STRESS A615 GR75 2.250 INCHES 3.250 SQ IN 9.5 FEET 7.6 FEET 16 62.00 INCHES 60.0 KSI 45.1 KSI 146.5 KIPS 3.1 KSI 48.2 KSI 3.25 INCHES 1677.6 POUNDS 68.00 INCHES. A871 GR60 2.000 INCHES 1.781 INCHES 2.625 48.00 982.3 2617.2 24.10 55.00 43.60 INCHES INCHES POUNDS POUNDS SQ FT KSI KSI Plate - use 68.00. inch ROUND x 2.000 inch A871 GR60 (16) 2.250 diameter x 9.50 foot caged A615 GR75 bolts 62.00 inch bolt circle —6.0 —0.0 A TEMPLATE ANCHOR BOLT PROJECTION SILTY SAND —17.0 SANDSTONE • —29.0 (16) 2 1/4"o x 9' -6" ANCHOR BOLT ORIENTATION REQUIRED 62.00 "0 BOLT CIRCLE A — A (TEMPLATE NOT SHOWN) TTY (18) #11 L= 29' -6" EQUALLY SPACED PIER 84 "0 76 "0 REBAR CAGE B — B 4" MIN , 12" FOUNDATION LOADING MOMENT, kip— ft 2995.7 SHEAR, kips 34.1 AXIAL, kips 24.4 CONCRETE (cub,y GENERAL 1. FOUNDATION DESIGN IS BASE AGRA EARTH & ENVIRONMEN PROJECT No. 8 -91M -12061 2. GEOTECHNICAL AND CONSTRU SOIL REPORT SHOULD BE C 3. PIER EMBEDMENT IS SHOWN OF SOIL INVESTIGATION. STE CAVING AND GROUNDWATER 4. REINFORCING STEEL SHALL C WITH A MINIMUM YIELD STRE REBAR CAGE SHALL BE ASSE WELDING OF VERTICAL AND C SPLICES SHALL BE MADE IN MINIMUM LENGTH OF VERTICA 5, CONCRETE MIX QUALITY AND IN COMPLIANCE WITH ACI 31 6. CONCRETE SHALL HAVE A MI 4000 PSI AT 28 DAYS. 7. REFER TO EEI DWG. GS5027 AND BASE PLATE DETAILS A FOUNDATION INSTALLER MUST AND PATTERN PRIOR TO CON 8. ANCHOR BOLT ORIENTATION 9. GROUNDING BY OTHERS. 10. FOUNDATION IS DESIGNED IN ANQ„.;TIA //- X14 222F. SPAy °b 6q' e�i o °°unna c c a HO .r• 0 o0 REL gnprS OESCRIPIION ANCHOR BOLT PROJECTION ill1 Il lig =111Ill�mll� i (18) #11 L= 29' -6" EQUALLY SPACED 76 "0 REBAR CAGE B — B 4" MIN FOUNDATION LOADING MOMENT, kip —ft 2995.7 SHEAR, kips 34.1 AXIAL, kips 24.4 1 MATERIAL LIST ITEM QTY. LENGTH DESCRIPTION O 16 9' -6" 2 1/4 "0 ANC. BOLTS A615 —GR.75 18 29' -6" #11 (ASTM A615— CR.60) 3O 31 21' -3" #5 (ASTM A615— GR.60) CONCRETE (cub.yd.) 43.0 4000 psi STEEL (Ibs) 3600.0 ASTM A615 —CR.60 GENERAL NOTES: 1. FOUNDATION DESIGN IS BASED ON THE SOIL REPORT PROVIDED BY AGRA EARTH & ENVIRONMENTAL, INC. ON FEBRUARY 6, 1998. PROJECT No. 8-91M-12061-0 2. GEOTECHNICAL AND CONSTRUCTION INSPECTION IS REQUIRED. SOIL REPORT SHOULD BE CONSULTED PRIOR TO CONSTRUCTION. 3. PIER EMBEDMENT IS SHOWN FROM THE GROUND ELEVATION AT THE TIME OF SOIL INVESTIGATION. STEEL CASING WILL BE REQUIRED TO PREVENT SOIL CAVING AND GROUNDWATER SEEPAGE. 4. REINFORCING STEEL SHALL CONFORM TO ASTM A615 -87 WITH A MINIMUM YIELD STRESS OF 60 KSI. REBAR CAGE SHALL BE ASSEMBLED USING STEEL WIRE. WELDING OF VERTICAL AND CROSSING BARS IS NOT PERMITTED. SPLICES SHALL BE MADE IN ACCORDANCE WITH ACI 318 -95 Ch. 12. MINIMUM LENGTH OF VERTICAL SPLICES — 6 ft. 5. CONCRETE MIX QUALITY AND CONSTRUCTION PROCEDURE SHALL BE IN COMPLIANCE WITH ACI 318 -95. 6. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4000 PSI AT 28 DAYS, 7. REFER TO EEI DWG. GS50273 FOR ANCHOR BOLTS, TEMPLATES AND BASE PLATE DETAILS AND REQUIREMENTS. FOUNDATION INSTALLER MUST VERIFY ANCHOR BOLT LENGTH, QUANTITY, AND PATTERN PRIOR TO CONCRETE PLACEMENT. 8. ANCHOR BOLT ORIENTATION REQUIRED PRIOR TO CONCRETE PLACEMENT; 9, GROUNDING BY OTHERS. 10. FOUNDATION IS DESIGNED IN ACCORDANCE WITH ACI 318 -95 AN4 JtA /R.14 222F. a� t6 016.se .,4 `i• cn000� 0 0 VI �a o0 1 r t9, ?39 REVtSICilt ENGINEERED ENDEAVORS INCORPORATED 7610 Jenther drive. Mentor, Ohio 44060 (440)918 -1101 NEXTEL 125 ft MONOPOLE ELMO /SPAR, WA0233. TUKWILA, WA. RELEASE" DESCRIPTION OWN. BY CNK. BY LAP. DATE J /t /9B. PROJECT NO: 2632 DRAWING NO: F2632 -125 FOUNDATION DESIGN CALCULATIONS FOR DRILLED PIER FOUNDATION ENGINEERED ENDEAVORS INC. 7610 Jenther Drive • Mentor, Ohio 44060 Tel:(440)918.1101 • Fai:(440)918.1108 DATE 03 -Mar-98 08:39 AM CUSTOMER NEXTELJWA JOB 2632 STRUCTURE 125' MONOPOLE LOCATION TUKWILA, WA. DESIGN FOUNDATION LOADS SITE ELMOISPAA, WA0233 FOUNDATION PROPERTIES MIN,DIAM.,In MOMENT SHEAR AXIAL LOAD ANCH. BOLTS Mk in•Ib LIBC:I.br,(ll.k) kip Ib• UBC:I.741b4 kip Re UBC.0.9•I(Ib) OPERATIONAL 0,0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 SURVIVAL 2995.7 35948400.0 3894,4 34,1 34100.0 44.3 24.4 24400.0 22.0 FOUNDATION PROPERTIES MIN,DIAM.,In PIER DIAM,In AREA,1n*2 MOM. OF IN.,InA4 ANCH. BOLTS A.B. CIR. DIAM.,in 82.00 84.0 5542.5 2442681.4 (16) @ 9.5' 62.00 SOIL INFORMATION LAYER NO. TOPBOT OF LAYER (ft) TOPBOT OF LAYER (In) k VALUE (KO Phi (dK) GAMMA pcVpci c VALUE revel DO (4Nn) SILTY SAND 0 0 5 32 130 0.00 0.0000 FILL 6.0 72 0.075 0.00 SILTY SAND 6 72 34 26 53 0.00 0.0000 MEDIUM DENSE 11.0 132 0.031 0.00 SILTY SAND 11 132 10 32 63 0.00 0.0000 15.0 180 0.036 0,00 SAND 15 180 300 SO 160 0.00 0,0000 DENSE 18.0 216 • 0.093 0.00 GROUNDWATER @ 6' B.G.L. NORM. SOIL PER EIA- 222F,ft Ln� ACTUAL EMBEDM. LENGTH,ft Low TOTAL LENGTH,ft (in) L� 29.00 29.0 30.0 360 FACTOR OF SAFETY •• 2,14 OVERTURNING CONCRETE, cub.yd 42.8 REINFORCEMENT Q-TY WEIGHT, ibe VERTICAL 11 1 1 18 2819.6 HORIZ. TIES 115 31 711,0 TOTAL 3530.6 PIER STRUCTURAL DESIGN UNFACTORED MOMENT, Indbs UNFACTORED SHEAR, Ibs MAX. (FACTOR) SEND. MOMENT IN PILE, kip R MAX. (FACTOR) SHEAR FORCE PILE, klp-it 39140000 311000 4240.2 404.3 Pier Diameter, In 84 Concrete, ksi 4 Reinforcement, kei 60 Rebars , N11 O-ty 18 Area, sq.in 1.56 Design Rebars 0-ty 12 Area, sq.In 2.34 Minimum reinforcement ratio 0.005 Rebar space, in 13.37 Actual reinforcement ratio 0.0051 Concrete cover (to vert. bars) , In 3 Horiz. ties, 85 31 Rebar layout radius, In 38.31 No. Angle, deg Coord., In Edge Dist., In phl c1 di 1 0 38.31 3.69 2 30 33.18 8.82 3 60 19.18 22.84 4 90 0.00 42.00 5 120 -19.16 61.16 6 150 -33.18 75.18 7 180 -38.31 80.31 8 210 -33.18 75.18 9 240 -19.16 61.18 10 270 -0.00 42.00 11 300 19.16 22.84 12 330 33.18 8.82 Location of neutral axis ce, In 11.6 Compression sone, au 9.66 No. e Force Tension zone No, a Force kips kips 1 0.0020463 130.91 eu= 0.003 2 0,0007189. 40.83 3 0.0029 140.40 12 0.0007189 40.83 ey= 0,00207 4 0.0079 140,40 5 0.0128 140.40 6 0.0164 140.40 alpha= 0.6993852 7 0.0178 140,40 Sector 1233.72 8 0.0164 140.40 Triangle 868.98 9 0.0128 140.40 Segment 364.73 10 0.0079 140.40 Concrete, kips 1054.08 11 0.0029 140.40 Force balance Compression 1288.64 Tension 1263.6 Maximum Moment Capacity Moment due to compression Moment due to tension Rebars Force Mom. Arm. Moment Rebars Force Mom. Arm. Moment kips in k-ft kips In IN? 1 130.91 38.31 417.95 3 140.40 19.16 424.13 2 40.83 33.18 112.88 4 140.40 0.00 -0.00 12 40.83 33.18 112.88 5 140.40 -19.16 224.13 6 140.40 -33.18 388.20 Concrete 1054.08 35.43 3111,88 7 140.40 -38.31 448,26 8 140.40 -33,18 388.20 9 140.40 -19.16 224.13 10 140.40 -0.00 0.00 11 140.40 19.16 -224.13 3755.60 Design Moment, kip -11 4482.231 1224.66 2632 ************************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * PROGRAM LPILE Plus for Windows * * (C) COPYRIGHT ENSOFT, INC., 1995 * * ALL RIGHTS RESERVED * * * * Licensed to: *. * * * Engineering Endeavors, Inc. * * 7830 Division Drive * * Mentor, OH 44060 * * License No. 449 - 092496 * * * Program to be used only by Licensee * at the above address * ************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PROGRAM LPILE plus Version 2.0 (C) COPYRIGHT 1995 ENSOFT, INC. ALL RIGHTS RESERVED ELMO /SPAA, WA0233 UNITS -- ENGLISH UNITS I N P U T I N FORMAT I O N *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *. THE LOADING IS STATIC PILE GEOMETRY AND PROPERTIES PILE LENGTH 2 POINTS X DIAMETER MOMENT OF AREA MODULUS OF INERTIA ELASTICITY IN IN IN * *4 IN * *2 LBS /IN * *2 .00 84.000 .24.4E +07 .554E +04 .300E +07. 