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Permit MI98-0068 - WESTERN WIRELESS - MONOPOLE, ANTENNA AND CABINET
e5•terr\ reLe 55 1 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: Address: Suite No: Location: Category: Type: Zoning: Const Type: Gas /Elec.: Units: Setbacks: Water: Wetlands: 15820 PACIFIC HY S OTHR MISCPERM RC TOWER 001 North: 125 Permit No: Status: Issued: Expires: Occupancy: UBC: Fire Protection: .0 South: .0 East: .0 West: Sewer: VAL VUE Slopes: Y Streams: Contractor License No: BOWROCI061BS OCCUPANT WESTERN WIRELESS 3610 5.158 ST, TUKWILA WA OWNER STERLING RECREATION PO BOX 91723, BELLEVUE WA 98009 MI98 -0068 ISSUED 07/31/1998 01/27/1999 2 .0 CONTRACTOR BOWRON CO INC Phone: 253 735 -4049 PO BOX 98867, SEATTLE WA 98198 CONTACT DANIEL NUESKE Phone: 425 -864 -0576 3650 131ST AVE SE, #400, BELLEVUE WA 98006 **************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Permit Description: CONSTRUCTION OF 100 FT MONOPOLE WITH ANTENNAE AND EQUIPMENT CABINET. **************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Construction Valuation: $ 50,000.00 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: Land Altering: N Cut: Landscape Irrigation: N Moving Oversized Load: N Start Time: End Time: Sanitary Side Sewer: N No: Sewer Main Extension: N Private: Public: Storm Drainage: N Street Use: N Water Main Extension: N Private: Public: **************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL DEVELOPMENT PERMIT FEES: $ 952.84 ******** * * * * * * * * * * * * * * * * * ** * * * * * * * * * * ** % k*********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Size(in): .00 End Time: Fill: Permit Center Authorized Signature: 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 th cancel the provis or the performa development pe Signature: s permit does not presume to give authority to violate or �f any other state or local laws regulating construction ork. I am authorized to sign for and obtain this OftLA.N.&4giLnljiaglgEA Date V- 3' " 9 Print Name:_ __Il_vV. n!.(1. C► _1/f3... 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. CITY Off' TUKWILA Permit Center 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 (206) 431 -3670 OR STAFF USE ONLY Project Number: p (J Permit; Number: m cos 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: Le wVS 1.- c.1 ev- K Valuespf Construction: 4 se, 004) Tax Parcel Number: aaa3Dq - 9Udil Site Address: City State /Zip: -lam s - -- 7mXw, 1161\ Property Owner: , r 1 Phone,' detV y mss ' Z loc.) Street Address: >oX 917,3 City State /Zip: A- �(it,vu.i - tovk q 206 Fax Contact Person: cam. te pu.&51:e City /State /Zip: Phone: v) o6v -US7� Street Address: 6.S. (3/ 5r 4°4 SL City State /Zip: 11 '°0 & Hey i,<-4_ tom 28OG , Fax #: S'86-2T1k. Phone: -5-3) -735-- `,' Y 9 ContraF,� r: C"c "W 1kU It C o Stree Address: _ O k 5 F67 See= City State /Zip: t/1 y 21 ? 0 Fax #: Architect: Kt,oa f ei-213 7. ' k Phone: ,,11,12 5.76-- 8 9 I Street Address: /31 sr Ate # City State /Zip: 4"° A,/60 -44- tc)A- g2c9oG Fax #: Enginegr:n p Phon Street Address: WOO ifyiLli,Are, Au City State /Zip: .e W a Fax #: MISCELLANEOUS' PERMIT REVIEW AND ;` APPROVAL.REQUEST.ED: (TO'BE;F.ILLED OUTBY>APPLICANT) Description of wor to be done: 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 Sr Antennas /Satellite Dishes ❑ Bulkhead /Docks • Commercial Reroof ❑ Demolition ❑ Fence ❑ Mechanical ❑ Manufactured Housing - Replacement only ❑ Parking Lots in Retaining Walls ❑ Temporary Pedestrian Protection /Exit Systems ❑ Temporary Facilities ❑ Tree Cutting .:AP.PLICANTI,REQUEST. FOR:MISCELLANEOUS.PUBLIC.WORKS PERMITS''> ❑ Channelization /Striping ❑ Flood Control Zone ❑ Landscape Irrigation ❑ Storm Drainage ❑ Water Meter /Exempt # ❑ 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 #: El Sewer Main Extension 0 Private 0 Public ❑ Street Use ❑ Water Main Extension 0 Private 0 Public 0 Deduct 0 Water Only ❑ Water Meter /Permanent # ❑ Water Meter Temp # ❑ Miscellaneous Size(s): Size(s): Size(s): Est. quantity: gal Schedule: ❑ Moving Oversized Load /Hauling MONTHLYSERV!CE:6lLLINGS °TO: Name: Phone: Address: City /State /Zip: 0 Water 0 Sewer 0 Metro 0 Standby WATER METER 'DEPOSIT/REFUND `SUING: :. Name: Phone: 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 applica I accepted: MISCPMT.DOC 7/11/96 Date appllc @tlon expires: 7 Application taken by: (Initials) 1� P ALL MISCELLANEOUS PERT APPLICATIONS MUST BE SUBMI ' 9 WITH THE FOLLOWING: ➢ ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN ➢ BUILDING 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 ➢ CIVIUSITE PLAN DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED CIVIL ENGINEER (P.E.) SUBMIT APPLICATION AND REQUIRED CHECKLISTS FOR PERMIT REVIEW ❑ 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 Submit checklist, Antennas /Satellite Dishes SubmitchecklistH Awnings /Canopies -. No signage Commercial`Tenant Improvement Permit Bulkhead /Dock Submit. checklist. • Commercial Reroof Submit checklistti No:' ❑ Demolition Subnmit.checklis Fences - Over 6 feet in Height Submit ohecklist;;: Land Altering/Grading/Preloads Submit checklist;;. Loading Docks Corpmercial;<Tenantlmproyement: �; PeithiL 'SubmitthecklierNo ' + :1;Z Mechanical (Residential & Commeroial) ?SUbtnit'checklist Residentialodly Miscellaneous; Public;Works: Permits Submit'ch'ecklis Manufactured. Housing (RED, INSIGNIA ONLY), "Submit :checklist =, ;F Moving; Oversized. Load /Hauling Submit checklist Parking Lots Submit,checklis ❑ Residential Reroof - Exempt with following exception;' If;roof structure to be repaired or replaced 'Residential Building Permit:: Subrrlit:checklist No:+ M 6 Retaining Walls Over 4 feet in height ;.S,ubniitchecklisf:. Temporary: Facilities :Submit.checklis Temporary Pedestrian Protection/Exit Systems; Tree Cutting: Supmit'cliecklis, Submit:checklist:,; ❑ 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 in Lieu of Contractor Registration ". Building Owner /Authorized Agent, if the applicant is other than the owner, registered arc hitoct/enginoor, or contractor`licensed, by the State of Washington, a notarized letter from the property owner authorizing the agent: to submit thispermit application and obtain the permit will be required as part of this submittal. i HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED'AGENTr <`.. ,,: ' .:. . Signature: it, Date: 19 f/7 ) Print name: (� VLjnie1 WE�� 4z-- y7 Phone:, u / Fax #• p Y2A-1 4�-/-AS-2 L _- Ili"O ?)t Address' ( s'c) 131 S.- Rw Sc 11.you City/ tale /Zip: , ita4) 1A-)6 9 2446 MISCPMT.DOC 7/11/96 CITY OF TUKWILA. Address: 1 5320 PACIFIC Wi S Permit No: MI98-0068 Suite: Tenant: Status: ISSUED Type: MISCPERM Applied: 04/17/1998 Parcel #: Issued: 07/31/1998 **A**4***k*********4**-k*k******.k*********k****4****04**A*1(kk****F***kk*** Permit Conditions: 1 No changes will be made to the plans unless approved by the Architect or Engineer and the,TykwilaBoilding Division. 2. Electrical permit. snallHb0'!ok014*,..,though the Washington ',State Division of.„LabOriend IndustrieS-and-41jelectrical work will be inspected by%that agency (243.=.8630)-.,„ 3. All permits,SPect:ionrecords. and appOVed OAins shell be available at',,the tob'site'.PrAeit'-tb the start 01' anY',:':con- structionthese,dOCuments ere, to .be maintained and.javail- able until:fine) fnSpectIonepprOVel 'is,: granted:. ,,.... 4. All strOCturaA ConCrete'shall be special' inspected ec. 36,6,(a)1):'. • 5. All structural welding snail be done by W.A.6.01. certifiedy. welder..6' and special inspected (upc:- Sec, 306(e)5).,, 6. A11,10gh7strength bolting shelibe special inspeCted.L:.(9B:C,,, Sec, 30ES)6). 7. 'Whew ,Special tnspectIOn-isequired'either the , archltect-or engineer shaWnotiftheTukwile DiVTSion of aPpointmentof:the*SP4ct*on'agencies prtor the :first ,butlding.inSpection. "COOles of 11 special • r • n eCt repOrts s ha I submi ttad ' to the Bu ino , Di'vlSion--in a timelv-mannerRepOrts ha 11 contain:-addr-es prOIect neMe.:;perMAt/number and type of -inspection ,betrii4.1; , ThespeCjel'inspector shall subOt.e=final-stgned rep#t,*k., statyng whether the work requiringHsPecial<AnSpectjgrt30,10 to thebest.,Of the inspector's knoWledge,:,)n,,ConfOrMan,Ce • . witha.PproVed.plans and speciftCationSand'thp aPpliCable workmanShip prOvis4pns of the p8Q. \ 9. Notilythe Cityp„pfHT4wila ButiAjng plaC1n9 4ny co*Wete. Th 1 procedure ,is eddl'tOn .6.;g4tj'ty requirements for,v4peciel. 1 npect lan. 10. All construction -to be donein'OOnfOrmance with aPprV2ed p1 an and requ 1 e Men ts of the Un iform 03 to iding C9cre,3:(1.994, Edition a s eMended. Unifo 011 411 .f.C1,1"1 1 ..`„)6Wl Code Ed 1 tion and Wash i ng ton St,1a;te;,;EnergY' Cade`-,:,01 994 Va 11 di ty of Perm at approve 1 of plans, specificetion.i'a0*PjP4a..X1Oq*,Sh4Tt not be scon- trued to be a permit for. Orenrap'0J-Ovel.of,:any violatiOW of any of the provisions. of the buildingcode-,Or of any other ordinance of the jurisdiction. No permit presUming:to give authority to violate or cancel the provision. Of:thiS code shall be valid., ("4 ACTIVITY NUMBER: MI98 -0068 PROJECT NAME: WESTERN WIRELESS Original Plan Submittal Response to Correction Letter # 1 DATE: 7 -22 -98 Response to Incomplete Letter Revision After Permit Is Issued DEPARTMENTS: ul d� in Division tblic rks N /A- E b �Are Prevention 1/Structural Plannin g Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues, Thurs) Complete Incomplete Comments: DUE DATE: 7 -28 -98 Not Applicable TUES /THURS ROUTING: Please Route n No further Review Required ❑ Routed by Staff C (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: DATE: APPROVA S OR CORRECTIONS: (ten days) DUE DATE: 8-25-98 Approved Approved with Conditions Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE: Approved Approved with Conditions Not Approved (attach comments) ❑ REVIEWERS INITIALS. DATE: 1PR•ROUTE.DOC G /98 CITY OF TUKWILA Department of Community Development Building Division-Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-3670 REVISION SUBMITTAL DATE: 7-022- PLAN CHECK/PERMIT NUMBER: AtIllg -6063 PROJECT NAME: L 1W t-:-S 4- C., /6-4-k- S5- -2og4I-3 PROJECT ADDRESS: /3-,E( 2_0 "Pci.c.,,iV _ S. 714.1.kw;IA , ca logy CONTACT PERSON: CA.K Sovv)ers PHONE: a e1 ClizZO g - 761 c51;Vc. e REVISION SUMMARY: re. So 6 /112r "itC 4,1 (q) ce„ A...pie/Lc_ 5 ei-S re..ors Tirt.rls •5 /ePt cce-/ SHEET NUMBER(S) 3 "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: CITY USE ONLY C14/1°E/VID OF rutovt4 JUL. 2 2 1998 PeRmirouret Odlite 3/19/96 PLAN R IEV\/ROUIMISLIP ACTIVITY NUMBER: M198 -0068 DATE: 4 -17 -98 PROJECT NAME: WESTERN WIRELESS DEPARTMENT: Building Division Public Works b Fir revention Pki12131-.Dizvti-s-hA Structural t Coordinator DETERMINATION OF COMPLETENESS: (rues, Thurs) DUE DATE: 4 -21 -98 Complete Incomplete Comments: Not Applicable El TUES /THURS ROUTING: Please Route El No further Review Required Routed by Staff n (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 5 -5 -98 Approved n Approved with Condit' 12 ns _ Not Approved (attach comments)X C4vr& tityslit Teti 440-11 REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE: Approved Li Approved with Conditions El Not Approved (attach comments) LI REVIEWERS INITIALS: DATE: \PR•ROUTE,DOC 1/98 'r'.Tb+':":+ car+ rrwa':.," e:^"^.^^'' rrwrs-, ,.:�,y:rr- '?ii,'aah +r^^�*°+;w7; ^r.*u.•;v:= +„ » >+w-;' ' ":;.,.: ,. INSPECTION RECORD Retain a copy with permit INSPE• ION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100,' Tukwila, WA 98188 PERMIT NO. (206) 431 -3670 Project:. p ,A Type of inspectio : Address: Date called: Special Instructions: 'pec -Ict 4- A.5. pecAloys, --: FAA Date wanted: ! I ? `5 o g Cj a.m. P. . Requester: or G Phone No.: Zo6 -76c -6C5!)Ft, or Approved per applicable codes. Corrections required prior to approval. • Inspector: Date: $42.00 REINSPECTIO EE REQUIRED. Prior to inspection, fee must . be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. 6 * 71rl:zt *>Er1it -4it * *a, *e1 ** ':v! * #r1 * *�S�1i ** *k *,* *dr * k* ,\**?i4.4 ** *** r. tTY rat- T.UKWILA,, Wf� ' 1 .°( -- CX.�CO rlowsri T: *1* is: 01 * *.*h:*>t * kilt 09<k,k" *yl it. ;•:. 2;;.00 05/1/ / q3. 