360.00 84.000 .294E +07 .554E +04 .300E +07 2632 SOILS INFORMATION X AT THE GROUND SURFACE = 12.00 IN SLOPE ANGLE AT THE GROUND SURFACE - .00 DEG. 5 LAYER (S) OF SOIL LAYER 1 THE SOIL IS A SAND - P -Y CRITERIA BY REESE ET AL, 1974 X AT THE TOP OF THE LAYER = 12.00 IN X AT THE BOTTOM OF THE LAYER = 48.00 IN MODULUS OF SUBGRADE REACTION = .100E +01 LBS /IN * *3 LAYER 2 THE SOIL IS A SAND - P -Y CRITERIA BY REESE ET AL, 1974 X AT THE TOP OF THE LAYER = 48.00 IN X AT THE BOTTOM OF THE LAYER = 84.00 IN MODULUS OF SUBGRADE REACTION = .500E +01 LBS /IN * *3 LAYER 3 THE SOIL IS A SAND - P -Y CRITERIA BY REESE ET AL, 1974 X AT THE TOP OF THE LAYER = 84.00 IN X AT THE BOTTOM OF THE LAYER = 144.00 IN MODULUS OF SUBGRADE REACTION = .340E +02 LBS /IN * *3 LAYER 4 THE SOIL IS A SAND - P -Y CRITERIA BY REESE ET AL, 1974 X AT THE TOP OF THE LAYER - 144.00 IN X AT THE BOTTOM OF THE LAYER - 192.00 IN MODULUS OF SUBGRADE REACTION = .100E +02 LBS /IN * *3 LAYER 5 THE SOIL IS A SAND - P -Y CRITERIA BY REESE ET AL, 1974 X AT THE TOP OF THE LAYER = 192.00 IN X AT THE BOTTOM OF THE LAYER - 372.00 IN MODULUS OF SUBGRADE REACTION = .300E +03 LBS /IN * *3 DISTRIBUTION OF EFFECTIVE UNIT WEIGHT WITH DEPTH 10 POINTS X,IN WEIGHT,LBS /IN * *3 12.00 .75E -01 48.00 .75E -01 48.00 .75E -01 84.00 .75E -01 84.00 .31E -01 144.00 .31E -01 144.00 .36E -01 Page 2 2632 192.00 .36E -01 192.00 .93E -01 372.00 .93E -01 DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH 10 POINTS X,IN C,LBS /IN * *2 PHI,DEGREES E50 12.00 .000E +00 .320E +02 48.00 .000E +00 .320E +02 48.00 .000E +00 .320E +02 84.00 .000E +00 .320E +02 84.00 .000E +00 .260E +02 144.00 .000E +00 .260E +02 144.00 .000E +00 .320E +02 192.00 .000E +00 .320E +02 192.00 .000E +00 .500E +02 372.00 .000E +00 .500E +02 BOUNDARY AND LOADING CONDITIONS LOADING NUMBER 1 BOUNDARY - CONDITION CODE = 1 LATERAL LOAD AT THE PILE HEAD = .341E +05 LBS MOMENT AT THE PILE HEAD ._ .359E +08 IN -LBS AXIAL LOAD AT THE PILE HEAD .244E +05 LBS FINITE- DIFFERENCE PARAMETERS NUMBER OF PILE INCREMENTS _ 100 DEFLECTION TOLERANCE ON DETERMINATION OF CLOSURE _ .100E -03 IN. MAXIMUM NUMBER OF ITERATIONS ALLOWED FOR PILE ANALYSIS =.: 100:. MAXIMUM ALLOWABLE DEFLECTION :10E +03,IN. OUTPUT CODES KOUTPT = 1 KPYOP = 0 INC 5 O U. T, P U T ****** * * * *' * * * * * * * * * * * * * * * * *. * * * * * : *. r 2632 ****************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * COMPUTE LOAD - DISTRIBUTION AND LOAD - DEFLECTION * CURVES FOR LATERAL LOADING ****************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** LOADING NUMBER 1 BOUNDARY CONDITION CODE LATERAL LOAD AT THE PILE HEAD MOMENT AT THE PILE HEAD AXIAL LOAD AT THE PILE HEAD X DEFLECTION MOMENT IN IN * * * ** * * * * * * * ** .0 18.0 36.0 54.0 72.0 90.0 108.0 126.0 144.0 162.0 180.0 198.0 216.0 234.0 252.0 270.0 288.0 306.0 324.0 342.0 360.0 .714E +00 .657E +00 . 601E +00 .547E +00 .495E +00 . 445E +00 .396E +00 .349E +00 .304E +00 .260E +00 .218E +00 .178E +00 .139E +00 .102E +00 .657E -01 .309E -01 - .299E -02 - .362E -01 - .690E -01 - .102E +00 - .134E +00 LBS -IN * * * * * * * ** .359E +08 .366E +08 .372E +08 .378E +08 . 384E +08 . 389E +08 . 391E +08 .390E +08 .384E +08 .376E +08 .366E +08 . 355E +08 . 335E +08 .302E +08 .259E +08 .207E +08 .152E +08 .972E +07 . 488E +07 .137E +07 . 000E +00 OUTPUT VERIFICATION SHEAR LBS * * * * * * * ** .341E +05 .341E +05 .339E +05 . 333E +05 .314E +05 . 238E +05 .234E +04 - .207E +05 - .428E +05 - .493E +05 - .556E +05 - .803E +05 - .149E +06 - .213E +06 - .265E +06 - .300E +06 - .311E +06 - .293E +06 - .239E +06 - .143E +06 . 000E +00 = 1 • .341E +05 LBS • .359E +08 IN -LBS • .244E +05 LBS SLOPE TOTAL STRESS RAD. LBS /IN * *2 * * * * * * * ** * * * * * * * ** - .322E -02 - .313E -02 - .304E -02 - .294E -02 - .285E -02 - .276E -02 - .266E -02 - .256E -02 - .247E -02 - .238E -02 - .228E -02 - .220E -02 - .211E -02 - .203E -02 - .196E -02 - .191E -02 - .186E -02 - .183E -02 - .181E -02 - .181E -02 - .180E -02 .623E +03 .633E +03 .644E +03 .654E +03 .664E +03 .673E +03 .677E +03 . 675E +03 .665E +03 . 650E +03 . 634E +03 .615E +03 .580E +03 .523E +03 .449E +03 .361E +03 .266E +03 . 172E +03 .883E +02 .280E +02 . 440E +01 FLEXURAL SOIL RIGIDITY REACTION LBS -IN * *2 LBS /IN * * * * * * * ** * * * * * * * ** .733E +13 .733E +13 .733E +13 .733E +13 .733E +13 .733E +13 .733E +13 .733E +13 .733E +13 .733E +13 .733E +13 .733E +13 .733E +13 .733E +13 .733E +13 .733E +13 .733E +13 .733E +13 .733E +13 .733E +13 .733E +13 .000E +00 - .394E +01 - .144E +02 - .856E +02 - .122E +03 - .113E +04 - .124E +04 - .131E +04 - .365E +03 - .359E +03 - .340E +03 - .382E +04 - .374E +04 - .329E +04 - .248E +04 - .133E +04 .145E +03 .195E +04 .409E +04 .657E +04 .940E +04 THE MAXIMUM MOMENT IMBALANCE FOR ANY ELEMENT = .324E -02 IN -LBS THE MAX. LATERAL FORCE IMBALANCE FOR ANY ELEMENT = - .451E -03 LBS Page 4 • 2632 * ** *:WARNING * * ** MAXIMUM MOMENT IMBALANCE FOR ANY'ELEMENT = .324E -02 IN -LBS. * * ** WARNING * * ** MAX. LAT. FORCE IMBALANCE FOR ANY ELEMENT =. - .451E -03 LBS OUTPUT SUMMARY PILE -HEAD DEFLECTION = .714E +00 IN COMPUTED SLOPE AT PILE HEAD = - .322E -02 MAXIMUM BENDING MOMENT = .391E +08 LBS-IN MAXIMUM SHEAR FORCE = - .311E +06 LBS NO. OF ITERATIONS = 5 NO. OF ZERO DEFLECTION POINTS= 1 S U M M A R Y TABLE. * * * * * * * * * * * * * * * * * * * * * * * ** BOUNDARY BOUNDARY AXIAL PILE HEAD MAX. MAX:. CONDITION CONDITION •LOAD DEFLECTION MOMENT -. SHEAR BC1 BC2 LBS IN IN -LBS'. LBS .3410E +05 .3595E +08 .2440E +05 .7136E +00 .,3914E +08 - .3110E +06 rt • 0.00 5.00 —0.20 __I 1 I T Deflection, in 0.00 0.20 r. 0.40 0.60 0.80 10.00 15.00 r y O. • 20.00 25.00 30.00 l J -4 -4 1 "I "f 0 a • O 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 0.00 C Bending Moment, in -kip (10000's) 1.00 2.00 _I 111 11111 11111 3.00 4.00 1 I I 1 5.00 J 3=---- - --� -- ---- - - - - -- 1 1 1 1 1 0.00 5.00 10.00 15.00 p 20.00 25.00 30.00 35.00 Shear, kip (100's) —4.00 —3.00 —2.00 —1.00 0.00 1.00 _1 1 1 1 1111 1 1 1 1 1111 J J J J a a -1 -1 1 1 111 GEOTECHNICAL ENGINEERING REPORT NEXTEL ELMO /SPAA SITE NO. WA0233 -5 11030 E. MARGINAL WAY SOUTH TUKWILA, WASHINGTON Submitted to: Nextel Communications, Inc. c/o D. Garvey Corporation 1700 Westlake Avenue North, Suite 400 Seattle, Washington 98109 Submitted by: AGRA Earth & Environmental, Inc. 11335 N.E. 122nd Way, Suite 100 Kirkland, Washington 98034 -6918 6 February 1998 8-91M-12061-0 , ' . AGRA Earth & Environmenta Li ENGINEERING GIOBAI SOLUTIONS AGRA Earth & Environmental ENGINEERING GLOBAL SOLUTIONS 6 February 1998 8 -91 M- 12061 -0 NEXTEL Communications, Inc. c/o D. Garvey Corporation 1700 Westlake Avenue North, Suite 400 Seattle, Washington 98109 Attention: Mr. Alan Cagle Subject: Geotechnical Engineering Report NEXTEL - ELMO /SPAA Site No. WA0233 -5 11030 East Marginal Way South Tukwila, Washington Dear Alan: AGRA Earth & Environmental, Inc. 11335 NE 122nd Way Suite 100 Kirkland, Washington USA 98034.6918 Tel (425) 820.4669 Fax (425) 821 -3914 AGRA Earth & Environmental, Inc. (AEE) is pleased to submit this report providing the results of our recent geotechnical engineering evaluation conducted for the above - referenced project. The purpose of our evaluation was to derive conclusions and recommendations concerning site preparation, tower and equipment shelter foundations, structural fill, and other considerations. In accordance with NEXTEL Communications requirements, our scope of work included a site reconnaissance, a limited exploration, limited laboratory testing, geotechnical research, engineering analyses, and preparation of this report. We received authorization to proceed with our evaluation on 19 January 1998. This report has been prepared for the exclusive use of NEXTEL Communications and their consultants, for specific application to this project, in accordance with generally accepted geotechnical engineering practice. We appreciate the opportunity to be of service on this project and would be happy to answer any questions you may have. Respectfully submitted, AGRA Earth _ __. ironmental, Inc. Zeman Staff En ineer tribution: N XTEL Communications, Inc. (3) Attn: Di Garvey Corporation (1) Attn: TABLE OF CONTENTS 8 -91 M- 12061 -0 1.0 SITE AND PROJECT DESCRIPTION 1 2.0 EXPLORATORY METHODS 1 2.1 Soil Boring Procedures 2 3.0 SITE CONDITIONS 3 3.1 Surface Conditions 3 . 3.2 Soil Conditions 3 3.3 Groundwater Conditions 3 3.4 Seismic Conditions 3 4.0 CONCLUSIONS AND RECOMMENDATIONS 4 4.1 Site Preparation 4 4.2 Equipment Shelter Foundations 5 4.3 Tower Foundations 6 4.3.1 Drilled Piers 6.. 4.3.2 Mat Footings 10 4.4 Structural Fill 11 5.0 CLOSURE 13 , Figure 1 — Location Map Figure 2 — Site & Exploration Plan Boring Log B -1 8.81M•12081.0 GEOTECHNICAL ENGINEERING REPORT NEXTEL - ELMO /SPAA SITE NO. WA0233 -5 11030 E. MARGINAL WAY SOUTH TUKWILA, WASHINGTON 8 -91 M- 12061 -0 1.0 SITE AND PROJECT DESCRIPTION The project site is addressed as 11030 E. Marginal Way South in Tukwila, Washington, as shown on the enclosed Location Map (Figure 1). The leased parcel, which measures 45 feet square, is part of a larger, developed parcel, which contains several buildings. The proposed lease area is situated adjacent to the southeast corner of an existing auditorium building. Site boundaries are generally delineated by an existing building on the west and further west by E. Marginal Way, by an existing auditorium building on the north and further northby developed commercial property, by developed commercial property on the south, and by undeveloped property on the east. Access to the site is gained through a locked gate and further by access drives serving the existing buildings. The enclosed Site & Exploration P /an (Figure 2) illustrates these site boundaries and adjacent existing features. Development plans call for construction of a new 110 - foot -tall monopole tower and a prefabricated equipment shelter on the site. We anticipate that site grades will remain virtually unchanged after clearing, stripping, and grubbing operations have been completed. The conclusions and recommendations contained in this report are based on our understanding of the currently proposed project, as derived from information provided to us. If any changes are made in the project, we should be allowed to review such changes to determine whether any modifications to our report recommendations are needed. 2.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on 2 February 1998. Our exploration and testing program comprised the following elements: • A visual surface reconnaissance of the site; • One soil boring (designated B -1) advanced at a strategic location on the site, to a depth of about 171/2 feet. • A review of published geologic maps and seismologic literature. The location and depth of our exploration was selected in relation to the proposed site features, under the constraints of budget and site access. The location of the proposed tower was surveyed and staked prior to our arrival. Our exploration elevation was estimated by interpolating between given elevations at the proposed tower location, which 8-91M•12061.0 NEXTEL Communications, Inc. 8 -91M- 12061 -0 6 February 1998 Page 2 was provided in the Site Candidate Information Package (SCIP). Consequently, the location and elevation data presented in this report should be considered accurate only to the degree permitted by our data sources. It should be realized that our exploration revealed subsurface conditions only at a discrete location near the project site and that actual conditions at the specific tower location could vary. Furthermore, the nature and extent of any such variations will not become evident until construction activities have begun. If significant variations are observed at that time, we may need to modify our conclusions and recommendations to reflect actual conditions. 2.1 Soil Boring Procedures Our exploratory boring was advanced with a hollow -stem auger, using a truck - mounted drill rig operated by an independent drilling company working under subcontract to AEE. A geotechnical engineer from our firm continuously observed the boring, logged the subsurface conditions, and collected representative soil samples. All samples were stored in watertight containers and later transported to our laboratory for further visual examination and testing, as deemed necessary. After each boring was completed, the borehole was backfilled with a mixture of bentonite chips and soil cuttings, and the surface was patched with asphalt or concrete (where appropriate). Throughout the drilling operation, soil samples were obtained at 21/2- to 5 -foot depth intervals by means of the Standard Penetration Test (SPT) per ASTM:D -1586. This testing and sampling procedure consists of driving a standard 2- inch - diameter steel split -spoon sampler 18 inches into the soil with a 140 -pound hammer free - falling 30 inches. The number of blows required to drive the sampler through each 6 -inch interval is counted, and the total number of blows struck during the final 12 inches is recorded as the Standard Penetration Resistance, or "SPT blow count." If a total of 50 blows is struck within any 6 -inch interval, the driving is stopped and the blow count is recorded as 50 blows for the actual penetration distance. The resulting Standard Penetration Resistance values indicate the relative density of granular soils and the relative consistency of cohesive soils. The enclosed Boring Log describes the vertical sequence of soils and materials encountered in each boring, based primarily on our field classifications and supported by our subsequent laboratory examination and testing. Where a soil contact was observed to be gradational, our log indicates the average contact depth. Where a soil type changed between sample intervals, we inferred the contact depth. Our log also graphically indicates the blow count, sample type, sample number, and approximate depth of each soil sample obtained from the borings, as well as any laboratory tests performed on these soil samples. If any groundwater was encountered in a borehole, the approximate groundwater depth is depicted on the boring log. Groundwater depth estimates are typically based on the moisture content of soil samples, the wetted height on the drilling rods, and the water level measured in the borehole after the auger has been extracted. • 8.91M-12061.0 NEXTEL Communications, Inc. 8- 91M- 12061 -0 6 February 1998 Page 3 3.0 SITE CONDITIONS The following sections of text present our observations, measurements, findings, and interpretations regarding surface, soil, groundwater, and seismic conditions at the project site. Interpretive logs of our subsurface explorations and graphic results of our laboratory tests are enclosed with this report. 