13a39 Ptyner�t. Met.had CASH Nai�tiar: PRANK W RR Init; TL13. � . Permit "Ma. Ml3.9- :OUSI.3 Type° 'M1SiC:PERM MI.CFLL,ANE.OUS f'.ERMlT. . Lo tion": .SEA (T (1IRPFJRT, Su •ro fWIC ».: aQ E. MARE ,.WYQ 'rtl': "•1 AAA* b4*• k*l9kA4•k•A••ki**ilitk* **4 * * 11* *iil TRANSMIT Num b1 r^.: 898000615 Amount: This :Payment 2'3;00 Total ALL Pmts:2: • : INSP FEE UTILITY- 1.546 Ptc'caunt Cade 000/345.930 000/342.400 " PLAN CHECK" - •IJT ILI•TY 17777757.C77,77.:";';'; itA...4—.11-8 A. .1, tk—,k *A /4•A*****.4 ***** IAA * * TA-.1 se OF Till(WILA. ' : TRIlfiM3:1* * *4"A A.* ic A:4..0yr* V;i4e :{;:k7,1* *A 44c*.k4—A-*•4•1,10t.A TRANSMIT JittirlOer::,f/.97.00001,3 Amount: '57,9.25 07/3J,/90H09,:.'01...;:. Pavine.rit• Method:, CHECI('': NotatiOn; NESTER N, wiREL1Fis • . rm. • v.. .• •• .• • 10 • • 0 le. .0 • .0 0.• • .0 • 00 .• 00 • • • 1. 00 • 1. • • • .0 • .1 V • 110 11.0 • 0* .0 i O. • 1. 'I, • .4' • Pct in Not M.E.98.-0060 Tvoe: MISCPERM MISCELLANEOUS PERMIT Por-cel Ho: 222'304-1.4015 ite fiddreasr 1592() PA(:11:10 HY :3 Total Feet: 952.04 Thit Payment 579.25 Total ALL Pmt 952.C4 II al ance: ,.()0 *-Ati1.1,71*-4**/,7\ 7k.11..1l*.tkvtAitilci.***:1*.A**Ik****0.4:***A*111-****14.4cAlcki,Atill:4*7!*' Account Code Desoriotion Amount 000/322.100 0111.1.01N0 HONR.E6 574.75 ' 000/90E4.904 sTATE: BUILDING `11111.CHAR0E 4 .50 , r , Aj`':}:p;':A �4."'-`•. i'tei t {f�3 ilii.M74. r%,;•7 :17�•7:7:r;,•4;, 6!ih1 r ",u`.k' i rat t4 v.lf. a�' ?i`L}` -.Y{ t�ai3x h1} f pia rmrrt -/r".4 k•A Iv k• k; 1frfr*• 4* A.144(• k4A• k'“40 A• kA* A.f rf<* h, 4k1t. AhA, 4kk4'x+44.k:tktft�r. ± <A.k.1k�.A C 1:T'Y .OF:, .TLIKW.1L.4r WA Tit'Als1 f111',_; *,A.A * .l * * •k *•a k •k •is l• A ••k k 4t7k 1 k t* .t ;t frrk d •k A h A •A k 4.—/v A-4 ;t * k h ak •k It •k k'k k AIt'14.4 /•k A k * r. 1 f ?' sN aM1:T Nu.mber. :.`F2. 700 62 .:Amaurii;: 1•?1,5.46 05/1,?/:af1 00:32 l'ayme,nl, Method « CHH Cft ' Natat i 011 SAll C0R'P .11?A f 10 Tn 7'u a ,OLH P.er ru.it. No: MI98'-00136 Type: MISCP1 t4 14I"�[: 1.1 ANL011S: 'PCR,MI f' - Parde1 ' No 092304-- 93E17 131 be,�Addr • ess .: x2421.: PACTF,IC'.HY ": 5 Total, r.e e >a : h 2. This Piyment.' 105.45 Total ALL:a1. Plats: 1'05 46 • • ..g`ancc • k7t* A.* AA.A. A** A* d** A *4. *"A * *•9■*1•.** *AkA.�1st *AA* Account Code ge 6ri.ptirin; Ain O rs b 000/345.830 • PLAN ..CHECK-.. N0NREf1 7i IANaftt. ��/e AD. nx ry • *k•**.k*•* *A**k** * ** **A* * **** k ** CITY OF. T.UKWILW,. WA **kk * * * * * * *k: ** *kA ** **.•.1'•i *Ak•Ak:1* ** TRANSMIT Wurit ot^ R47C'0749 Amount: " A•,4k * *k *k •at* *fr•:.. *•k•.k* * * *4 ;4 *** 4•k 1'fONca'M]:T. 4 hhh:4r•A' k**h,4*.*k•) *'.•A*A•'* 373;59.,0.4/17/.98 Paymen4. M0.0hod4 CHECK; Notstion: WL "tCEflN.WIRCLCSi • 'In•i;tia i(JP; A it Pe :remit 14o:.tit 8-006f3 ' Type: MI r.,PClft4 MISCELLAREOUS'PERT I'r P¢cr ce I 1.1o: `'2223049015. • Site 'Addy e—ss: 1 820. PACIFIC HY S CITY OF TUKWILA Total Fees: r] 5.2 3 4 .7 f� M :1V 11.1 5 Payment 373..5.` Total ALL Pmts: , 373 ;5.9. Dui ance ' 5/9.25 *4 .,4-k4 * * *Aa *A * *A*4.,k*,14**i•k * *;4* *`k *1l• ** its*o 1 3* *o *'k * * :A **4o*ii.k *Aa *•A ** 000/345;.0.30 PL AN: CHECK tUOrES > af�i7 unAccount; Code Description City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director MEMORANDUM TO: LAURIE ANDERSON, FINANCE FROM: BRENDA HOLT, PERMIT CENTE DATE: MAY 13, 1998 SUBJECT: REFUND PLAN REVIEW FEE Please reimburse the Sabey Corporation a plan review fee in the amount of $105,46. The Sabey Corporation was charged a plan review for a demolition permit in error. I have attached a copy of the receipt for your use. Please return the check to the Permit Center and I will forward the check to the applicant. Thanks for your help. /71 ,yuded 5-43 7 Building Official"/ Dat 6300 Southcenter Boulevar4 Suite #100 • Tukwila, Washington 98188 May 5, 2000 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Daniel Nueske 3650 131' Ave SE #400 Bellevue Wa 98006 RE: Permit Status MI98 -0068 15820 Pacific Hwy S Dear Mr Nueske: In reviewing our current permit files, it appears that your permit to construct a monopole with antenna, issued on July 31, 1998, has not received a final inspection as of the date of this letter by the City of Tukwila Building Division. Per the Uniform Building Code and /or Uniform Mechanical Code, every permit issued by the building official under the provision of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, if a final inspection is not called for within ten (10) business days from the date of this letter, the Permit Center will close your file and the work completed to date will be considered non - complying and not in conformance with the Uniform Building Code and /or Mechanical Code. Please contact the Permit Center at (206)433 -7165 if you wish to schedule a final inspection. Thank you for your cooperation in this matter. Sincerely, g</iJ-r- Bill Rambo Permit Technician Xc: Permit File No. M198 -0068 Duane Griffin, Building Official 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 ;• Phone: 206.431 =3670' •` 'ax: 206. 431, = 3665 COMMUNICATION MONOPOLE STRUCTURAL CALCULATIONS Project Address: 15820 Pacific Highway South, Tukwila, WA Project No.: WW PCS SE -3024B Prepared by: Spearman Engineering, PS 11410 NE 124th . Street, Suite 582 Kirkland, Washington 98034 April 17 CM OROV Ep. APP JUL 2.9 1998 NJ ‘,41/4) LA) BUILDING DIVISION IVISION COMMUNICATION MONOPOLE STRUCTURAL CALCULATIONS Project Address: 15820 Pacific Highway South, Tukwila, WA Project No.: WW PCS SE -3024B Prepared by: Spearman Engineering, PS 11410 NE 124th Street, Suite 582 Kirkland, Washington 98034 April 17, 1998 Communication Monopole Structural Calculations April 17, 1998 Ref: Spearman Engineering, PS Project No.: 98 -05.17 1. Uniform Building Code 1994; Section 1603 2. EIA/TIA 222 -E, Structural Standards for Steel Antenna Towers and Antenna Support Structures 3. Geotechnical Report, #WA 98- 1012FDP by Adapt Engineering, Inc. Dated April 14, 1998 Subject: Western Wireless Corporation Communication Monopole, WW PCS SE -3024B Located at 15820 Pacific Highway South, Tukwila, WA Engineering drawings and structural calculations for the foundation of a 100 -foot high steel communication monopole, at subject location, are presented in Attachment 1. The design of the foundation has been based on the referenced standards. Design calculations are provided. The foundation presented herein is an augered pile foundation. Limitations on addition of future antenna contained in our attached monopole structure analysis apply to this foundation. Attachment 2 is our firm's report on the structure of the steel monopole erected on subject foundation. ws: Enc: 1. Engineering drawings & structural calculations 2. Spearman Engineering report rman, P.E. (wp\a;1998.05\3024B.CVR) FT CONCRETE 4/17/98 dPEARMAN ENGINEERING, PS JOB # 98-05.017 WA98-1012FDP WW PCS SE-3024B. 100 Foot FWT Monopole Address: 15820 Pacific Highway South, Tukwila, WA Tension Controlled Circular Columns Required: Pu= 21.42 k Mu= 16424.37 in-k Mu prov = 17052.17 In-k OK e= 766.7772 inches Geometry: fc= 4 ksi fy= 60 ksi h= 66 inch diameter column clear= 6.75 inch clearance from face of vertical bars to edge of pier N= 25 bars bar size= 8 bar_diam= 1 sqin As 19.75 sqin Ag= 3421.194 sqin D= 51.5 diameter of midline of vertical bars m= 17.64706 =fy/(0.85*fc) pg= 0.005773 (1)= 0.89687 Whitney-Hognestad formula: Pu=4)*0.851c*h2*(sqrt((0.85*e/h-0.38)2 + pg*m*D/(2.5*h)) - (0.85*e/h-0.38)) calculated value: e Pu (k) Mu (in-k) 786.7772 22.24 17052.17 PIS 98-05.017 100fwt.xls C MAIN 4/15/98 SPEARMAN ENGINEERING, PS JOB # 98 -05.017 WA98- 1012FDP WW PCS SE -3024B Address: 15820 Pacific Highway South, Tukwila, WA Tower Foundations - loads to foundation Moment © baseplate= Shear © baseplate= ht of baseplate above ground surface= Moment © ground surface= Shear © ground surface= Axial Load (P)= Pile Foundation by Passive Pressure Method diam= factor= M= V= 862.78 ft-k 13.02 k 1.79 ft 886.11 ft-k 13.02 k 15.30 k 5.5 ft 2 times diameter , effective width for passive pressure - 886108 ft-lb ( for normal loading, M is negative, V is positive ) 13020 lb item depth d0a 0 dOb 2 d1a 2 d1b 9 d2a 9 d2b 10 d3a 10 d3b 11 d4a 11 dx 17.5839857 reverse pressure dz 10.2248566 dx 17.5839857 Pp eff press Peff Xeff 0 0.0 0 0.0 0.0 1.33333 150 3300.0 150 14850.0 63525.0 6.24242 300 29700.0 300 33000.0 31350.0 9.50877 300 33000.0 300 36300.0 34650.0 10.50794 300 36300.0 300 58027.2 310524.3 14.54475 0.0 -600 - 116054.3 - 427029.3 13020.0 difference between req'd & provided: ( for convergence to solution ) Factor of Safety for Penetration Length = (1.5 factor of safety included in soil values) Minimum Required Penetration= Cubic Yards Concrete (including 1 foot above grade) 100 Foot FWT Monopole Meff 0.0 396550.0 298100.0 364100.0 4516498.6 15.13094 - 6461356.1 5.8208E -11 1 17.58 ft use: - 886107.5 3.12366E -06 16.72 cy Critical Stress Points: Critical Point X dimension Ground Surface 0 1st 0 V point 3.97263365 0 Toad point 10.594346 Allowable Bearing Soil Bearing 1.2 ksf< = 42.5 ksf V (lb) 18 ft 20 ft Minimum M (ft-lb) 13020 213514.657 Limiting Resistance and 70.0 ksf 98-05.017 100fwt.xls Page 1 of 3 - 1073488.1 ANCHOR BOLTS 4/15/98 SPEARMAN ENGINEERING, PS JOB # 98- 05.017 WA98- 1012FDP WW PCS SE-3024B 100 Foot FWT Monopole Address: 15820 Pacific Highway South, Tukwila, WA ANCHOR BOLTS 100 Foot Fort Worth Tower Anchor Bolt Load: M = 862.8 ft -K ® pole base plate = 10,354 in -K for 80 mph Bolt circle = 44 in. S = n r2t = (3.14)(44/2)2(1) = 1,519.8 in' C = nd = (3.14)(44) = 138.2 in. N = 8 bolts FnOLT = (t)(C)(M) /(N)(S) = [(1) (138.2)(10,354)] /[(8)(1,519.8)] = 117.7 K /BOLT Anchor Bolt Embedment: T = ultimate anchor bolt load in tension (lbs) T = (140)(Ab)('If'c) {0.7 + Ln[2c' /(Dw - D]} where: Ab = Net bearing area of washer plate (in2) Dw = Diameter of anchor washer (outside diameter) (in) D = Diameter of bolt (in) c' = Clear cover to bolt (in) conditions: • Ab 5 4D2 for standard washer on anchor bolt • Minimum washer thickness = (Dw)(1/8) • Length of bolt embedment > 15(D) Demonstrating minimum 15D embedment adequate to anchor bolt Note: Anchor bolts embed = 7' - (0.83' Proj) = 6.17' furnished Minimum embed = 15(2.25 ")(1/12) = 2.81' Based on 1/2" plate embed ring - equivalent washer T = (140)(8.59)04,000)[0.7 + Ln {(24)/(1.75) }](1/1,000) = 252.4 K Unfactored Load Capacity = 252.4/1.3 = 194.2 K > 153.7 K, so okay Anchor Bolt P/A = 153.7 K/3.25 in2 = 47.29 ksi < 59.85 ksi, so okay Therefore: Bolt exceeds minimum 15D embedment, so bolt strength controls. Tensile area is adequate. Therefore: 7' LOA anchor bolts with 6' embedment is okay 98-05.017 100fwt.xls Page 3 OF 3 ANCHOR BOLT TYP ANCHOR BOLT DETAIL REF. SEC C -C REINFORCING CAGE SEE SEC. A -A CONC VERTICAL BARS (2s) #8 EQUALLY SPACED BOLT PROJECTION SECTION A -A rRr� hUN 2.25" DIA. HEX NUTS BY MFG. 6" • H• H DEPTH OF AUGERED FOUNDATION • 3" CLR 4 m 3" CLR 5' -6" W = W U V7 U LW n0 TYP. ANCHOR BOLT TEMPLATE BOLT CIRCLE DIA. TOP TEMPLATE SECTION B -B N.T.S 4•444a VERTICAL BARS (25) #8 EQUALLY SPACED CIRCULAR TIE SCHEDULE TYP. ANCHOR BOLT TEMPLATE "b" TIES LAP BOLT CIRCLE DIA. 44" 4" 22" 2.25" DIA. HEX NUTS BY MFG. 6" r TOP TEMPLATE SECTION B -B N.T.S ifmti V NOTCH INDICATES CL FLAT 10 2.31" DIA. HOLE TYP. (8 REQ'D) TOP TEMPLATE BY MFG. .025" BOLT THREAD ABOVE NUT 2.25" DIA. ASTM A -615 ANCHOR BOLTS BY MFG. BOTTOM TEMPLATE, BY MFG. STANDARD NUT ANCHOR BOLT ASSEMBLY SECTION C -C NOTE: SEE STRUCTURAL NOTES SHEET 2 FOR MATERIAL SPECIFICATION. TOWER HEIGHT: 100 FEET FWT MONOPOLE N.T.S. 1 WA98- 1012FDP COMMUNICATION MONOPOLE FOUNDATION PLAN 15820 PACIFIC HIGHWAY SO., TUKWILA, WA. WW FCS SE 30249 SPEARMAN ENGINEERING, PS 11410 NE 124th ST. SUITE 582 I■IP11,1 ..I" Ili( ,\P■••, • /,,... -1 oat ,.■•.∎.■•■ STRUCTURAL NOTES 1. Structural Design Data: Wind Loads: Wind pressure shall be in accordance with the building code. Basic wind speed equals 80 miles per hour, Exposure C, importance factor of 1. Seismic Loads: Seismic loading shall be in accordance with the building code. Zone: 3, Z = 0.3, 1 - 1. 2. Limiting point resistance of soil = 70 KSF. 3. Pre- engineered, steel monopole mast: Mast shall be a 100 -foot steel monopole fabricated by Fort Worth Tower, Inc. Antenna shall be limited to that shown on fabricator drawings reviewed in Spearman Engineering report on monopole structure, dated April 17, 1998. 4. Non - shrink grout for base plates shall be an approved non - shrink cementitious grout containing natural aggregates delivered to the job site in factory prepackaged containers requiring only the addition of water. The minimum 28-day compressive strength shall be at least 1,000 psi higher than the supporting concrete strength, unless otherwise noted. Approved grouts include: Master Builder's, "Master Flow 13," Sika Corporation's "Sikagrout 212," Burke Company's "Nonferrous Nonshrink Grout," or approved equal. Grout shall be mixed, applied, and cured strictly in accordance with the manufacturer's printed instructions. 5. Anchor bolts shall be ASTM A-615. Bolts and nuts shall be supplied by the manufacturer. Anchor bolt assembly drawings are based on information provided by the manufacturer. 6. Concrete: A. Concrete mix shall attain 28-day strength of Fe' - 4,000 psi minimum. Mix shall be air entrained. Mix shall contain not less than 61/2 sacks of cement per CY, nor more than 5 gallons of water per sack of cement, unless otherwise approved by Engineer of Record. Maximum aggregate size shall not exceed 3/4 inch. B. Concrete additives shall not be used without approval of Engineer. C. Concrete placement shall be in accordance with practices and recommendations of ACI 301, Chapter 8, and ACI 304, unless otherwise specified by the Engineer. D. Concrete shall be protected with no moisture loss permitted for a period of seven (7) days. E. An independent testing laboratory shall: i. Inspect reinforcement bar placement prior to placing concrete. ii. Prepare and test concrete cylinders and furnish test results to Engineer of Record. F. Placing concrete during extreme weather conditions: i. Comply with ACI 306 when placing concrete in cold weather conditions. Protect all concrete work from reduced strength caused by frost or freezing. Ii. Comply with ACI 306 when hot weather placing conditions exist which could seriously impair the quality and strength of concrete. Concrete temperature at time of placement shall be below 85' F. Steel temperature shall not exceed ambient air temperature. Wet forms thoroughly prior to placement. G. Concrete shall have air entrainment between 5 and 8 percent. H. Concrete finish of top of plinth shall be sloped to drain with a floated finish. Exposed edges of concrete shall be chamfered 3/4 inch by 3/4 inch minimum. Minimum concrete cover for reinforcement shall be 3 inches unless otherwise noted. Approved spacers shall be used to ensure minimum cover requirements. Concrete cover from top of foundation to ends of venical reinforcement shall not exceed 6 inches nor be less than 3 inches. J. Concrete shall be placed in a manner that will prevent segregation of concrete materials, infiltration of water or soil, and other occurrences which may decrease the strength and durability of the foundation. Freefall concrete may be used provided fall is vertical without hitting sides of excavation, form -work, reinforcing bars, form ties, cage bracing, or other obstructions. Under no circumstances shall concrete fall through water. Concrete slump shall be between 5 to 7 inches. Concrete shall be placed in a continuous operation without construction or cold joints. 7. Reinforcing steel shall be Grade 60, Fy - 60 ksi, unless otherwise specified, and conforming to ASTM A 615 -75. Reinforcing cages shall be braced to retain proper dimensions during handling and throughout placement of concrete. When temporary casing is utilized, bracing shall be adequate to resist forces occurring from flowing concrete during casing extraction. Welding is prohibited on reinforcing steel and embedment. 8. Foundation design assumes casing, if used, will be removed. Equipment, procedures, and proportions of concrete materials shall ensure concrete will not be adversely disturbed upon casting removal. 9. The Contractor shall come to the site prepared to telescope casing as necessary to stabilize excavation to prevent caving and sloughing of the granular soils. Drilled pier excavations shall be excavated and concrete placed on the same day. Under no circumstances shall a drilled pier excavation remain open overnight. 10. Foundation design has been developed in accordance with generally accepted professional engineering principles and practices within the limits of the subsurface data obtained. Foundation design modifications may be required in the event the design parameters are not applicable for the subsurface conditions encountered. The foundation depth indicated is based on the grade line described in the referenced geotechnical report. Foundation modification may be required in the event cut or fill operations have taken place subsequent to the geotechnical investigation. 11. Quality control shall be performed by Adapt Engineering, Inc. The Contractor must submit shop drawings seven (7) days prior to mobilizing drilling equipment to the site and commencement of any drilling operation. Engineer of Record will review shop drawings and provide written comments to Western Wireless prior to commencement of the drilling operations. 12. Foundation and anchor tolerances: A. B. C. D. E. F. G. Concrete dimensions - plus or minus 1 inch Depth of foundation - plus 3 inches minus 0 inch Drilled foundation out of plumb - 1.0 degree Reinforcing steel placement - per ACI 301 Projection of embedment - plus or minus 1/8 inch Vertical embedments out of plumb - 1/2 degree Anchor bolt circle orientation - 1/4 degree Concrete shall be placed in a manner that will prevent segregation of concrete materials, infiltration of water or soil. and other occurrences which may decrease the strength and durability of the foundation. Freefall concrete may be used provided fall is vertical without hitting sides of excavation, form -work, reinforcing bars, form ties, cage bracing, or other obstructions. Under no circumstances shall concrete fall through water. Concrete slump shall be between 5 to 7 inches. Concrete shall be placed in a continuous operation without construction or cold joints. einforcing steel shall be Grade 60, Fy 4 60 ksi, unless otherwise specified, and onforming to ASTM A 615 -75. Reinforcing cages shall be braced to retain proper imensions during handling and throughout placement of concrete. When temporary ing is utilized, bracing shall be adequate to resist forces occurring from flowing oncrete during casing extraction. Welding is prohibited on reinforcing steel and mbedment. oundation design assumes casing, if used, will be removed. Equipment, procedures, and roportions of concrete materials shall ensure concrete will not be adversely disturbed upon casting removal. e Contractor shall come to the site prepared to telescope casing as necessary to abilize excavation to prevent caving and sloughing of the granular soils. Drilled pier xcavations shall be excavated and concrete placed on the same day. Under no ircumstances shall a drilled pier excavation remain open overnight. oundation design has been developed in accordance with generally accepted professional ngineering principles and practices within the limits of the subsurface data obtained. oundation design modifications may be required in the event the design parameters are lot applicable for the subsurface conditions encountered. The foundation depth indicated s based on the grade line described in the referenced geotechnical report. Foundation modification may be required in the event cut or fill operations have taken place subsequent to the geotechnical investigation. Quality control shall be performed by Adapt Engineering, Inc. The Contractor must submit shop drawings seven (7) days prior to mobilizing drilling equipment to the site and commencement of any drilling operation. Engineer of Record will review shop drawings and provide written comments to Westem Wireless prior to commencement of the drilling operations. Foundation and anchor tolerances: A. B. C. D. E. F. Concrete dimensions — plus or minus 1 inch Depth of foundation — plus 3 inches minus 0 inch Drilled foundation out of plumb — 1.0 degree Reinforcing steel placement — per ACI 301 Projection of embedment — plus or minus 1/8 inch Vertical embedments out of plumb — 1/2 degree Anchor bolt circle orientation — 1/4 degree GENERAL NOTES 1. Materials, workrnanship, and construction shall be in accordance with the drawings, specifications, and the Uniform Building Code, 1994 Edition, as amended by the local building department, and all applicable state, local, and federal requirements. 2. Foundation design is based on geotechnical investigation report No. WA98- 1012FDP by Adapt Engineering, Inc., dated April 14, 1998. Foundation pile driving shall be monitored by Adapt Engineering to verify that subsurface conditions are acceptable and with assumed design parameters. 3. Loose material shall be removed from the bottom of the augered hole prior to concrete placement. Sides of excavation shall be rough and free of loose cuttings. 4. An independent testing laboratory shall inspect reinforcing bar placement, test concrete cylinders, and furnish the Engineer of Record with copies of all inspection reports and test results. 5. The foundation location shall not be the responsibility of the Engineer of Record. The Contractor shall be responsible to verify that the foundation location is the same location . investigated in the geotechnical report. 6. The Contractor shall verify all dimensions, member sizes, and conditions prior to commencing work. 7 The Contractor shall be responsible for contacting the utility location company and meeting the locators on -site at least three (3) days prior to commencing excavation. 8. The Contractor shall be responsible for all safety precautions and the methods, techniques, sequences or procedures to perform their work. 1 WA98- 10f2FDP COMMUNICATION MONOPOLE FOUNDATION PLAN 15820 PACIFIC HIGHWAY SO., TU KWILA, WA. WW FCS SE 3024B SPEARMAN ENGINEERING, PS 11410 NE 124th ST. SUITE 582 KIRKLAND, WA 98034 (425) 820 -1739 REPORT ON STRUCTURAL REVIEW OF 100 -FOOT COMMUNICATION MONOPOLE STRUCTURE Prepared by Spearman Engineering, PS 11410 NE 124th Street, Suite 582 Kirkland, Washington 98034 April 17, 1998 `EXPIRES 10/10/gb 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Report Reviewing Monopole Stricture April 17, 1998 Ref: Spearman Engineering, PS Project No.: 98 -05.17 Uniform Building Code 1994; Section 1603 EIA/TIA 222 -E, Structural Standards for Steel Antenna Towers and Antenna Support Structures Subject: Western Wireless Corporation 100' Communication Monopole Subject monopole is a galvanized steel monopole, 100 feet in height, fabricated by Fort Worth Towers. The enclosed monopole design calculations are stamped (September 5, 1996), by Martin L. De LaRosa, registered in the State of Oregon. Spearman Engineering, PS, presents in this report a review of subject monopole design, in conformance with the policies of the State of Washington, Board of Registration for Professional Engineers and Land Surveyors. It is our finding that the steel monopole structure satisfies the requirements for allowable combined stress in the monopole mast for code wind (80 mph, Exposure C), and seismic zone 3. The base plate and its connection to the monopole mast satisfies allowable stress requirements, based on design moments and shears derived from code environmental loads. This review includes only the communication antenna indicated on the drawings. If other antenna or structure, including microwave antenna are added to this configuration, this report will not be applicable. In that case, a separate, supplemental structural analysis will be necessary. Calculations are attached documenting our independent review of the principal structural issues associated with the monopole mast, excluding appurtenances. If further information is necessary, please contact this office. Ve 1 tru ws: Enc: 1. Design calculations 2. Calculations of independent structural review earman, P.E. (wAs:1998.05\3024D,RFI) SPEARMAN ENGINEERING PS JOB NO. BY wS DATE CHKD /DO :="`YT_... iiieWDV=112LE SHEET / OF 6 d • 1 1 v • 1 omo on.1r gio 71 r. 40 CP; o§! on.- Inn is: m 33� 2 PIA gr4 00 00 w A h w 011 o w N w /f1 O N N O N N 1 masmmcmSmaWI$ nioos11 a,c, P. ry . •- O w 01 "lis sasssns°aio° 8o22X rd at NON/ 411.3 v: Ti r 17! ~ p�, -- w w - --- w _. w Pf Y71w 01 "W 171. 