3.1 Surface Conditions The project site is in a region characterized by relatively flat terrain and dense commercial development. Topography at the site is flat and devoid of any vegetation. No ponding or significant amounts surface water were observed at the project site. 3.2 Soil Conditions According to published geologic maps, soil conditions in the site vicinity are characterized by alluvial deposits, underlain by a variable bedrock surface, which our on -site exploration confirmed. Specifically, the soil profile observed in boring B -1 consisted of a 11/2-foot-thick zone of undocumented fill, mantling a loose grading to medium - dense, wet, silty sand to a depth of 51/2 feet. The undocumented fill consists of a medium- dense, moist, gravelly, silty sand. A medium- dense, saturated, silty sand was encountered between a depth of 51/2 feet and 101/2 feet, becoming loose between a depth of 101/2 and 15 feet. Between a depth of 15 and 17 feet, a medium -dense grading to very dense, moist, silty sand (weathered sandstone) was encountered. Below this depth, our boring encountered a very dense, moist, silty sand (sandstone), which extended to the maximum depth explored. Drilling was terminated at a depth of approximately 171/2 feet due to drilling refusal on the bedrock. 3.33 Groundwater Conditions At the time of exploration (February 1998), heavy groundwater flow was encountered within our boring at a depth between 51/2 and 15 feet. We interpret this to be perched water atop the bedrock. It should be noted, however, that groundwater levels typically fluctuate and may vary in response to season, precipitation patterns, on- or off -site construction activities, site utilization, and other factors. 3.4 Seismic Conditions 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 soil conditions encountered at the site, we interpret the subsurface site conditions to correspond to a seismic soil profile type S -2, as defined by Table 16 -J of the 1994 Uniform Building Code. Soil profile type S -2 applies to a profile consisting of predominantly medium -dense to dense or medium -stiff to stiff soil which exceeds 200 feet in depth. Current (1996) National Seismic Hazard Maps prepared by the U.S. Geological Survey indicate that a peak bedrock site acceleration coefficient of about 0.30 is appropriate for an earthquake having a 10- percent probability of exceedance in 50 years (corresponding to a return interval of 475 years). 8.91M•12061.0 NEXTEL Communications, Inc. 8- 91M- 12061 -0 6 February 1998 Page 4 4.0 CONCLUSIONS AND RECOMMENDATIONS The proposed construction is feasible from a geotechnical perspective, given the subsurface conditions disclosed in our field exploration. Our specific recommendations concerning site preparation, tower and equipment shelter foundations, and structural fill placement are presented in the following sections. 4.1 Site Preparation Site preparation will involve temporary drainage, clearing and grubbing, preparing subgrades, and other construction activities. The following comments and recommendations apply to site preparation. Temporary Drainage: We recommend that initial site preparation involve intercepting and diverting any potential sources of surface or near - surface water within the construction zones. Because the selection of an appropriate drainage system will depend on the water quantity, season, weather conditions, construction sequence, and contractor's methods, final decisions regarding drainage systems are best made in the field at the time of construction. Nonetheless, we anticipate that berms or ditches placed along the uphill side of the work areas will adequately intercept surface water runoff. Clearing and Grubbing: Once surface runoff is controlled, site preparation should include clearing, grubbing, and removal of all vegetation, sod, topsoil, any organic -rich soils, asphalt or any deleterious debris from foundation and fill areas. Based on the observed soil conditions, we estimate the stripping depths needed to remove asphalt to range from approximately 1 to 2 inches. Subgrade Compaction: We recommend that subgrades for tower or equipment shelter foundations be prepared by proof - rolling the exposed native subgrade to a firm, unyielding state. Proof - rolling can be done most effectively when the soils are at or very near their optimum moisture content. If the specified compaction level cannot be achieved due to high soil moisture conditions, the wet soil should be overexcavated and replaced with suitable, properly compacted import backfill. Frozen Subgrades: If earthwork takes place during freezing conditions, we recommend that all exposed subgrades be allowed to thaw and then be recompacted, if necessary, prior to placing subsequent lifts of structural fill or foundation components. Subgrade Verification: Upon completion of stripping, excavation, and pre - rolling surfaces to receive structural fill should be proof - rolled with a heavy compactor under the observation of an AEE representative, to assess the subgrade conditions prior to fill placement. 8.91M•12061.0 NEXTEL Communications, Inc. 8-91M-12061-0 6 February 1998 Page 5 4.2 Equipment Shelter Foundations We anticipate that the prefabricated equipment shelter will be placed on shallow concrete footings and that bearing pressures will be relatively low. Our specific conclusions and recommendations are presented below. Subgrade Conditions: Footings may be constructed on either the near - surface, undisturbed, native, medium -stiff silts or on structural fill placed above properly prepared subgrade soils. In the latter case, all fill should be compacted to 90 percent of the Modified Proctor maximum density. Footings should never be cast atop soft, loose, organic, or frozen soils, nor atop subgrades covered by standing water. We recommend that all footing excavations be observed by a representative of AEE prior to concrete placement, to confirm the condition of bearing soils are the same as those assumed during design. Bearing Pads: Generally, undocumented fill material or loose or soft soils encountered within 11/2 feet in depth below footing subgrade levels should be overexcavated and replaced with bearing pads of