21"Srn''8"838288Rg2gAR 8Pd8;°a8141 m°111 1141 El El El 41 1111 11 11 11411 f w w £ N A N A N 1% N IV f11 IV A F3 N 2 N iV C4 TYY N N rV ••jam,; IVIIIElloggifillieggE§ !IIIII ...... 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I . • ! : 1 I • ' COlumn base is a 12 sided polygon, use circular aproximation: 37 r — - inches t = 0.25 2 A — t Sx =x•r2.t P max — 19.2 M = 1234.12 k-in max V max =18.4 k = max A „ M max b s x v ma,c. r v A Maximum stress: A =29.06 S = 268.803 inches, wall thickness M max a 14808 k-in fe =0.661 f b = 55.089 fv =0.633 f TRU (f a + fb)2+ f v2 ksi ksi f kei as 55.753 max check stress on tower wall, at weld location: tower steel is ASTM A572 Grade 85 Fy tower 65 ksi Fa tower Fy tower:0.66.1.33 Fa tower = 57.057 ksi 'mu Check stress on baseplate weld: • weld is full pen, reinforced -it develops full strength of tower wall. 1 i • . , : . I • : • • • • • . • : • •• : t • • • • • • • ' ... 1„. ...... : ... ........... ..... SPEARMAN ENGINEERI t 'S JOB NO. BY DATE wS CHKD Aieze./4aaezz SHEET OF diP Eleseplate steel is ASTM A572 Grade 80 • • • FY base = 6° • 4, • ! ksi Fe base = Fy base 0.66,1.33 Fa base = 52.668 • Stress is reduced at beseplate due to extra thickness of fillet weld: 1 5 + 3 : • • • Fa eft' Fa base 5 : ' • t • • • : . ' • . . • . : . : . : 1: Fa effinr 84.269 : . • : : : , ksi • '3 3 4. •:• • . t• •1 4. .. ' . • . • • : ! • ; • : ' . • : : • • • • : . . 4 +.1 .. • 4. ! : • : ; • t : t • • '• • • : ' • ; 4 : I • • • : : • • • . • • : 4 .. • I . ; • • . • : • t • • • : • t•• . • ' : • : . : : • • 4 1 t : • • . • . . . • : 4 SPEARMAN ENGINEERSVt. .3S JOB NO. BY DATE CHKD SHEET "5-- OF _ ( ; ! • ; 4. • Check Base Plate Forces: d = 50 inches, outside diameter of basal:ate ........ .. . . • : : : ! : • • • • • : . I • : : • t • . • ! . • • • • : : • • ...... • N • : • ; • • • : ... • ... • : 1.. • ' : .. : : • : . .. .. • . ; ! ! : ; 1 • • : • • : . • . • !.."? . . . : • ; • L.. • • . • • • : . : • , • • : • , ; d = 27 inches, inside diameter of baseplate d 2 — d 12 4 Abase =2* d4— d 14 SbueI 32d fa bue A — base P max M max ib base bus filla* base "fa bue2* bese2 Check concrete stress: ft allow =10.70(4) A base 1390.94 S base 11228.364 fa base .80.014 ksi fb base .111.319 fb allow "118 faux base ..1.319 ksi ok Chock bonding stress too of basoplato (assume u arinazwuro - consontathoa), c =2: 2:b.r - b2 b 50 - 37 2 b as 6.5 inches c NI 33.63 Inches A - 12-49 A 1.475 radians (2.0 Arc =iA Arc • 36.886 inches SO rnr.... 2 4. • • 1 . • : 4. : 1 • : • • • • • • • 1. • . • r-23 • • : . .. Arco (Arc.r) b) Ares al 149.998 sq inches 2 Area.fmax bue( 0.4.b) M perinch M per_inch .• 13.294 k-in / in • ..... 1* _ • i" SPEARMAN ENGINEERcNC JOB NO. BY tociS DATE CHKD • II • • • NIMIMMM II 1 • SHEET OF dr • : • : : • ' : ! : • ; • : ; • . ; • .! • • • ; : : 1 : . • , : ; • : • • : : • : ; • • . : i • ! • • 1 • • • • • • • • • • • • ••• . . ; 1 : • : . . . • : : 1 • t reed • : • • irz;r4Z0.r. 1!,%21 parA.:Jklicm F. • • : 1mA:se.: • : 6: Sx reqd Check Anchor Bolts: equivalent line section: d bolt PBC =4)7 inches d bolt_cage 2'( 1 ) Sx bolt line .= 4 4 • ; ; • . : : ; t reqd -1.428 inches ok - 2.5" orovidell Sx line 1365.721 bolt circumference . - x.d bolt_oage No bolts =12 bolts M max circumference Force per_bolt Sx boltiene No bolts Force per bolt 118.369 bolts are A615-75 Fy boit mi73 ksi • t . . • 1 1 • I . : : • : • : • • : : k bolt Fy bolt 0.60.1.33 Fe ' s • ' : . Fa bolt 59.85 kL . diam bolt = 2.257 Area tensile =125 sq in (per AISC) Force per bolt al bolt Ares ea tensile : Ls bolt •• 36.421 kel - gk < Few • • • . • • • ''''' • .. t . , • • : • 1 " •i0. C JOB #11853 DESIGN #96-1227 #52 EUGENE, OR. WESTERN PCS I CORP. 100' MONOPOLE 1 Fik7 1901 East Loop 820 South, Fon Wonh, Texas 76112 (817) 457 -3060 FAX (817) 429 -6010 1 12.00 in. Across Flats r 1 D 100' -0' 95' -6" 1 1 1 1 1 1 I 1 1 37.00 in. Across Flats 80' -0' 77' -0' 70'-0" PL3/16* x 49' -5" (Est. Shaft Wt. = 1.86 Kips) Page 1 1 By TWL Pole .. 0 ft ,pole Site SITE #52. EUC3tNE. OREGON Job No. 11853 Checked By Martin de is Rosa Design Number 96 -1227 Date 7/24/96 Revision Number Date Owner Westem Wireless/ Western PCS I Corp. Reference No. Design Specs.: EIA/TIA - 222 - E 1991 Load Cases; Case 1: Wind = 85 mph w/ 1/2" Ice Simul. Case 2: Operational Wind = 50 mph, No Ice POLE SPECIFICATIONS Pole Shape Type: 12 -Sided Polygon Taper. 0.26571 in / ft Shaft Steel: ASTM A572 Grade 65 Base PL Steel: - ASTM A833 GR. E (80 MO ) — — Anchor Bolts: 4118J ASTM A615 Grade 75 DIO. EL ANTENNA LIST TOP 5/8'0 Lightning rod 50' -0' 1.12 TOP (12) DB 978 TOP 10 FT Low profile platform 13.24 77' (12) OB 978 77' 10 FT Low profile 25 70' (1)HP -4' (8 GHz) Splice Length 26 50' (1)HP -2' (8 GHz) Min. = 36.0 in. Design = 40 In. Max = 45 in. PL 1/4 ' x 49' -5" (Est. Shaft Wt. = 4.08 Kips) SEP 0 5 1996 Step Bolts Full Height Antenna Feed Linea Run Inside Of Pole Renew Date p Monopole mute the mu. twist and sway requirements of 2.3 degrees for a 4' HP (8 GHz) microwave antenna at 50 mph. Shaft Sect 85 MPH WIND 50 MPH WIND EL Lunt Delsstion finches) Rotation (may) (dsgmu) Leone De6sakin (itches) Rotation (ewer) (einmss) TOP/95.5" 84.8 8.51 19.9 1.98 70' 33.3 5.08 10.3 1.55 Monopole mute the mu. twist and sway requirements of 2.3 degrees for a 4' HP (8 GHz) microwave antenna at 50 mph. Shaft Sect Sect. Length (feet) Plate MMus* (in.) Lap Splice (Nn) Demeter Across ,- • Top • Bolton 1 49.417 0.1575 3.333 12.000 25.131 2 49.417 0.2500 23.870 37.001 Bass PL. 2.25 in X 50 in. Round W/ 8 Anchor Bolts on 44.00 In. B.C. W/ Min 6' -0' Embedment into Pier (W/ Nut & Template PL 0 Bottom) (Est. Bus PL Wt = 1.25 Kips) UNFACTORED. ASE REACTIONS MOMENT. 974 Ft -laps SHEAR • 14.7 Kips AXIAL • 15.3 Kips Est Shaft + Bass PL Stl Wt • • ( • • STEEL POLE ANALYSIS AND DESIQI - (C) Copyright A. 1. 117ROr - 1147 • FUT Communication Poles - 1.156 INPUT DATA FILE s 561227 ANALYSIS IDENTIFICATION : 100 FT MP NOTES s western wireless DATE (MON - DAY -YRAR) : 07 -24 -1556 TIM/ (NODR*NIN:SEC) : 10:34:21 (DES 56 -1227) ••' SHAFT PROPERTIES - 12 SIDED CROSS SECT20N - TAPER (Ln/[t) • 0.26671 SEC DIST. DIST. POLE NO. A10VE ORD. PROM TOP FLATORE (PT) (R) OUTER MALL AREA T4026317 L- 110100F3 0/t DIM. T =ICS. I11>ZT2A 2) TIA (IN) (IN) (IN'2) (11'41 (111'41 Olt :TRESSES T- 142!032 L- PCM2NT Py fa MACS= CAPACITY (122) (122) (fT -E) (Pr -K) 2 11.500 2 10.500 3 01.500 4 00.600 3 77.000 4 72.000 7 70.000 8 66.000 s 60.000 10 56.000 11 10.000 u 41.416 13 46.083 14 41.083 u 31.053 16 31.003 17 26.003 16 22.083 as 16.013 20 11.013 21 6.013 32 1.083 23 0.000 24 -0.001 0.000 TOp 1.000 10.000 16.000 10.500 LLP -2 33.100 21.500 52 -1 30.100 31.100 40.100 41.500 11P -2 46.014 STLICZ -T 41.417 SPLICE -1 14.417 12.417 64.417 60.4/7 74.417 711.417 84.417 60.417 04.417 16.500 CID LENS 26.101 12.00 0.1675 7.1 13.33 0.1671 7.5 14.66 0.1675 8.7 15.12 0.1175 2.1 16.02 0.1175 10.1 10.24 0.1675 10.1 10.70 0.1075 11.2 20.10 0.1875 12.0 21.43 0.1575 12.8 32.76 0.1575 13.6 24.00 0.1875 14.4 24.24 0.1875 14.1 24.76 0.2600 11.7 26.00 0.2200 20.8 27.41 0.2200 21.8 25.74 0.2200 22.5 20.07 0.2200 24.0 31.40 0.2200 25.0 33.72 0.2200 26.1 34.05 2.3500 31.2 35.30 0.2500 21.2 36.71 0.2200 25.3 31.00 0.2200 25.5 31.00 0.asoo 22.5 127 127 173 175 234 234 304 304 361 361 454 464 406 416 610 010 740 140 160 606 1004 3.014 1074 1074 1514 1514 1774 1774 2002 2052 2300 2310 2731 2720 3100 3100 3024 3524 3075 3075 4452 4453 4000 4006 0107 5107 5107 1107 0.0. » ....... 0....010...«-- .00.- ---• L010T* C1 POL S mfr 11?) - 01.101 14110171 Of D0014IZOIL TO715 - 41331/37110 !1011 TOP (33) MP21111 Of SPISCS6 At MW Of 71132 Ifr) MOMS Of 21D1V100)1L TUSKS - (331) 0.00 O .00 O .00 0.00 O .00 0.00 8.00 0.00 0.00 0.00 O .00 0.00 0.00 O .00 O .00 0.00 0.00 0.00 O .00 •0.00 0.00 O .00 0.00 O .00 7012 1 20111 2 ZOOS 3 TOOS 4 40.417 40.417 0.000 0.000 3.333 0.000 0.000 0.001 1010 4015 0 0 • 11.47 16.27 16.27 30.16 21.41 13.31 24.11 31.05 27.15 21.11 31.71 31.17 23.16 26.21 21.70 21.12 32.55 31.17 32.40 33.62 12.24 36.47 36.11 36.12 61.0 62.0 61.0 61.0 66.0 65.0 61.0 61.0 46.0 62.0 65.0 66.0 61.0 66.0 65.0 15.0 45.0 65.0 66.0 61.0 65.0 65.0 41.0 61.0 62.0 61.0 61.0 61.0 66.0 65.0 65.0 62.0 66.0 65.0 63.1 62.1 66.0 65.0 62.0 65.0 66.0 62.1 62.1 61.1 62.7 66.3 55.0 66.0 111 142 173 306 231 270 255 320 374 422 410 450 513 737 015 107 053 1050 1122 3203 3215 1310 3134 1334 115 142 173 206 3.32. 270 266 325 374 42: 460 465 663 737 415 417 116 1055 11 1155 1255. 1322 1334 1334 . 124XL W1I2112. OF POLS mar: (111) 5011 25121 1 1215 6 TOSS 7,201 0 TOMS ! 145 10 0.000 0.000 1.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 . 0 0 0 0.,. I 1 FT MP ARKS PROPERTIES ATTAC. AT ACRE 1 T porn HORISO. UPSWEEP LOCATION EST. WINO) 1 POINT DISTANCE FROM PROD. ANGLE WEIGHT AREA LABEL TOP (FS) moUND (FT) (FT) (F5) (020) (125) (5F) Top 0.000 15.500 0.00 1.50 0.0 0.0 0.0 Top 0.000 15.500 0.00 1.50 0.0 0.0 0.0 1.LP -2 11.500 77.000 0.00 0.00 0.0 0.0 0.0 HP -1 25.500 70.000 0.00 0.00 0.0 0.0 0.0 HP -2 45.500 50.000 0.00 0.00 0.0 0.0 0.0 •• LOAD CASE NO. 1 DESCRIPTION s 15 MPH • 1 /2- ICE (OLF -1.25) -- COMPONENTS OF LOADS APPLIED AT FADS OF ARMS LOADS AT TIP VERTICAL TRANSVERSE LDNUIIVDENAL OF ARM NUNN. (LIS) (215) (Iii) 1 34 76 0 2 5713 4073 0 3 5461 3113 0 4 441 001 0 5 325 151 0 LOAD FACTOR FOR WEIGHT OF POLE - 1.25 TRANSVERSE WIND ransom ON POLE x DR)0 C3N12T. Marl - 40.42 LONGITUDINAL WEND PRESSOR! x DRAB CAEFT. (PSPI - 0.00 OROONDLU1E 2073.75011 - TRANSVERS2 (0210) - 0.00 0300NDLINE ROTATION - LONGITUDINDAI. (010) - 0.00 LOADS REDUCED AT slA15 CENTER 3.311! - - -• WTF HOTS room 13153.7122 FlRAI. D.BELOW POLE CONCE17323.7D' FORCJ'S CONCIIMATISI P 0 121T2 PRIMUS MOMENTS p3301F. MOMENTS tswarwrat TOP FUTURE WRIT. TRANS. LONOI. =now 1SAAS. L2110I TRANS. L0110. TRANS. 20210. TOACOS Mil. sot. ITT) MSS) (WS) (Lail 19T-L3) (PT -23) (1T -L3) UT -3I (1T -RI IPT -113 (P1-113 (Tr -31 (111) (44y) 0.000 Top 5177 4404 0 0 4756 0 7. 0. 7. 0. 0.0 52.6 0.32 5.000 177 252 0 0 0 0 2S. 0. 33. 0. 0.0 74.0 5.15 10.000 1,4 301 0 0 0 0 52. 0. 50. 0. 0.0 65.6 7.02 15.000 146 232 0 0 0 0 77. 0. 00. 0. 0.0 07.7 7.44 15.500 3.3.3-2 5704 4160 0 0 0 0 15. O. 110. 0. 0.0 52.3 7.24 23.500 14 141 0 0 o 0 142. 0. 154. 0. 0.0 40.1 6.66 25.500 115-1 600 1113 0 0 0 0 162. 0. 156. 0. 0.0 42.4 6.45 30.500 264 415 0 0 0 .'0 215. 0. 246. 0. 0.0 34.1 2.50 35.500 251 446 0 0 0 0 271. 0. 356. 0. 0.0 . 35.1 5.31 40.500 215 473 0 0 0 0 221. 0. 372. 0. 0.0 24.0 4.72 45.500 111.2 261 246 0 0 0 0 354. 0. 420. 0. 0.0 20.2 4.22 46.064 SPLICE -T 242 321 0 0 0 0 317. 0. 445. 0. 0.0 10.7 .4.05 POLE 010013)4 - rmr. INC. PADS - 1 100 FT )+P 13 49.417 SPLICE-8 430. 513 14 54.417 453 540 1S 59.417 476 566 16 64.417 496 593 17 69.417 521 620 16 74.417 544 647 19 79.417 567 674 20 64.417 569 700 21 69.417 612 727 22 94.417 136 161 23 95.500 CRD LINE 0 0 O 0 0 0 439. 0. 491. 0. 0.0 17.0 3.70 O 0 0 0 505. 0. 561. 0. 0.0 13.3 3.25 0 0 0 0 373. 0. 633. 0. 0.0 10.2 2.61 0 0 0 0 644. 0. 706. 0. 0.0 7.5 2.36 O 0 0 0 719. 0. 765. 0. 0.0 5.2 1.96 O 0 0 0 796. 0. 665. 0. 0.0 3.4 1.56 O 0 0 0 177. 0. 945. 0. 0.0 1.9 1.17 O 0 0 0 961. 0. 1034. 0. 0.0 0.9 0.79 0 0 0 0 1046. 0. 1122. 0. 0.0 0.3 0.43 0 0 0 0 1140. 0. 1214. 0. 0.0 0.0 0.07 0 0 0 0 1159. 0. 1234. 0. 0.0 0.0 0.00 DIST. FORCES ITRISSES SEC !ELAN AXIAL =EARS P/A Me/I -- YO /It- TORS -- CC10117N122- MAX. CSAL: MO. TOP LOAD TRAN. LANG. ROT. 513. PT2 P77 PT4 PIS P76 PP7 PTl P21 ALL. IAI. AT (PT) (X) (X) (X) (DEC) KSI 25I Rig 93)I X93 RLRI XII 192 RiI RII 2SI XSI XII 5 PT. 1 0.00 6.0 4.4 0.0 0 0.6 3.6 3.6 3.3 2.6 1.9 1.0 0.0 0.3 1.2 0.0 65.00 4.69 7 2 2 S.00 1.2 4.7 0.0 0 0.6 15.0 15.0 13.0 11.0 7.5 4.0 0.0 0.1 1.2 0.0 65.00 15.75 24 2 3 10.00 6.3 5.0 0.0 0 0.7 22.7 22.7 15.7 16.6 11.3 6.1 0.0 0.1 1.1 0.0 65.00 23.42 36 2 4 15.00 6.5 1.2 0.0 0 0.7 25.1 25.1 26.4 20.6 14.1 7.5 0.0 0.1 1.1 0.0 65.00 26.63 44 2 5 15.50 12.2 9.4 0.0 0 1.2 31.0 31.0 25.6 22.7 11.5 5.3 0.0 0.1 1.4 0.0 65.00 32.22 50 2 6 23.50 12.3 9.5 0.0 0 1.1 39.6 39.6 34.3 25.0 19.5 10.6 0.0 0.1 1.7 0.0 65.00 40.72 43 2 7 25.50 13.0 10.7 0.0 0 1.2 42.3 42.3 36.6 31.0 21.1 11.3 0.0 0.1 1.9 0.0 45.00 43.46 47 2 5 30.50 13.2 11.2 0.0 0 1.1 46.