structural fill. These bearing pads should be wide enough to contain a 1 H:1 V slope extending from 1 foot outside each edge of the footing down to the bottom of the overexcavation. The subgrade of the overexcavated area should be compacted as outlined in the Site Preparation section of this report. All bearing pads should be compacted as described in the Structural Fill section of this report. Footing Depths: For frost and erosion protection, all exterior footings should be embedded at least 18 inches below exterior finish grades. Bearing Capacities: We recommend utilizing a maximum allowable bearing capacity of 1,500 pounds per square foot (psf) for equipment building foundations supported on native, undisturbed medium -stiff silts or on properly prepared structural fill placed over these native soils. Lateral Resistance: Lateral forces on the foundation caused by seismic or transient loading conditions may be resisted by a combination of passive soil pressure against the side of the foundation and shear friction resistance along the base. An allowable base friction value of 0.35 would be appropriate, in our opinion. An allowable passive earth pressure of 250 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. Settlements: With the footing subgrade areas prepared as described above, we would not expect settlements greater than 1 inch. Settlements may be greater than this if loose or soft subgrade soils are left within footing areas. On the other hand, we would expect less settlement if the actual foundation Toads are less than the allowable maximum soil bearing pressure given above. 8.91M•12061-0 NEXTEL Communications, Inc. 8 -91M- 12061 -0 6 February 1998 Page 6 443 Tower Foundations The foundation support for a self- supporting communications tower typically consists of either drilled piers or a mat footing, in order to provide adequate resistance to vertical, horizontal and overturning forces. In our opinion, drilled piers and mat footings are both feasible foundation options for this site and we have therefore provided recommendations for both options for the purpose of comparative analysis. Our specific recommendations concerning design and construction of drilled piers and mat footings are presented in the following subsections. 4.3.1 Drilled Piers The following comments and recommendations are provided for drilled pier design and construction purposes. Design Values: Table 1, below, summarizes the soil values utilized in our geotechnical engineering analysis for the soil layers encountered at this site. We derived these values from our explorations and field testing, as well as from laboratory testing performed on similar materials and established correlations for soil properties. These values are presented for background information only; the use of these soil values in cursory or supplemental analyses should be by knowledgeable geotechnical engineers only and should incorporate physical factors that may influence the allowable soil reaction for known loading conditions. TABLE 1 SUMMARY OF SOIL VALUES FOR DESIGN OF DRILLED PIERS Depth Interval (feet) In -Place Density (pcf) Internal Friction Angle (degrees) Cohesion (psf) O to 51/2 5 Y2 to 101/2 101/2 to 15 15 to 17 17 to 171/2 130 115 125 140 160 32 26 32 40 50 0 0 0 0 0 Compressive Capacity: We recommend that the drilled pier be founded on the very dense, silty sand (sandstone) at a minimum depth of 17 feet below ground surface. Table 2 presents our recommended allowable compressive capacities for drilled piers of varying diameter. These values incorporate a safety factor of 1.5 and include reductions for the 8.91M02061.0 NEXTEL Communications, Inc. 6 February 1998 8-91M-12061-0 Page 7 dead weight of the pier; as such, they represent groundline compressive capacities. A linear interpolation may be used between each depth interval to obtain the allowable capacity for that specific depth. TABLE 2 RECOMMENDED ALLOWABLE COMPRESSIVE CAPACITIES (TONS) Tip Depth Drilled Pier Diameter (feet) (feet) 4 5 6 7 8 17 390 653 939 1,275 1,663 Uplift Capacity: Our recommended uplift capacities are presented in Table 3, below. These values incorporate a safety factor of 1.5 and include the dead weight of the pier; as such, they represent groundline uplift capacities. A linear interpolation may be used between each depth interval to obtain the allowable capacity for specific depths not shown. TABLE 3 RECOMMENDED ALLOWABLE UPLIFT CAPACITIES (TONS) Tip Depth Drilled Pier Diameter (feet) (feet) 4 5 6 7 8 17 15 21 28 35 43 Lateral Resistance: Drilled pier foundations for communication towers are typically rigid and act as a pole which rotates around a fixed point at depth. Although more complex and detailed analyses are available, either the simplified passive earth pressure method or the subgrade reaction method is typically used to determine the pier diameter and depth required to resist groundline reaction forces and moments. These methods are described below. • Passive Earth Pressure Method: The passive earth pressure method is slightly conservative by neglecting the redistribution of shear forces that develop near the bottom of the pier. Our recommended passive earth pressures for the soil layers encountered at this site are presented in Table 4. These values are expressed as an equivalent fluid unit weight .to reflect the linear increase with depth and may be assumed to act over an area measuring two pier diameters wide by eight pier diameters deep. A lateral deflection at the ground surface equal to about 0.002 times the pier length would be required to mobilize the full 13-91M.12061.0 NEXTEL Communications, Inc. 6 February 1998 8-91M-12061-0 Page 8 allowable passive pressure presented below. The values listed in Table 4 incorporate a safety factor of at least 1.5, which is commonly applied to transient or seismic loading conditions. TABLE 4 RECOMMENDED ALLOWABLE PASSIVE EARTH PRESSURES Depth Interval (feet) Passive Pressure (pcf) O to 2 2 to 51/2 51/2 to 10 Y2 101/2 to 15 15 to 17 0 200 200 250 800 • Sub trade Reaction Method: The subgrade reaction method is slightly more complex than the passive pressure method and is typically used to compute lateral design Toads based on allowable lateral deflections. Using this method, the soil reaction pressure (p) on the face of the pier is related to the lateral displacement (y) of the pier and the coefficient of horizontal subgrade reaction (kh); this relationship is expressed as p = khy. The calculation of kh depends primarily on the constant of horizontal subgrade reaction, the pier diameter, and the soil type as detailed below: ■ SAND and Soft CLAY: For soil layers consisting of sand or soft clay deposits, the coefficient of horizontal subgrade reaction (kh) increases linearly with depth and is derived from the constant of horizontal subgrade reaction (nh) multiplied by the depth (z) below the ground surface and divided by the pier diameter (B); expressed as kh = nh(z /B). ■ Stiff CLAY: For soil layers consisting of stiff clay deposits, the coefficient of horizontal subgrade reaction (ks) remains uniform with