$ 46.5 42.2 35.7 24.4 13.1 0.0 0.1 1.6 0.0 65.00 49.67 77 2 9 35.50 13.5 11.6 0.0 0 1.1 53.6 53.6 46.4 30.2 26.6 14.4 0.0 0.1 1.6 0.0 45.00 54.64 64 2 10 40.50 13.1 12.1 0.0 0 1.0 57.3 57.3 45.6 41.9 25.6 15.3 0.0 0.1 1.7 0.0 64.99 55.26 90 2 11 45.50 14.1 12.3 0.0 0 1.0 60.0 40.0 52.0 43.9 30.0 16.1 0.0 0.1 1.7 0.0 43.13 61.01 97 2 12 46.06 14.3 12.7 0.0 0 1.0 40.3 40.3 53.2 44.1 30.2 16.2 0.0 0.1 1.7 0.0 42.91 61.30 97 2 13 41.42 14.4 13.2 0.0 0 0.7 46.1 46.1 41.7 35.2 24.1 12.9 0.0 0.1 1.3 0.0 65.00 46.69 75 2 14 54.42 15.2 13.7 0.0 0 0.7 45.5 49.5 42.5 36.2 24.7 12.3 0.0 0.1 1.3 0.0 45.00 50.22 77 2 15 59.42 15.7 14.3 0.0 0 0.7 50.5 50.5 43.7 37.0 21.3 13.5 0.0 0.1 1.3 0.0 45.00 51.24 79 2 16 44.42 16.2 14.9 0.0 0 0.7 51.3 51.3 44.4 37.6 25.7 13.6 0.0 0.1 1.3 0.0 65.00 52.03 50 2 17 45.42 16.7 11.5 0.0 0 0.7 11.9 11.9 45.0 36.0 26.0 13.9 0.0 0.1 1.3 0.0 45.00 52.64 51 2 15 74.42 17.2 16.1 0.0 0 0.7 12.4 12.4 45.4 39.4 26.2 14.0 0.0 0.1 1.3 0.0 63.59 53.13 53 2 19 75.42 17.0 16.6 0.0 0 0.7 52.5 52.1 45.7 39.7 26.4 14.2 0.0 0.1 1.3 0.0 62.49 53.51 66 2 20 64.42 16.4 17.5 0.0 0 0.7 53.1 53.1 46.0 36.9 21.6 14.2 0.0 0.1 1.3 0.0 61.10 53.52 61 2 21 69.42 19.0 16.2 0.0 0 0.7 53.4 53.4 46.2 39.1 26.7 14.3 0.0 0.1 1.3 0.0 51.70 54.07 91 2 22 94.42 19.2 15.4 0.0. 0 0.7 53.4 53.6 46.4 39.2 21.5 14.4 0.0 0.0 1.2 0.0 56.31 54.28 93 2 23 95.50 15.2 15.4 0.0 o 0.6 53.6 53.6 46.4 39.3 26.5 14.4 0.0 0.0 1.3 0.0 55.00 54.29 94 2 "0 LOAD ass NO. 2 DUCRIPTION t 50 MPS (O .r.1.0) •• 03100 112125 Of LORDS APPLIm AT IMOt OF ARIA LOAM AT TIP van TRAi9rft5; Lo593slooWX Of ARN SCI . (515) (Lii) MOM1 100 rT MP -3 4 5 3270 243 142 915 213 45 ROAD FACTOR FOR WEIGHT OF POLE TRANSVERSE WIND PRESSURE ON POLE x DRAG COEFF. LOHGITUDINAL WIND PRESSURE x DRAG COEFF. GROUHOLINE ROTATION - TRANSVERSE GROUNDLINE ROTATION - LONGITUDINAL (PS?) • (PM • (DEG) • (DEG) • LOADS REDUCED AT SHAFT CENTER LINE-- - SEC 0.11FS.OW POLE coNcE2mArta FORCES coNCEN7ItATED MOMENTS NO. TOP FEATURE VERTI. TRANS. LONGI. TORSION TRANS. LONGI' (T!) (1.8S) (LDS) (WS) (FT -LB) (FT -L1) (FT -La) 0 0 1.00 13.40 0.00 0.00 0.00 SHAFT MOMENTS FROM ANALYSIS PRIMARY MOMIWTS rt?0.L MOMENTS TRANS. LONG. TRANS. LONG. (57.5) (FT.R) (R -X1 (17-5) raAL transverse TOROOE dell. rot. (r'r -10 (17)1 (deg) 1 0.000 Top 2 5.000 3 10.000 4 15.000 5 15.500 LLP -2 6 23.500 7 25.500 HP -1 5 30.500 9 35.500 10 40.500 11 45.500 HP -2 12 45.054 SPLICE -T 13 49.417 SPLICE-5 14 54.417 15 59.417 16 64.417 17 69.417 15 74.417 19 79.417 20 54.417 21 59.417 32 94.417 23 95.500 GRD LINE 3160 1061 0 0 1545 0 2. 0. 142 75 0 0 0 0 7. 0. 155 56 0 0 0 0 13. 0. 117 64 0 0 0 0 19. 0. 3440 1016 0 0 0 0 33. 0. 75 41 0 0 0 0 35. o. 440 322 0 0 0 0 39. 0. 211 116 0 0 0 0 53. 0. 225 123 0 0 0 0 67. 0. 235 131 0 0 0 0 51. 0. 171 N 0 0 0 0 06. 0. 154 91 0 0 0 0 95. 0. 344 142 0 0 0 0 100. 0. 362 149 0 0 0 0 335. o. 351 117 0 0 0 0 143. 0. 359 164 0 0 0 0 161. 0. 417 172 0 0 0 0 150. 0. 435 179 0 0 0 0 200. 0. 453 156 0 0 0 0 231. 0. 471 154 0 0 0 0 243. 0. 490 201 0 0 0 0 255. 0. 106 45 0 0 0 0 259. 0. 0 0 0 0 0 0 294. 0. DIST. FORCES 6 =C BROW AXIAL MARS N0. TOP LOAD IRAN. LO1m. 1107. (rr) (X) (x1 (93 noun STRUM 9/A Ma/I- 121 Sri 953 974 591 135 597 X5Z X11 at 1ST VIII 1012 at WU 1 2 3 4 5 1 7 5 9 10 0.00 1.00 10.00 11.00 15.50 23.50 22.50 30.50 35.50 40.50 3.7 3.5 4.0 4.1 7.5 7.6 5.0 5.2 0.5 5.7 1.1 1.1 1.2 1.3 2.3 2.3 2.7 2.5 2.9 3.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 STEEL POLE PROGRAM - FNT. INC. 0 0 0 0 0 0 0 0 0 0 0.5 0.5 0.5 0.4 0.7 0.7 0.7 0.7 0.7 0.6 0.9 3.4 2.2 6.5 7.2 9.2 9.5 11.4 12.6 13.5 0.9 3.4 5.2 6.5 7.2 9.2 9.5 11.4 12.6 13.5 0.5 3.0 4.5 5.6 6.2 7.2 6.5 CO 10.9 11.7 0.1 2.5 3.5 4.7 5.2 1.7 7.2 6.3 9.2 9.9 0.4 1.7 2.1 3.3 3.6 4.5 4.9 5.7 6.3 6.6 FA=- 4 0.2 0.9 1.4 1.7 1.9 2.5 2.6 3.1 3.4 3.6 2. 0. 0.0 19.9 1.95 7. 0. 0.0 17.5 1.94 14. 0. 0.0 15.9 1.56 21. 0. 0.0 13.9 1.77 25. 0. 0.0 12.7 1.71 35. 0. 0.0 10.9 1.10 43. 0. 0.0 10.3 1.55 55. o. 0.0 5.7 1.42 72. 0. 0.0 7.3 1.25 55. 0. 0.0 1.1 1.14 104. o. 0.0 4.9 1.00 101. 0. 0.0 4.5 0.95 117. 0. 0.0 4.2 0.90 134. 0. 0.0 3.3 0.79 152. 0. 0.0 3.5 0.15 171. 0. 0.0 1.5 0.55 191. 0. 0.0 1.3 0.41 213. 0. 0.0 0.5 0.35 222. 0. 0.0 0.5 0.29 224. 0. 0.0 0.2 0.20 277. 0. 0.0 0.1 0.11 301. 0. 5.0 0.0 0.02 306. 0. 0.0 0.0 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 CO 0.3 CO 0.3 CO o.a CO 0.3 CO 0.4 CO 0.4 CO 0.1 CO 0.5 CO 0.4 CO 0.4 TORS ••CO11113N1a- 162. =ACC ALL. NIX. AT 53{5 R:2 U • 5 ?. 0.0 61.00 1.40 2 2' 0.0 65.00 3.69 1 2 0.0 65.00 2.64 9 2 0.0 41.00 6.20 13. 2 0.0 65.00 7.21 12 2 0.0 65.00 9.65 15 2 0.0 65.00 10.24 16 2 5.0 65.00 12.00 15 2 0.0 65.00 13.25 20 2 0.0 64.99 14.16 22 2 11 45.50 1.9 3.1 .0.0 0 0.6 14.2 14.2 12.3 10.4 7.1 3.8 0.0 0.0 ..4 0.0 63.13 14.87 24 2 12 46.08 9.1 3.2 0.0 0 0.6 14.3 14.3 12.4 10.5 7.2 3.8 0.0 0.0 0.4 0.0 62.91 14.95 24 2 13 49.42 9.4 3.3 0.0 0 0.5 11.5 11.5 9.9 6.4 5.7 3.1 0.0 0.0 0.3 0.0 65.00 11.95 18 2 14 54.42 9.8 3.5 0.0 0 0.5 11.8 11.8 10.3 8.7 5.9 3.2 0.0 0.0 0.3 0.0 65.00 12.32 19 2 15 59.42 10.2 3.6 0.0 0 0.S 12.2 12.2 10.5 8.9 6.1 3.3 0.0 0.0 0.3 0.0 65.00 12.62 19 2 16 64.42 10.6 3.1 0.0 0 0.5 12.4 12.4 10.7 9.1 6.2 3.3 0.0 0.0 0.3 0.0 61.00 12.86 20 2 17 69.42 11.0 4.0 0.0 0 0.5 12.6 12.6 10.9 9.2 6.3 3.4 0.0 0.0 0.3 0.0 65.00 13.06 20 2 18 74.42 11.4 4.2 0.0 0 0.5 12.8 12.8 11.1 9.4 6.4 3.4 0.0 0.0 0.3 0.0 63.89 13.23 21 2 19 79.42 11.9 4.3 0.0 0 0.5 12.9 12.9 11.2 9.5 6.5 3.5 0.0 0.0 0.3 0.0 62.49 13.38 21 2 20 14.42 12.3 4.5 0.0 0 0.5 13.1 13.1 11.3 9.6 6.5 3.5 0.0 0.0 0.3 0.0 61.10 13.51 22 2 21 89.42 12.9 4.7 0.0 0 0.5 13.2 13.2 11.4 9.6 6.6 3.5 0.0 0.0 0.3 0.0 59.70 13.63 23 2 22 94.42 12.9 4.8 0.0 0 0.4 13.3 13.3 11.5 9.7 6.6 3.6 0.0 0.0 0.3 0.0 58.31 13.72 24 2 23 95.50 12.9 4.8 0.0 0 0.4 13.3 13.3 11.5 9.7 6.6 3.6 0.0 0.0 0.3 0.0 56.00 13.73 24 2 " LOAD CAFE NO. 3 DESCRIPTION : 65 MPH • 1/2• ICE (OLF -1.0) •• COMPONEN?S or LOADS APPLIED AT EI4131 OP ARMS LOADS AT SIP VERTICAL T2AN$VOSZ LO OZTODISAL Or AIM N. (LSI) flisl (MI 1 19 61 0 2 4635 3256 0 3 4385 3050 0 4 353 640 0 5 180 151 0 WAD PAC302 FOR NIIOZT OP POLL .'. - 1.00 TRANSVERSZ MID PUSS= ON POLE x DRAG LTOIDP. (PA) - 35.73 LONGITUDINAL MIND 1R115BR5 s DRAG fir. IPW - 0.00 O(OOI10L I1 2011TION - TRANSVa1S1 Iwo) - 0.00 GROOMS= NOTATION - IINOITDDSNL• Iwo) - 0.00 LOADS IZDUCED AT sa0►rr CM= LINN- -- smart 90.02)T'S PROM 2021.3SIS 12201L SEC D.SZLOW POI.= 00NCar'MTZD TOR= CONCENTRSTED NOHOW MT N= MOH O= MAL MOMENTS eraesv.r.. H0. TOP fi)1T SE HMI. TRANS. 30202. TORSION TRANS. WNW TUNS. W. TSARS. LONG. '19R00E Sen. rot. (rr1 (11.1 •(313) (313) (PT -ti) (1P1 -ti) OFT-Ii) (mR -1m (NIT -1) OFT-11 (17 -1) 117 -1) (I11) ldlg) 1 0.000 Sop 4792 2523 0 2 5.000 142 226 0 3 10.000 155 247 0 4 15.000 117 166 0 1 18.500 5.39-2 4563 3324 0 6 23.100 75 119 0 7 21.500 VP-1 150 954 0 1 30.500 211 331 0 1 35.500 225 357 0 10 40.500 236 378 0 11 45.500 VP -2 209 117 0 12 46.064 sPL:CZ -T 194 264 0 13 46.417 SPLICS-1 344 410 0 5TE22. POTS PROGRAM - rwr. ac. 0 0 0 0 0 0 0 0 0 0 0 548 0 1. • 0 23. O 0 42. • 0 63. O 0 76. • 0 314. • 0 736. O 0 i72. • • 217. O 0 263. O 0 332. O 0 317. O 0 351. O . 0. o. o. •. 1. o . 0. o. 0. •. •. O . 5. 26. 47. '61. 66. 126. 145. 112. 241. 211. 342. 346. 384. 0. 0.0 64.6 6.51 0. 0.0 56.1 6.37 0. 0.0 51.5 6.1: 0. 0.0 41.3 5.8: 0. 0.0 41.1 5.5 0. 0.0 35.4 5.2 0. 0.0 33.3 5.5 0. 0.0 28.2 4.) 0. 0.0 23.6 4.: 0. 0.0 11.5 3. 0. 0.0 15.9 3. 0. 0.0 15.5 3. 0. 0.0 13.4 2. 14 54.417 3i3. 432 0 0 0 0 404. 0. 432. 0. 0.0 10.5 2.54 11 52.417 3.1 453 0 0 0 0 468. 0. 407. 0. 0.0 1.0 2.21 it 44.417 300 475 0 0 0 0 516. 0. 551. 0. 0.0 5.5 1.07 17 40.417 417 404 0 0 0 0 575. 0. 417. 0. 0.0 4.1 1.54 10 74.417 435 517 0 0 0 0 637. 0. 401. 0. 0.0 2.4 1.23 12 70.417 453 530 0 0 0 0 701. 0. 744. 0. 0.0 1.5 0.52 20 04.417 471 540 0 0 0 0 740. 0. 015. 0. 0.0 0.7 0.42 21 40.417 400 502 0 0 0 0 031. 0. 685. 0. 0.0 0.2 0.24 22 54.417 104 125 0 0 0 0 011. 0. 050. 0. 0.0 0.0 0.04 23 52.500 CRD L1RE 0 0 0 0 0 0 027. 0. 074. 0. 0.0 0.0 0.00 DIRT. FORCES !EC 12242W MEAL =EARS 30. 1135 LOAD IMAM. ICNO. ROT. (fl) (x1 Ix) 1x1 ID60) @0000x0 5/A .400/3. ..yp/it- TOPA - -Coom 1ID- mu. SAG3 1/11. 917 •T3 R4 513 516 R7 >TS 217 ALL. M. AT 101: SKI 1183. 412 112 xi: tit R3: Elf ux 53: 33: AI 4 5?. 1 0.00 4.1 3.5 0.0 0 0.7 3.1 3.1 2.1 2.2 1.5 0.2 0.0 0.1 1.0 0.0 18.00 3.76 6 2 2 0.00 4.0 3.7 0.0 0 0.6 11.7 11.7 10.1 8.4 0.0 3.1 0.0 0.1 0.5 0.0 68.00'12.32 12 2 3 10.00 0.1 4.0 0.0 0 0.6 17.4 17.6 13.3 13.0 0.8 4.7 0.0 0.0 0.5 0.0 68.00 10.23 21 2 4 13.00 4.2 4.2 0.0 0 0.5 21.5 21.5 13.0 16.0 10.5 1.0 0.0 0.0 0.1 CO 03.00 22.43 38 2 5 10.50 1.8 7.5 0.0 0 1.0 24.1 24.1 20.0 17.6 12.2 6.5 0.0 0.1 1.5 0.0 08.00 20.08 31 2 4 22.00 1.4 7.6 0.0 0 0.0 30.0 30.1 26.7 22.3 10.4 8.3 8.0 0.1 1.4 0.0 A.00 31.71 42 2 7 23.50 10.4 1.4 0.0 o 4.5 32.2 21.1 28.3 24.1 16.3 1.8 0.0 0.1 1.5 0.0 65.0. 33.84 81 2 • 30.50 10.4 •.5 •.o 0 8.1 38.0 36.0 23.2 27.0 10.0 10.2 0.0 0.1 1.0 0.0 65.0. 36.87 60 2 1 38.10 10.1 5.3 0.0 0 0.8 41.0 41.8 36.2 30.6 26.2 11.2 0.0 0.1 1.4 0.0 68.0. 42.68 66 2 10 46.10 33.3. 0.7 0.0 0 0.8 44.7 44.7 30.7 22.7 22.3 32.0 0.0 0.1 1.4 0.0 64.55 48.51 70 2 11 48.10 11.3 2.2 0.0 0 0.0 46.2 46.2 40.8 34.3 23.5 12.6 0.0 0.1 1.3 0.0 63.13 47.71 76 2 13 46.08 21.5 10.1 0.0 0 0.8 47.1 47.1 40.8 34.3 23.6 12.6 0.0 0.1 1.4 0.0 02.01 47.24 71 2 13 40.42 11.0 10.5 0.0 0 0.6 37.7 37.7 23.6 27.8 18.8 18.1 0.0 8.1 1.0 0.0 02.00 38.26 82 2 14 24.42 13.2 11.0 0.0 0 0.6 30.8 38.8 33.6'25.4 12.4 12.4 0.0 0.0 1.0 0.0 65.00 32.34 61 a 15 00.42 13.5 11.4 0.0 0 0.6 32.6 31.6 34.3 22.0 32.8 18.4 0.0 0.0 1.0 0.0 02.00 40.15 A 2 16 64.42 13.3 11.1 4.0 0 0.6 40.3 40.3 34.1 22.1 20.1 18.8 0.0 CO 1.0 0.0 60.00 48.82 A 2 17 52.42 13.4 12.4 0.0 0 9.6 48.8 40.8 35.3 31.1 20.4 10.5 0.0 0.0 1.0 0.0 02.00 41.37 64 2 18 74.42 13.1 12..2 CO 0 8.6 41.2 41.2 25.7 30.2 21.6 10.3 0.0 0.0 1.0 0.0 02.82 41.80 68 2 11 71.42 14.3 13.4 CO 0 8.0 41.6 41.6 38.0 30.4 20.8 11.1 0.0 0.0 1.0 0.0 02.41 42.14 67 2 . 20 04.42 14.7 14.0 0.0 0 0.5 41.2 41.1 38.3 30.7 20.2 11.2 0.0 0.0 1.0 0.0 61.10 42.45 61 3 21 11.42 18.2 14.6 8.0 0 0.5 43.1 42.1 36.3 30.0 31.1 31.3 0.0 0.0 1.0 0.0 85.10 43.44 71 . 2 22 14.42 18.3 14.7 0.0 0 0.5 42.3 43.3 36.7 31.0 21.3 33.3 0.0 0.0 1.0 . 0.0 86.31 41.08 73 2 22 10.00 15.3 14.7 0.0 0 8.3 43.4 42.4 36.7 31.0 21.2 11.3 0.0 0.0 1.0 8.0 88.08 42.80 74 2 Or6AA1S. SOMM 107 201 ALL LOAD CA= 12102. Mi33R34 Alias / MM.= =MS (32I 282 :1 T111 1Q. LOAD MIL 30. (1C2. !0. 203x! 30. COs 1 2 1 12 a 27 1 22 2 24 Bract POLi 5202RAN.- 201', DBC. Fort Worth Tower, Inc. Problem: western Wireless (DES 96 -1227) - 85 MPH + 1/2" ICE (0 Design No: Wednesday, July 24, 1996 Pole Data No. of Sides : 12 Base Diameter. 37.00 " Base Reactions Case No. 1 Transverse Moment Mz Longitudinal Moment Mx Torque (') Axial Compression Transverse Shear, Sx (') Longitudinal Shear, Sz (') ( *) Forces not considered in Bolt Data = 1234 ft-kips = ft -kips = ft -kips = 19.2 kips = 18.4 kips = kips design Boit Circle Diameter = 44. in Total Iz = 1,936. Total Ix = 1,936. Rx Rz Eccentricity Tension Force Compression Force Min. Anchor Bolt Length Eff. Base Plate Width Min. Anchor Bolt Spacing Base Plate Fy (ksi): Thickness: 36 2.75 Controlling Bolt Data Anchor Bolt Base Plate 22.00 0.00 3.50 168.27 170.67 50 2.50 60 225 Use Base Plate : 2.25" x 50" dia. A572 -GR 60 Anchor Bolt: 8 - A.B. #18J [A615 -75] x 7- STD W/ H.H.N. & F.W. 22.00 0.00 3.50 170.67 14.00 16.838 EIA -22{" Monopole Load Lalcuia is General information: Ht to Top of Pole: Basic Wind Speed: Operational Wind: Load Factor: Design Loading: Ice Wind Speed: Pole Geometry: Cellular Antenna Data ntenna OB978H90 DB978H90 Appurtenance Data 95.5 ft 85 mph 50 mph 1.25 1/2" Ice Simultaneous w/ Basic Wind 85.0 mph 12 -Sided FW7, In� 1001 Fin Loop 820 South. Fort Walt Taxan 70112 (817)4574000 FAX (817) 4294010 Prepared by : • TWL' : Date: 724/96• Design Number : 96 -1227 • ' Site: .r•...'.;.��•. Customer : Westem Wireless Monopole Height : 100 ft City: County. State: OR . �• .,:_ ... Area Weight Area Weight Cable "2 021 w/ ice w/ ice Ouant. jypg, 3.22 7 3.80 22 .12 : FOAM 1 -5/8" 3.22 7 3.80 22 ' ••12 FOAM 1 -518" :rec.: • li 518" Oiam. Lightning Rod (8') 12 ft Low Profile Platform 12 ft Low Profile Platform Microwave Antenna Data bra HP-4 HP -2 Freauencv 8 6 i.:.:.• n%r • j • • ,t. r. �•a • •, • Area Weight Area in21 i1• w /Ice 0.8 12 1.4 28 2225 31 28 2225 31 Weight Elevation w/ toe „ QUMIIL ial 19 3180 '�J•"'1N c :': 3160 '•• 1 :J7' _. •Nrf•'��.•. '.' • •ir' • t•: • 411411. F � .. . ti * ?• .1 1 Cable Wt. Elev. sal 1>Zl 1.04 1.04 •.7T. • Afea Weight Area Ca Weight Cable aria sa f•1 w/ toe wag, g Ouont,. Man 12.57 0.00323 170 13.1 0.00323 .280 '1'•? L s FOAM 1-S/a' 3.14 0.00323 90 3.41 0.00323 128 •1 =`'a FOAM 1-518" ••• •—• '•J.r • • • • •.i Cable Eeti DA 1.04 M5 1.04 WC • • . 4•Lr':::rrt.:(•'4. hs,•, "'fit: ;b x.11;144. . .F.• •••vY..ir.ai•••••.r I •N i�H�w /Y,�. �...• V.11i irw� r Calculations Velocity Pressure Coefficient = 0.00.. Gust Factor = 1.69 Force Coefficient = 1.027 12-Sided OLF = 1.25 Only Ice Wind OLF = 125 Simultaneous Ice Wind 85 m • h OLF 1.25 OLF = 1.00 Operational Wind 50 moh -- OLF 1.00 Cellular ntennas Mont. glev.((II Wt•(Ib) Wind Forceflbl Wind Wt.(Ibi Force(Ib1 330 2425 330 2270 Cable Wt (11:4 Wtflbl 84 84 Wind Foree(Ib1 Cable Wt,(Ib) 1211 961 D8978H90 DB978H90 12 12 97 77 1513 1201 569 532 Aoourtenances 518• Diam. Ughtning Rod 12 ft Low Profile Platform 12 It Low Profile Platform avant. Elev.(ft.l 104 97 77 Wt.(Ib1 Wind Foroeab1 Wt.(1b1 24 3950 3950 Wind Foreatlbl 76 1848 1543 Wt.(Ibt Wind Foroe(Ib1 1 1 1 12 2225 2225 9 412 386 Microwave Antennas Q iiOL UMW 70 50 Wt.(tb Wind Fggaggl Wt(b1 Wind Foraelibl 801 189 Cable Wt.(Ib1 Wt.(Ib1 WInd fore 1Ib 213 48 Cable Wt.(1b1 HP-4 HP -2 1 1 350 180 91 65 170 90 73 52 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Monopole Load Summa' Elev. It.) Vertical Horizontal Load (Ib) Load (Ib) Elev. (ft) Vertical Horizontal Load (Ib) Load (Ib) 104 24 76 104 , Loading: Wind Pressure = 85 mph Wind w/ 1/2" Ice 48.42 psf OLF = 1.25 Elev. (ft.) Vertical Horizontal Load (Ib) Load (Ib) Elev. T (ft.) Vertical Horizontal Load (Ibl LoadJibl 104 24 76 104 12 97 5793 4073 77 5481 3813 981 70 441 801 77 3270 50 225 189 Loading: Wind Pressure = 50 mph Operational Wind 13.40 psf OLF - 1.00 Elev. __1k) Vertical Load (Ib) Horizontal Load (Ibl Sway Limit (Deer.) Elev. (ft.) ` Vortical Horizontal Sway Limit Load (Ib) Load (1b) (Dear.) 104 12 9 97 3520 981 77 3270 918 70 243 213 2.30 50 142 48 4.60 Loading: Wind Pressure = 85 mph Wind w/ 1/2" ice 8.73 psf OLF es 1.00 Elev. (t) Vertical Load (Ib) Horizontal Load (Ib) ®ev. (fL) Vetticsl Load (Ib) Horizontal Load (ib) 104 19 61 97 4635 3258 77 4385 3050 70 353 640 50 180 151 Page 3 100 r! MP yea DEFLECTIONS and rotations AT TIP OF POLE FOR ALL LOAD CASES LOAD CASE NO. TRANS. dell. LONG. dell. trans. rot. long. rot. twist (in) (in) (deg) (deg) (dsg) 1 12.6 0.0 S.32 0.00 0.00 2 1l.9 0.0 1.!• 0.00 0.00 u.s 0.0 4.51 0.00 0.00 maximum base swsant and forces.- for load ease moment shear axial (ft -kips) (kips) (kips). 1233.62 1I.3, 19.15 ADaPT Engineering, Inc. 800 Maynard Avenue South, Suite 403 Seattle, Washington 98134 Tel (206) 654 -7045 Fax (206) 654 -7048 April 14, 1998 ADaPT Job No. WA98 -1012 Western Wireless Corporation 3650 - 131' Avenue Southeast, Suite 400 Bellevue, Washington 98008 Attention: Mr. Rick Turnure Subject: Geotechnical Engineering Evaluation Lewis and Clark WW PCS SE -3024B 15820 Pacific Highway South Tukwila, Washington 98158 Dear Mr. Turnure: Pursuant to your request, ADaPT Engineering, Inc. (ADaPT) is pleased to submit this report describing our recent geotechnical engineering evaluation for the above - referenced site. The purpose of this study was to interpret general surface and subsurface site conditions, from which we could evaluate the feasibility of the project and formulate design recommendations concerning site preparation, equipment pad and tower foundations, structural fill, and other considerations. Our scope of services consisted of a surface reconnaissance, a subsurface exploration, geotechnical analyses, and report preparation. Written authorization to proceed with our study was given by Purchase Order #SEA0000000246 on March 26, 1998. This report has been prepared for the exclusive use of Western Wireless Corporation, and their agents, for specific application to this project in accordance with generally accepted geotechnical engineering practice. We are in the process of completing an environmental site assessment study for this site and the findings will be reported under separate cover. 1'�' ore p1a^ 11,-.?A • CITY OF APPQv p S BL . 9 . A998 M q BOLDING DIV IGN ..006 6 ADaPT Engineering, Inc. Western Wireless Corporation ADaPT Job No, WA98 -1012 April 14, 1998 Page 2 This report is provided for the information of the client only. Reproduction and transmittal of this report or any section of this report, to a third party, by any means, except in full, without the written permission of ADaPT Engineering, Inc. is prohibited. We appreciate the opportunity to be of service to you. If you have any questions, or if we can be of further assistance to you, please contact us at (206) 654 -7045. ADaPT Engineering, Inc. Respectfully submitted, K.V. Lew,. Eng. Senior Geotechnical Engineer Kurt W. Groesch, P.E. Senior Geotechnical Engineer Senior Reviewer KVL /aee Attachments: Figure 1 Vicinity Map Figure 2 Site and Exploration Plan Appendix A Boring Log WESTERN WIRELESS CORPORATION Geotechnical Engineering Evaluation Lewis & Clark WW PCS SE -3024B Tukwila, Washington ADaPT Engineering, Inc. Western Wireless Corporation ADaPT Job No, WA98 -1012 April 14, 1998 Page 1 PROJECT DESCRIPTION The host parcel is located on 15820 Pacific Highway South in Tukwila, Washington. The project site and surrounding area are shown on the attached site Location Map (Figure 1). It is our understanding that current development plans call for construction of a 100 -foot tall monopole (FWT) and associated equipment building or cabinets. The attached Site and Exploration Plan (Figure 2) shows the approximate location of the proposed cellular tower lease area in relation to other site features. It should be emphasized that the conclusions and recommendations contained in this report are based on our understanding of the currently proposed utilization of the project site, as derived from written information supplied to us by Western Wireless Corporation. Consequently, if any changes are made to the project, we recommend that we review the changes and modify our recommendations, if appropriate, to reflect those changes. EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on March 30, 1998. Our surface exploration consisted of a visual site reconnaissance. Our subsurface exploration consisted of advancing one soil test boring to a depth of approximately 29 feet below the existing site grade. The location of the boring, designated as B -1, is shown on the attached Site and Exploration Plan (Figure 2). The specific location and depth of the exploration performed was selected in relation to the proposed site features, under the constraints of budget and site access. The location of the boring and other features shown on Figure 2 were obtained by hand - taping from existing site features. As such, the exploration location shown on Figure 2 should be considered accurate to the degree implied by the measuring methods used. Boring Methods Boring B -1 was advanced on March 30, 1998 using a truck mounted hollow -stem auger drill rig. The drill rig was operated by an independent company working under subcontract to ADaPT. A geotechnical engineer from our firm continuously observed the boring, obtained representative soil samples, and logged the subsurface conditions. After the boring was completed, the borehole was backfilled with a mixture of soil cuttings and bentonite chips. During drilling, soil samples were obtained on 5 -foot depth intervals using a modification of the Standard Penetration Test (SPT) procedure (ASTM: D 1586). This test and sampling method consists of driving a ADaPT Engineering, Inc. Western Wireless Corporation ADaPT Job No, WA98 -1012 April 14, 1998 Page 2 3 -inch outside diameter (OD) split - barrel sampling spoon, i.e. a Dames and Moore (D &M) sampler, a distance of 18 inches into the soil with a 300 -pound hammer, free - falling a distance of 30 inches. The number of blows required to drive the sampler through each of the three, 6 -inch intervals is noted and is known as the D &M blow count. The D &M blow count is then correlated to the SPT blow count based on the sampler hammer ratio (Rs). After conversion, the total number of blows struck during the final 12 inches of penetration is considered equivalent to the Standard Penetration Resistance, or "blow count ". If 50 or more blows are struck within one 6 -inch interval, the driving is ceased and the blow count is recorded as 50 blows for the actual number of inches of penetration. The resulting blow count values provide a measure of the relative density of granular soils or the relative consistency of cohesive soils. The boring log appended to this report describes the various types of soils encountered in the boring, based primarily on visual interpretations made in the field. The log also indicates the approximate depth of the contacts between different soil types, although these contacts may be gradational or undulating. Where a change in soil type occurred between sampling intervals, we inferred the depth of contact. In addition, the log indicates the depth of any groundwater observed in the boring; the Standard Penetration Resistance at each sample location, and any laboratory tests performed on the soil samples. SITE CONDITIONS The following sections describe our observations, measurements, and interpretations concerning surface, soil, groundwater, and seismic conditions at the project site. Surface Conditions The host parcel is located at 15820 Pacific Highway South in Tukwila, Washington (Figures 1 and 2). The host parcel supports the Lewis & Clark Theaters, bowling alley, and associated asphalt -paved parking lot. The proposed lease site is located on the northeast corner of the parking lot. The proposed tower lease area encompasses an area of approximately 15 feet by 35 feet surrounding the proposed tower location (Figure 2). According to information provided to ADaPT by Western Wireless Corporation, the elevation of the proposed tower lease site is approximately 351 feet above the mean sea level. The proposed lease area was topographically flat and asphalt paved. The test boring was drilled in the pavement, as shown on Figure 2. Subsurface Conditions On March 30, 1998, an exploratory test boring was drilled to a depth of approximately 29 feet below the existing ground surface. The location of the boring, designated as B -1, is shown on Figure 2. Surficial ADaPT Engineering, Inc. Western Wireless Corporation ADaPT Job No, WA98 -1012 April 14, 1998 Page 3 soils encountered at the boring location consisted of 2 inches of asphalt and a thin lift of gravel overlying 9.0 feet of soft, moist to wet, brown, gravelly fine sandy silt, interpreted to be fill soils. Native soils below the fill soils consisted of tan, damp, medium dense grading to very dense, gravelly, silty sand varying to gravelly, sandy silt interpreted to be glacial till that extended to the full depth explored (up to approximately 30 feet below ground surface (bgs)). The materials below the 9 -foot depth are medium dense to very dense and interpreted to have been glacially overridden. These soils have been compressed by the weight of thousands of feet of glacial ice and are considered to be relatively incompressible. Soil samples obtained from the 18.5 -foot depth interval became wet; however, no groundwater was encountered at the completion of the test drilling. It should be recognized that groundwater levels could fluctuate due to factors such as seasonal changes, precipitation or future site utilization. 