depth and is considered directly proportional to the coefficient of vertical subgrade reaction (ks) divided by 11/2 pier diameters (B); expressed as kh= ks/(1.5B). Our recommended constants of horizontal subgrade reaction (nh and ks) for the soil layers encountered at this site are presented in Table 5, below. These values do not include a factor of safety since they model the relationship between contact pressure and displacement. Therefore, the structural engineer or tower 8.91M-12061-0 NEXTEL Communications, Inc. 6 February 1998 8-91M-12061-0 Page 9 manufacturer should select an appropriate allowable displacement for design. In any case, we recommend that the maximum allowable displacement not exceed 2 inches at the groundline. TABLE 5 RECOMMENDED HORIZONTAL SUBGRADE REACTION VALUES Depth Interval (feet) nh lc, 0 t 2 2 to 51/2 5'/2 to 101/2 101/2 to15 15 to 17 10 1 • 30 1 • 100 ' ' ' ' Coefficient of Horizontal Subgrade Reaction (pci) (Sand & Soft Settlements: For the given pier diameters, we estimate that total post- construction settlements of properly designed and constructed drilled piers will not exceed 1 inch. Differential settlements between foundation elements may approach approximately half of the total settlement. Construction Considerations: Construction activities for drilled piers could encounter caving sidewalls, groundwater, and other physical difficulties. We offer the following comments and recommendations regarding these issues. • Excavation Stability: The foundation drilling contractor should be prepared to case all or part of the excavation to prevent caving of the 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. • Borehole Preparation: The foundation drilling contractor should be prepared to clean out the bottom of the borehole if loose soil is observed or suspected. We recommend that the drilling contractor have a cleanout bucket on site to remove loose soils and /or mud from the bottom of the borehole. Personnel entry into the borehole is not recommended. • Drillin : Based on our exploration, the contractor should be prepared to encounter very dense soil conditions below a depth of 15 1/2 feet. 8.91M•12061.0 NEXTEL Communications, Inc. 8 -91M- 12061 -0 6 February 1998 Page 10 • Wet Excavation: At the time of exploration, heavy groundwater flow was encountered within our boring at a depth between 51/2 and 15 feet. Flowing of the silty sands and sidewall caving within this zone should be expected. It should be noted, however, that groundwater levels typically fluctuate. If groundwater is encountered during construction, coagulant admixtures used during drilling saturated or wet soils should consist of materials that will not deposit deleterious coatings on reinforcing steel. Specifically, we recommend synthetic -based coagulants. • Concreting: Concrete should be placed by tremie methods if more than 3 inches of water has accumulated in the excavation. For concrete placement under water, we recommend that the foundation concrete be tremied from the bottom of the hole to displace accumulated water and reduce the risk of adversely impacting the concrete mix. 4.3.2 Mat Footings A reinforced concrete mat footing could be used for tower foundation support. The following recommendations and comments are provided for mat footing design and construction purposes. Subgrade Conditions: Footing subgrades should be prepared according to the Site Preparation section of this report. Footings should never be cast atop soft, loose, organic, or frozen soils, nor atop subgrades covered by standing water. An AEE representative should be retained to observe all subgrades before any concrete is poured and to verify that they have been adequately prepared. Footing Embedments: Based on our exploration, we anticipate that suitable bearing soils will be encountered at a depth of 51/2 feet or 16 feet below the existing ground surface, which would provide adequate embedment for frost protection. Bearing Pads: Generally, loose or soft soils encountered within 2 feet in depth below footing subgrade levels should be overexcavated and replaced with bearing pads of structural fill. These bearing pads should be wide enough to contain a 1 H:1 V slope extending from 1 foot outside each edge of the footing down to the bottom of the overexcavation. The subgrade of the overexcavated area should be compacted as outlined in the Site Preparation section of this report. All bearing pads should be compacted as described in the Structural Fill section of this report. Bearing Capacities: Footings bearing directly on the native, medium - dense, silty sands and embedded a minimum depth of 51/2 feet, may be designed for a maximum allowable bearing capacity of 2,500 pounds per square foot (psf). Alternatively, if the footing bears directly on the very dense, silty sand (weathered sandstone) and embedded a minimum depth of 16 8.91M-12061.0 f NEXTEL Communications, Inc. 8 -91M- 12061 -0 6 February 1998 Page 11 feet, a maximum allowable bearing capacity of 10,000 (psf) may be used for design. These bearing capacities incorporate a static safety factor of at least 2.0 and can be increased by one -third for transient loads. The various static bearing capcities can be summarized sa follows: Bearing Soil Allowable Bearing Pressure Native Silty Sands 2500 Structural Fill 2500 Weathered Sandstone 10000 Subgrade Verification: All footing subgrades should consist of firm, unyielding, native soils or structural fill materials. Under no circumstances should footings be cast atop loose, soft, or frozen soil, slough, debris, existing uncontrolled fill, or surfaces covered by standing water. We recommend that the condition of all subgrades be verified by an AEE representative before any concrete is placed. Uplift Resistance: We anticipate that uplift loads will be resisted by the dead weight of the mat foundation, as well as the soil materials covering the mat. Native soils used to cover the mat, if compacted to a minimum of 90 percent of the Modified Proctor maximum dry density, may be assumed to have a unit density of 120 pcf. Soils backfilled behind the mat foundation should not contain any organic matter or debris, nor any individual particles greater than about 6 inches in diameter. Lateral Resistance; Lateral loads on the foundation caused by seismic or transient loading conditions may be resisted by a combination of passive soil pressure against the side of the foundation and shear friction resistance along the base. An allowable base friction value of 0.45 and an allowable passive earth pressure of 250 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. Settlements: Assuming the foundation elements are founded in the recommended bearing soils, we estimate that total settlement will be less than 1 Y2 inches for a footing bearing on the medium dense, silty sands or structural fill, and Tess than 1/2 inch for a footing bearing on the weathered sandstone, with differential settlements on the order of one -half that of the total settlement. The majority of the settlement will probably occur during the initial loading of the foundation; however, if any undisturbed or soft soils are left within the footing area prior to concrete placement, settlements may be increased substantially 4.4 Structural Fill The following comments, recommendations, and conclusions regarding the use of structural fill are provided for design and construction purposes. 