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 our analysis of on -site explorations, 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 conditions. CONCLUSIONS AND RECOMMENDATIONS Current development plans call for construction of a 100 -foot tall monopole (FWT) and associated equipment building or cabinets. Based on the subsurface conditions encountered in our boring, we recommend that the proposed tower be supported on a drilled pier foundation. Design criteria for compressive, uplift and lateral support of drilled pier foundations are presented below. Normally, a conventional mat foundation could also be used to support a tower of this type. However, we understand that Western Wireless prefers to utilize drilled piers for tower foundation as a construction expedient. We should be contacted to provide foundation design recommendations for a mat foundation, if desired, for this site. Our specific recommendations concerning site preparation, equipment pad foundations, tower foundations, and structural fill are presented in the following sections: Site Preparation Site preparation will involve essentially stripping, grading, and preparing subgrades. The following comments and recommendations apply to this site preparation: ( ADaPT Engineering, Inc. Western Wireless Corporation ADaPT Job No, WA98 -1012 April 14, 1998 Page 4 Clearing and Grubbing: We do not anticipate that significant grade changes will be required to achieve proposed site grades. At this location, site preparation will largely consist of removal of surficial pavements below the tower and equipment cabinet locations, followed by foundation preparation for the monopole cellular tower and equipment building. Backfill materials, if required, should be placed and compacted according to the recommendations presented in the Structural Fill section of this report. Wet Conditions: Because of the loose density and elevated silt contents, the existing site soils at shallow depths are moisture - sensitive and prone to disturbance when wet. The contractor should minimize traffic above the prepared subgrade areas to minimize disturbance and softening which would require removal of the unstable soils. During wet conditions, the use of a working surface of quarry spalls or clean sand and gravel may be required to protect the subgrade, especially from vehicular traffic. Frozen Subgrades: If earthwork takes place during freezing conditions, we recommend that all exposed subgrades be allowed to thaw and be recompacted prior to placing-subsequent lifts of structural fill. Equipment Building or Cabinets Foundation It is our understanding that the foundation for the proposed equipment building or cabinets will consist of a poured in place concrete slab -on -grade with thickened edges. We anticipate that the pad bearing pressure will be relatively Tight. However, we recommend that the thickened slab edges be designed as spread footings. The following recommendations and comments are provided for purposes of footing design and construction: Subgrade Conditions: The proposed equipment pad may be supported by thickened slab edges extended to bear on the existing site soils encountered at depths below 1.5 feet at the location of boring B -1, after they have been overexcavated for a depth of one foot below the footing bearing elevation, and then recompacted in place resulting in a firm and unyielding subgrade condition, or upon structural fill placed above similarly prepared native soils. Some overexcavation may be necessary if soft subgrade conditions were to be encountered at the foundation design grade levels. Footings should never be cast atop soft, loose, organic, or frozen soils; nor atop subgrades covered by standing water. A representative from ADaPT should be retained to observe the condition of footing subgrades before concrete is poured to verify that they have been adequately prepared. Footing Dimensions: We recommend that the thickened edge of the slab be designed as a spread footing and be constructed to have a minimum width of 12 inches. Because the near surface soils are silty, the footings should penetrate at least 18 inches below the lowest adjacent exterior grades for frost protection. Footings may be supported on recompacted fill soils, or structural fill placed on prepared fill soil subgrade. Depending on the conditions exposed in the footing trench excavation, it may be necessary to ADaPT Engineering, Inc. Western Wireless Corporation ADaPT Job No, WA98 -1012 April 14, 1998 Page 5 place a layer of filter fabric (geotextile) below the structural fill prism to allow compaction to proceed. The horizontal limits of the fill pad below the building or cabinet foundation may be established by extending a line outwards from the base of the thickened slab at an angle of 1 Horizontal : !Vertical (1H: 1V) down to the upper surface of the bearing horizon. Bearing Pressures: At the location of boring B -1, the near surface fill soil should be removed to a depth of one foot below the proposed bearing elevation, and the resulting subgrade compacted in accordance with the requirements for structural fill as outlined subsequently. The compacted fill should result in a firm and unyielding subgrade condition. A maximum allowable soil bearing pressure of 1,500 pounds per- square -foot can be used for static footing Toads. This bearing pressure can be increased by one -third to accommodate transient wind or seismic loads. An allowable base friction coefficient of 0.35 and an allowable passive earth pressure of 150 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: We estimate that total post- construction settlements of properly designed footings bearing on properly prepared subgrades could approach 1 -inch, with differential settlements approaching one -half of the total. Tower Drilled Pier Foundations Based upon the subsurface soil and groundwater conditions disclosed by our test boring, we recommend that the tower be supported on a drilled pier foundation. The following recommendations and comments are provided for purposes of drilled pier design and construction: Compressive Capacities: We recommend that the drilled pier penetrate at least 15 feet below the ground surface at the location of boring B -1. For vertical compressive soil bearing capacity, we recommend using the unit end bearing capacity presented in Table 1 below. The allowable end bearing capacity, presented in Table 1, includes a safety factor of 1.5 or more. We anticipate that adequate pier embedment for end bearing; uplift and lateral resistance can generally be obtained within the limits of our exploration of 30 feet. ADaPT Engineering, Inc. Western Wireless Corporation ADaPT Job No, WA98 -1012 April 14, 1998 Page 6 Table 1 Allowable End Bearing Capac'ty Depth (feet) Allowable.Bearing Capacity(tsf) -�i. Linniting 'Point;Resistance;(ts�:: 15 -29.5 6.5 D/B 35 TSF Notes: D = the embedment depth (in feet) into the bearing layer. B = pier diameter (feet). Frictional Capacities: For frictional resistance of the drilled piers, acting both downward and in uplift, we recommend using the allowable skin friction value listed in Table 2. We recommend that frictional resistance be neglected in the uppermost 2 feet below the ground surface. The allowable skin friction value presented includes a safety factor of 1.5. Table 2 Allowable Skin Friction Capacities d Depth (feet) Allowable Skin Friction (tsf) 0 -2 2 -9 9 -20 20 -29.5 0.0 0.03 0.40 0.70 Lateral Capacities: For design against lateral forces acting against the drilled pier, two methods are typically used. The parameter used to select the appropriate design method is the length to pier stiffness, ratio L/T, where L is the pier length in inches, and T is the relative stiffness factor. The relative stiffness factor (T) should be computed by: E1)°1 T= — nh ADaPT Engineering, Inc. Western Wireless Corporation ADaPT Job No, WA98 -1012 April 14, 1998 Page 7 Where E = modulus of elasticity (psi) I = moment of inertia (in4) nh = constant of horizontal subgrade reaction (pci) The factors E and I are governed by the internal material strength characteristics of the pier. A representative value of nh for the soil types encountered at this site is presented. Piers with a L/T ratio of less than 2 may be assumed to be relatively rigid and acting as a pole. The passive pressure approach may be used for this condition. For piers with a L/T ratio greater than 2, the modulus of subgrade reaction method is typically used. Both of these methods are discussed below: Passive Pressure Method: The passive pressure approach is conservative by neglecting the redistribution of vertical stresses and shear forces that develop near the bottom of the pier and contribute to resisting lateral loads. We recommend using the allowable passive earth pressures (expressed as equivalent fluid unit weights) listed in Table 3. The allowable passive earth pressure presented in Table 3 may be assumed to be acting over an area measuring 2 pier diameters in width by 8 pier diameters in depth, neglecting the uppermost 2 feet of embedment below the ground surface. According to the NAVFAC Design Manual 7.2, a lateral deflection equal to about 0.01 times the pier length would be required to mobilize the allowable passive pressure presented above. Higher deflections would mobilize higher passive pressures. When developing the allowable passive pressure listed in Table 3, we have incorporated a safety factor of at least 1.5, which is commonly applied to transient or seismic loading conditions. Table 3 Allowable Passive Pressures Depth (feet) Allowable Passive Pressure (pcf) 0 -2 0 2 -9 150 9 -20 300 20 -29.5 400 The allowable passive earth pressure presented in Table 3 may be assumed to be acting over an area measuring 2 pier diameters in width by 8 pier diameters in depth, neglecting the uppermost 2 feet of embedment below the ground surface. According to the NAVFAC Design Manual 7.2, a lateral deflection equal to about 0.01 times the pier length would be required to mobilize the allowable passive pressure presented above. Higher deflections would mobilize higher passive pressures. When developing the allowable passive pressure listed in Table 3, we have incorporated a safety factor of at least 1.5, which is commonly applied to transient or seismic loading conditions. ADaPT Engineering, Inc. Western Wireless Corporation ADaPT Job No, WA98 -1012 April 14, 1998 Page 8 Modulus of Subgrade Reaction Method: Using this method, the pier is designed to resist lateral loads based on acceptable lateral deflection limits. For sandy soils, the coefficient of horizontal subgrade reaction (kh) is considered to be directly proportional to the depth along the pier. The formula to determine kh is kh = nhx, where x is the depth below the ground surface in inches. We recommend using the value for the constant of horizontal subgrade reaction (nh) for the various soil types presented in Table 4 below. Construction Considerations: At this site, the overburden silty gravelly sand fill soils are loose to very loose in consistency. In our opinion, caving and sloughing of the drilled pier shaft sidewalls can be expected to be a problem during construction, especially in the upper portion of the drilled pier excavation. As some raveling of the drilled pier shaft sidewalls can be expected, the foundation drilling contractor should be prepared to case the excavation to prevent raveling of the pier shaft sidewalls. Soil samples recovered from the 17.5 -foot depth interval were wet, but no prolific water bearing zones were encountered in the test boring. Depending on the season of construction, dewatering of the drilled shaft may or may not be required. The drilling contractor should be prepared to clean out the bottom of the pier excavation if loose soil is observed or suspected, with or without the presence of groundwater. As a minimum, we recommend that the drilling contractor have a cleanout bucket on site to remove loose soils and /or mud from the bottom of the pier. If groundwater is present within the pier hole, we recommend that the foundation concrete be tremied from the bottom of the hole to displace the water and minimize the risk of contaminating the concrete mix. The Drilled Shaft Manual published by the Federal Highway Administration recommends that concrete be placed by tremie methods if more than 3 inches of water has accumulated in the excavation. Table 4 Constant of Horizontal Subgrade Reaction (nh) Depth (feet) nh (pci) 0 -2 0 2 -9 5 9 -20 30 20 -29.5 70 Construction Considerations: At this site, the overburden silty gravelly sand fill soils are loose to very loose in consistency. In our opinion, caving and sloughing of the drilled pier shaft sidewalls can be expected to be a problem during construction, especially in the upper portion of the drilled pier excavation. As some raveling of