8.91M•12061.0 NEXTEL Communications, Inc. 8 -91M- 12061 -0 6 February 1998 Page 12 Materials: "Structural fill" includes any fill materials placed under footings, pavements, driveways, and other permanent 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 derived from crushed parent material is also useful as structural fill. Soil Composition: 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. As the "fines" content (that portion 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. On -Site Soils: The existing, native silts and silty sands encountered throughout the depth explored do not appear suitable for reuse as structural fill due to the over - optimum moisture conditions .0 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, on -site soils, 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 minimum densities presented in Table 6. TABLE 6 RECOMMENDED COMPACTION REQUIREMENTS Fill Application Minimum Compaction (ASTM:D -1557) Wall and footing backfill Footing subgrade Gravel driveway subgrade (upper 1 foot) Gravel driveway subgrade (below 1 foot depth) 90 percent 90 percent 95 percent 90 percent Subgrades and Testing: Regardless of location or material type, all structural fill should be placed over firm, unyielding subgrades. We recommend that an AEE representative be 8.91M•12061.0 NEXTEL Communications, Inc. 6 February 1998 8-91M-12061-0 Page 13 allowed to observe all subgrades before fill placement begins, and to perform a series of in -place density tests during structural fill placement. In this way, the adequacy of soil compaction efforts may be evaluated as earthwork progresses, to minimize construction delays. 5.0 CLOSURE The conclusions and recommendations presented in this report are based, in part, on the explorations that we performed for this study; therefore, if variations in the subgrade conditions are observed at a later time, we may need to modify this report to reflect those changes. AEE is available to provide geotechnical monitoring, soils and concrete testing, steel and masonry inspection, and other services throughout construction. We appreciate the opportunity to be of service on this project. If you have any questions regarding this report or any aspects of the project, please feel free to contact our office. Respectfully submitted, AGRA Earth & Environmental, Inc. John R. Ze Senior St f Engineer James M. Brisbine, P.E. Associate JRZ /JMB /clt 8.91M•12061.0 FILE NAME: LOCATION.DWG DESIGN BY: JRZ SCALE: N.T.S. DWG DATE: 02 -03 -98 NO.: 8 -91M -12061 . \ J' ., #l. S \KrRitE,' - I. FS mown ill: SI lw 51.. 5 4Au0(M_ 5112 K1M6 LUWTY 5 OIIKUUO St IITEANT /0411 et St 29 !) ' AIRPORT TE WSM1 ` OPE! SE ODR lANO N SY'� -°_ S CHI I 51_ S KENYON _� ' i s 11)I1 I STN 5 E ! E S SOOTHE' 64 '01 A VII; - 5 `` Et a < 5 MYRTLE St tal PAC U UIIMfIIf 11 . v 5700 pogrom, M,Op C4 ISIMO MACM E5 1 S CLO N rMi AMU ci TAu I r PAR AIIMTIC pt VVPi t HIE© i 0 5 S NOR(OSK ST tai • s 7 1N 11 4411 N.T.S. (+AGRA Earth & Environmental 11335 N.E. 122ND WAY, SUITE 100 KIRKLAND, WA, U.S.A. 98034 -6918 LOCATION MAP NEXTEL — ELMO /SPAA TUKWILA, WASHINGTON FIGURE 1 0 0 w 0 02 -03 -98 EXISTING BUILDING TO EAST MARGINAL WAY EXISTING POWER SOURCE PROPOSED POWER AND TELCO ROUTE L _ _ _ ASPHALT PARKING AREA LEGEND B -1 BORING NUMBER AND APPROXIMATE LOCATION PROPOSED SHELTER PROPOSED MONOPOLE TOWER EXISTING AUDITORIUM SB -1 X PROPOSED x NEXTEL LEASE AREA z 0 SITE AND EXPLORATION PLAN co AGRA Earth & Environmental NEXTEL - ELMO/SPAA z 11335 N.F_ 129N1) WAY. Sl1ITF inn FIGURE n PROJECT: Nextel - Elmo/S1-(A BORING NO. B-1 0 0 SOIL DESCRIPTION Location: N/A Approximate ground surface elevation: Unknown z EL• I t... O < PENETRATION RESISTANCE • Standard Blows per foot Other 10 20 30 40 Page 1 of 1 so TESTING 10 - - 15 1-1/2" Asphalt Medium dense, moist, brown, gravelly, silty SAND (Fill) Medium stiff grading to stiff, wet,gray, mottled, orange- brown, SILT Medium dense, saturated, black, silty SAND Becoming loose 'Medium dense becoming very dense, moist, gray mottled orange, silty SAND (Weathered Sandstone) Very dense, moist, beige mottled orange, silty SAND (Sandstone) S-1 S-2 S-3 P ATD • • 20 - se rn co z 0 25 - 30 — Bonng terminated at approximately 17.5 feet (due to refusal) LEGEND 2.00.inch O.D. split spoon sample P Perched groundwater level at time of drilling 0 )0 40 60 • 100 MOISTURE CONTENT Plastic limit Natural Liquid limit •AGRA Earth & Environmental INGINUPONG GLO•AL MAWS 11335 NE 122nd Way, Suite 100 Kirkland, Washington 98034.6918 Forrn Approved OMB NO 2120 -0001 r3 Notice of Proposed Federal.arlallon Adrrinislydlon 1. Nature of Proposal A. Type CNCH Ccnslruclior C AIe.atior * r4 Construction or Alteration Aeronautical Study Number • ,'V f�� ✓� -1L B. Class Permanent ❑ Temporary ;Curette* 13 months' C. Work Schedule Dates Begiming 10/27/98 End 04/27/99 11 Alteration, pro.lde prey cus FAA Aeronautical Study Number, it available 3A. Name, address, end telephone number of Individual, comp any corporation. etc. proposing the construction or alteration. iNunber,StyI.Cjy1m0/ PpCode) Rose Marie Gra /1 Nextel Communications 1750 112th Ave. NE, Suite C -100 Bellevue, WA 98004 l 425 ) 452 -7451 Area Code Telephone Number 38. Name, address and telephone number of proponents representative, if different than 3A. above. Barbara Garaventa D. Garvey Corporation 1700 Westlake Avenue N. Suite 420 Seattle, WA 98109 ( 206 ) 216 -3349 Area Code Telephone Number 4. Location Of Structure 2. Complete Description of Structure Please describe, on a separate sheet of paper if necessary. the proposed construction or alteration A. For propose s involving transmitting stations, include effective rad ated power IERP) and assigned frequency of all proposed or modified transmitters on the structure. (if not known, give frequency band and maximum ERPI 8. For proposals involving overhead wire, transmission lines, etc., include the size and the configuration of the wires and their supporting structures. C. For all proposals, Include site orientation, dimensions, and construction materials of the proposed or altered structure. D. Optional— Describe the type of obstruction marking and lighting system desired for your structure. The FAA will recommend appropriate marking and lighting for the structure in accordance with the standards of Advisory Circular AC 70/7460 -1. An FAA marking and lighting recommendation will rollect the minimum acceptable level of consplculty necessary to warn pilots of the presence of an object However, the FAA, under certain circumstances. will not object to the use of a system (such as a medium intensity flashing white light system or a dual lighting system' alt er than the recommended scan rd. X5,51 z ItouY 5. Height and Elevation ilo nearest roar, A Coordinates xknow "n` a rronas. B. Nearest Cey or Towr Latitude 0 rl n and Scare Lakeridge, 47 30 12.66 WA Longitude 0 rI n (11. Distance to 4B 122 17 07.58 2 Mites 40. Source of coordinate Information for item 4A• above. ❑USGS 7.5' Otha Quad Chart i© Survey ❑ Speclh' C. Nearest puo4e or mgltary airport. heliport INghtpork. or seaplane base BFI BOEING FIELD /KING COUNTY A. Elevation 01 she above mean sea level. INT 12 111. Otslance from structure to nearest po nl of nearest runway 1.7104 nm. B. Height at structure Including all appurtenances and lighting above ground or water. 125 (2„ Oifection 1048 78 Deg. 121. Direction tram structure to airport 336.89 Degrees C. Overall height aoove mean sea level (A•B) 137 Indira -r the rekxenoo damn &the mc'd nales, if known. 46. Describe, on a separate sheet of paper, the location of the site with respect to highways, streets, airports, Other prominent terrain features, existing structures, etc. Attach a copy of a U.S. Geological Survey quadrangle map 7.5 NAD 27 ❑ NAD 63 ❑ Spec y minute series (or equivalent) showing the construction site. If available, attach a copy of a documented sire surrey with the surveyor's certification. 13 FAILURE TO PROVIDE ALL REQUESTED INFORMATION MAY DELAY PROCESSING OF YOUR NOTICE Notice is requied by Pail 77 0' the Federal Aviation Regulations (14 CF.R. Pan 771 purs:ant to Sector 110' d the Federal Aviation Act of 195a, as amended (49 U S.C. app. f• 1501). Persons who knowingly and wilfully violate tee Notice requirements of Pail 77 are subject to a civil pena'ty'ot 51.000 te' day unlit Inc notice Is receved, pxauant tc Sector 901(al d the Federal Aviation Act d 1958, as amended (49 U S C. app > 14711a1;. as well as the the (cnrnlnai penalty, of not more team $500 ler re first of(erse find not more than 57,001: fce suosequefl dlenses. pursuarr to Section 902141 ot the Federal Aviation Act of 1958. as amended 149 U.S.C. app 9 1472(at) I HEREBY CERTIFY that all of the above statements made by me are true, complete, and correct , ' e best of my knowl In addition, I agree to obstruction mark and /or Tight the structure In accordance with established marldn & > ting standards as n ary. Oats 04/01/98 FOR FAA USE ONLY Typed pr Printed N.'ne and ilk of Person Fen) Nana Barbara Garaventa, Project Assistant The Proposal: FAA will ellner return (his form or Jssra separate acknowledgement Supplemental Nodal of Construction. FM Form 7460.2, is rocut•ed any 1 ire the project is abandoned, or ❑ Does =toddle a nonce to FAA. ❑ At lour 48 hours betre the stand constrictor. [(net identified as an oosaudicn under any standard d FAR. Part 77 ❑ Within I ve days efts he ce sbwXion reaches rs greatest he ght / / /� //� Subpart C. and wcdd nol be a hazard to navigation This deterrriration assess to ❑ is dorlrirlod as an obstvction under the aenderdfi of FAR Pert 77, 14 *standee, revised c laminated byte main; office. Subpart C but would rcl he a hazard the navigation. lb) tie oonst'„ el on is subied to the laming aulhordy of the Federal Communications Commission !FCC) and an application fora construction oetmit is made b the FCC on or beice Ihe above eipltrb• care. In such CU= the determination ioulo be obstruction ❑ muked +jtted er expires on the due prescrbed by the FCC Tor completion o' consrucb•, or oil the dale he FCC defies the applicaion. NOTE: Raciest for extension d the seedy' period d his determination mu s: be postnarket of deivered to the Isstirg office Advisory Circular 70.'7160.1, CheDltrs 4 S I least 15 days prof lathe expiation dale ❑ Ctervctio' nailing and Wang are nol necessary.ci Q` TIV I ohms is subiecl lode gcensing autterny d the FCC, a copy of this determination will be setae) hal agency unless' Rerarks JUN ... 1998 NAD 83 Coordinates fuuF:ora ..4' .cEhh des 1to' /A_ .p s 01 !merlin &rr1eaae FAA Form 7460-1 0-03i rr Longitude / 201 /! r� l. a 1 . o ail. /.•/rag rn198 4400 Nal y +rl ASTRO. 1'04'55" .N. +19.5' 10 GRAPHIC SCALE - 1" = 20' 20 40 j0 qu.i+ i.w \.J 041 SCALE: 1" = 30' 1 SURVEY - V.M., the Old -of -way to 48.42 feet north line lance No. of the ce of ING. e 133 and SITE DATA LEGEND CENTER LINES PROPERTY LINES LEASE LINES — -- — -- — R.O.W. LINES --- — DITCH LINES .... - 20 - - - CONTOUR LINES NOTES: j TRAVERSE CONTROL POINT SET 5/8" IRON REBAR W/ BLUE PLASTIC CAP STAMPED P -A -C -E PLS 33127 UNLESS OTHERWISE STATED. • SET 1/2" IRON REBAR W/ RED PLASTIC CAP STAMPED "PACE OFFSET" AT 10' OFFSETS TO LEASE CORNERS ANTENNA CENTER: LAT.(NAD83)= 47'30'12.014" LAT.(NAD27)= 47'30'12.656" LONG.(NAD83)= 12217'12.023" LONG.(NAD27)- 12217'07.577" CENTER LEASE AREA ELEVATION: 11.4 MERIDIAN: W.S.C.S. NORTH ZONE NAD 83/91 (GRID NORTH) AS ESTABLISHED FROM KING COUNTY SURVEY CONTROL POINT NO. 3427 NORTH CONVERSION: GRID NORTH TO ASTRONOMIC NORTH= - 1'04'55" DATUM: N.A.V.D. 29 AS ESTABLISHED BY K.C.A.S. S.T.R.: SEC. 3, T.23N., R.4E., W.M. DATE: MARCH 02, 1998 SURVEY TEAM: BLE /DB FIELD BOOK: 82 & ELECTRONIC REFERENCE SURVEYS: R.O.S. BK. 64 PG. 133 BY SOUND SURVEYING 10/1988 : TUKWILA WATER FRANCHISE SURVEY BY P.A.C.E. 1994 THIS SURVEY WAS CONDUCTED WITHOUT THE BENEFIT OF A TITLE REPORT AND THEREFORE DOES NOT PURPORT TO SHOW ALL EASEMENTS OF RECORD THE LOCATION AND DESCRIPTION OF ALL SURVEY MARKERS SHOWN HEREON ARE BASED ON FIELD OBSERVATIONS TAKEN DURING MARCH 1998 UNLESS OTHERWISE INDICATED THE PRIMARY MEASUREMENT EQUIPMENT UTILIZED IN THE PERFORMANCE OF THIS SURVEY WAS A 2" GEODIMETER 600 SERIES TOTAL STATION. THE RELATIVE LOCATION OF ALL SURVEY MONUMENTS AND MARKERS SHOWN ON THIS MAP ARE BASED ON A CLOSED LOOP FIELD TRAVERSE. THE LINEAR ERROR OF CLOSURE, AFTER ADJUSTMENT OF ANGLES, IS EQUAL TO OR BETTER THAN 1 PART IN 15,000. THE METHOD OF ADJUSTMENT USED WAS COMPASS RULE ADJUSTMENT. P.A.C.E. PROJ. NUMBER 98524 00 D. PROPERTY OWNER DECLARATION The undersigned makes the following statements based upon personal knowledge: 1. I am the current owner of the property which is the subject of this application. 2. All statements contained in the application are true and correct to the best of my knowledge. 3. The application is being submitted with my knowledge and consent. 4. I understand that conditions of approval, which the City and applicant have jointly agreed may not be completed prior to final approval of the construction (e.g., final building permit approval) will be incorporated into an agreement to be executed and recorded against the property prior to issuance of any construction permits. I declare under penalty of perjury under the laws of the State of Washington and the United States of America that the foregoing statement is true and correct. EXECUTED at Tukwila MAR 2Lt'l , 1991 . (city), Washington (state), on SEATTLE POLICE ATHLETIC ASSOCIATION (Print Name) 11030 East Marginal Way S. (Address) (206) 762 -7468 (Phone Numb (Sigr4ture) Joel Nark CITY OF T�UIKWILA JUN - 5 1998 PMir mem Use additional sheets as needed for all property owner signatures. Attachment 1 Pg. 1 of 1 Aiwa"' A n w I ^/lt NOV -18 -97 TUE 15 19 1 1' P,01 -t -1t' Fax Note 7671 Date 11 • d,wee■ I; jap2rmfr Co. Co. vfE To .41MMDMIk Co./Dept, Jr , J Phone • 14 1 Fax tiif.ev crit5 Fex1LrZ5 511_L3c L/ 1 1' P,01