the drilled pier shaft sidewalls can be expected, the foundation drilling contractor should be prepared to case the excavation to prevent raveling of the pier shaft sidewalls. Soil samples recovered from the 17.5 -foot depth interval were wet, but no prolific water bearing zones were encountered in the test boring. Depending on the season of construction, dewatering of the drilled shaft may or may not be required. The drilling contractor should be prepared to clean out the bottom of the pier excavation if loose soil is observed or suspected, with or without the presence of groundwater. As a minimum, we recommend that the drilling contractor have a cleanout bucket on site to remove loose soils and /or mud from the bottom of the pier. If groundwater is present within the pier hole, we recommend that the foundation concrete be tremied from the bottom of the hole to displace the water and minimize the risk of contaminating the concrete mix. The Drilled Shaft Manual published by the Federal Highway Administration recommends that concrete be placed by tremie methods if more than 3 inches of water has accumulated in the excavation. ADaPT Engineering, Inc. Western Wireless Corporation ADaPT Job No, WA98 -1012 April 14, 1998 Page 9 Structural Fill The following comments, recommendations, and conclusions regarding structural fill are provided for design and construction purposes: Materials: Structural fill includes any fill materials placed under footings, pavements, driveways, and other such structures. Typical materials used for structural fill include: clean, well - graded sand and gravel (pit -run); clean sand; crushed rock; controlled - density fill (CDF); lean -mix concrete; and various soil mixtures of silt, sand, and gravel. Recycled concrete, asphalt, and glass, derived from pulverized parent materials may also be used as structural fill. Placement and Compaction: Generally, CDF, and lean -mix concrete do not require special placement and compaction procedures. In contrast, pit -run, sand, crushed rock, soil mixtures, and recycled materials should be placed in horizontal lifts not exceeding 8 inches in loose thickness, and each lift should be thoroughly compacted with a mechanical compactor. Using the modified Proctor maximum dry density (ASTM: D -1557) as a standard, we recommend that structural fill used for various on -site applications be compacted to the following minimum densities: Fill Application Slab /Footing subgrade Gravel drive subgrade (upper 1 foot) Gravel drive subgrade (below 1 foot) Minimum Compaction 90 percent 95 percent 90 percent Subgrades and Testing: Regardless of location or material, all structural fill should be placed over firm, unyielding subgrade soils. We recommend that a representative from ADaPT be retained to observe the condition of subgrade soils before fill placement begins, and to perform a series of in -place density tests during soil fill placement. In this way, the adequacy of soil compaction efforts may be evaluated as earthwork progresses. At this site, it may be necessary to place a layer of geotextile below the footing trenches for the cabinets to allow compaction to proceed, once the overexcavation has been completed. Fill Content: Soils used for structural fill should not contain individual particles greater than about 6 inches in diameter and should be free of organics, debris, and other deleterious materials. Given these prerequisites, the suitability of soils used for structural fill depends primarily on the grain -size distribution and moisture content of the soils when they are placed. When the "fines" content (that soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (by weight), such as the near - surface silty fill soils, 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 ( ) ADaPT Engineering, Inc. Western Wireless Corporation ADaPT Job No, WA98 -1012 April 14, 1998 Page 10 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.3 /4 -inch Sieve. CLOSURE The conclusions and recommendations presented in this report are based, in part, on the explorations that we performed for this study. If variations in subsurface conditions are discovered during earthwork, we may need to modify this report. Because the future performance and integrity of the tower foundations will depend largely on proper initial site preparation, drainage, and construction procedures, monitoring by experienced geotechnical personnel should be considered an integral part of the construction process. We are available to provide geotechnical engineering services during the earthwork and foundation construction phases of the project. If variations in the subgrade conditions are observed at that time, we would be able to provide additional geotechnical recommendations, thus minimizing delays as the project develops. We are also available to review preliminary plans and specifications before construction begins, and to provide geotechnical inspection and testing services during construction. g • i Vii'` ...>„•i+�/ =pp,* •�; ; 111 ,.4.�t!'r�o�. r � 61111Waridler "EN= fratIvirrant lumininen' `�eaTac It 3 ake 03, � 4 r _ � ' �r Ridge � t~ `Park f ISIMW i!!' I MLE 4000 FEE T Printed from TOPOI 01997 Wddlbwer Productions (www topo com) ADaPT Engineering, Inc. 800 Maynard Avenue S., Suite 403 Seattle, Washington 98134 Ph : 206.654.7045 Fax : 206.654.7048 FIGURE 1 - Location Map Location : WW PCS SE -30248 Lewis & Clark Theater 15820 Pacific Highway South Tukwila, Washington 98158 Client : Western Wireless Date : 4/13/98 Job * : S• -WA -98 -1012 1 L1► 1A► EXISTING LANDSCAPING TO REMAIN EXISTING BUILDING �A► EXISTIN11PARKING /EXISTING PARKING PROPOSED LEASE AREA • EXISTING PARKING 0 0 n" VA► 0 0 Ala 1 NOT TO SCALE ADaPT Engineering, Inc. 800 Maynard Avenue S., Suite 403 Seattle, Washington 98134 Ph : 206.654,7045 Fax : 206,654.7048 FIGURE 2 Site & Exploration Plan Location : WW PCS SE -3024B Lewis & Clark Theater 15820 Pacific Highway South Tukwila, Woshington 98158 Client ; Western Wireless Data : 4/13/98 Job M' : S -WA -98 -1012 ADaPT Engineering, Inc. APPENDIX A BORING LOG ADAPT Engineering, Inc. 600 Maynard Avenue South, Suite 403 SEATTLE, WASHINGTON 98134 TEL: 206.654.7045 FAX: 206.654.7048 PROJECT : Western Wireless 15820 Pacific Highway South Tukwila, Washi , ton 98158 «don Me*was : Gard Ors Ewrrn: WA NA Job Number : WWPCS SE-3024B ww Danwrrd : WA GO; Maim : NIA S -WA -98 -1012 Boring No.: B-1 AS -BUILT DESIGN -0 -5-+ -10- -15- -20- r r r r r Asphalt and base coarse over soft, moist to wet, tan/brown, gravelly, fine sandy SILT. Medium dense grading to very dense, moist (locally wet), tan/gray, gravelly, silty fine SAND, varying to gravelly, fine sandy SILT. (Glacial till). Wet, minor perched water. Boring terminated at 29'. r30 1 LEGEND Nrch O. D. a,raAwm - X...n,~,rorw.d WTP140 Anti. Imam brining Stast Data : 3/30A0 * INN War twMrlDane OAIa , • IMO Way Le* an DrUng Completion Date : 3/3916 ice: 1 of '1 LoppedUy : C.C.G. r. 1 j 11 C11`� CV � �v E l APPR .1U1. 2 4998 1 JOB #11746 DESIGN #96 -1227 #17 PORTLAND, OR WESTERN PCS I CORP. 100' MONOPOLE - 0 . 1 1 1 .1L1 - 302y 1 1901 East Loop 820 South, Fon Worth, Texas 76112 (817) 457 -3060 FAX (817) 429 -6010 FW llnco ,.1 i D 12.00 in. Across Fiats 1 j 1 1 a 1 1 '9* -5„ D 37.00 in. Act ass Flats 100' -0" Page 1 of j By TWL Pole 100 It Monopole Site SITE #17, PORTLAND, OREGON Job No. 11746 Checked By Martin de la Rosa Design Number 96-1227 Date 7/24/96 Revision Number Date Owner Western Wireless/ Western PCS I Corp. Reference No. 95 ' - 6 " Design Specs.: EIA/TIA - 222 - E 1991 Load Cases; 80' -0" 77' -0' Case 1: Wind = 85 mph w/ 1/2" ice Simui. 70c0" PL 3/16 ' x 49' - 5 " (Est. Shaft Wt. = 1.86 Kips) 50' -0" Splice Length Min. = 36.0 in. Design = 40 in. Max = 45 In. PL 1/4. • x 49' -5" (Est. Shaft Wt. = 4.08 Kips) Case 2: Operational Wind = 50 mph, No Ice POLE SPECIFICATIONS Pole Shape Type: 12 -Sided Polygon Taper. 0.26571 in / ft Shaft Steel: ASTM A572 Grade 65 Base PL Steel: ASTM A633 GR. E (60 ksi) Anchor Bolts: 1118) ASTM A615 Grade 75 tQ EL ANTENNA LIST TOP 518'0 Lightning rod 1 -12 TOP (12) DB 978 TOP 10 FT Low profile plat( 13 -24 77' (12) DB 978 77' 10 FT Low profile pl 25 70' (1)HP -4' (6 GHz) 26 50' (1)HP -2' (6 GHz) AUG 231996 Step Bolts Full Height Antenna Feed Unes Run Inside Of Pole OREG AN 18.1°fse Renew Date Monopole meets the max. twist and sway requirements of 2.3 degrees for a 4' HP (6 GHz) microwave antenna at 50 mph. Shaft Sect 85 MPH WIND 50 MPH WIND EL Lateral Deflection (inches) Rotation (sway) (degrees) Lateral Deflection (Inches) Rotation (may) (degrees) TOP/95.6' 64.8 6.51 19.9 1.98 70' 33.3 5.06 10.3 1.55 Monopole meets the max. twist and sway requirements of 2.3 degrees for a 4' HP (6 GHz) microwave antenna at 50 mph. Shaft Sect Sect. Length ONO Plate 'thickness (In.) Lap Splice (feet) Diameter Across Fate (In. ) Top • Bottom 1 49.417 0.1875 3.333 __ . 12.000 25.131 2 49.417 0,2500 23.870 37.001 7—Base PL. 2.25 in X 50 in. Round W/ 8 Anchor Botts on 44.00 in. B.C. W/ Min 6' -0' Embedment into Pier (W/ Nut & Template PLO Bottom) Est. Base PL Wt ■ 1.25 Kips) UNFACTORED BASE REACTIONS MOMENT • 974 Ft -tops SHEAR - 14.7 EIVED AXIAL If . 15.3Cn TUKWILA. '17 Est Shad + Bus PL Sti Wt - 7.20AP1 I1. 7 1998 1 1 1 1 J Fort Worth Tower, Inc. Problem: western Wireless (DES 96 -1227) - 85 MPH + 1/2" ICE (0 Design No: Wednesday, July 24, 1996 Pole Data No. of Sides : 12 Base Diameter. 37.00 " Base Reactions Case No. 1 Transverse Moment Mz Longitudinal Moment Mx Torque ( *) Axial Compression Transverse Shear, Sx ( *) Longitudinal Shear, Sz ( *) ( *) Forces not considered in Bolt Data = 1234 ft-kips = ft-kips = ft -kips = 19.2 kips = 18.4 kips = kips design Bolt Circle Diameter = 44. in Total Iz = 1,936. Total Ix = Rx Rz Eccentricity Tension Force Compression Force Min. Anchor Bolt Length Eff. Base Plate Width Min. Anchor Bolt Spacing Base Plate Fy (ksi): 36 Thickness: 2.75 1,936. Controlling Bolt Data Anchor Bolt Base Plate 22.00 0.00 3.50 168.27 170.67 50 60. 2.50 2.25 Use Base Plate : 2.25" x 50" dia. A572 -GR 60 Anchor Bolt: 8 - A.B. #18J [A615-75] x 7'- STD W/ 22.00 0.00 3.50 170.67 14.00 16.838 1 1 7 1 EIA -222 -E Monopole Load Calculations General Information: Ht to Top of Pole: Basic Wind Speed: Operational Wind: Load Factor. Design Loading: ice Wind Speed: Pole Geometry: Cellular Antenna Data FWT, In c. 1901 East Loop 820 South, Fat worth, Taos 76112 (817) 457-3060 FAX (817) 429.8010 Prepared by : TWL Date: 7/24/96 Design Number : 96 -1227 95.5 ft Site : 85 mph Customer : Westem Wireless 50 mph Monopole Height : 100 ft 1.25 City: 1/2" Ice Simultaneous w/ Basic Wind County: 85.0 mph State: OR.r• ' 12 -Sided Area Weight Area Weight Cable Cable Wt. Elev. ntenna fftA2) Ib w/ ice w/ ice uan . Roe flbMI L41 DB978H90 3.22• 7 3.80 22 .12 FOAM 1 -5/8" 1.04 97 DB978H90 3.22 7 3.80 22 '12 FOAM 1 -5/8" 1.04 77 Appurtenance Data Area Weight Area Weight Elevation Rem !IL"21 Mg yit ice Atka Quant. Ift}. 5/8" Diem. Lightning Rod (8') 0.6 12 1.4 19 1 104.00 12 ft Low Profile Platform 28 2225 31 3160 1 97 12 ft Low Profile Platform 28 2225 31 3160 1 77 Microwave Antenna Data Area r i Freauencv 1021 HP-4 6 12.57 HP -2 6 3.14 0.00323 0.00323 Weight Area Ca Weight i1121 w/ ice w/lce Vila a 170 13.1 0.00323 280 90 3.41 0.00323 128 Cable Cable Quanta Lam MA/f11 1 FOAM 1 -5/8" 1.04 1 FOAM 1 -5/8" 1.04 Elev.: ita 70 1 1 i 7 1 t J • Calculations Velocity Pressure Coefficient = 0.00256 Gust Factor = 1.69 rnrce Coefficient = 1.027 12 -Sided OLF = 1.25 Only Ice Wind OLF = 1.25 Simultaneous ice Wind 85 mph OLF 1.25 OLF = 1.00 Operational Wind 50 mph OLF 1.00 Cellular Antennas Quent, glev.(R.) Wt.(Ib) Wind Force(Ibl Wt.(Ibl Wind Forccetibl 2425 2270 Cable Wt. (Ile Wt,(Ib1 Wind Force(Ib), Cable Wt.(Ib) DB978H90 DB978H90 12 12 97 77 330 330 1513 1201 014 ' 84 569 532 1211 961 rtenances Quant, EIev.(R.) Wt.(Ib1 Wind Force(lb) Wt,(Ib) Wind Forcellbl 76 1648 1543 Wt.(Ibl 12 2225 2225 Wind Forcellb), 518" Diam. Lightning Rod 12 ft Low Profile Platform 12 R Low Profile Platform 1 1 1 104 97 77 24 3950 3950 9 412 386 Microwave Antennas Gwent, gIev,(ft.1 70 50 Wt.(Ib1 Wind Force(Ibl Wt.(Ib) Wind Force(Ibl 801 189 Cable Wt.(Ibl 91 65 Wt.(Ibl 170 90 Wind Fonx(Ibl . Cable Wt.(ib). HP-4 HP -2 1 1 350 180 213 48 73 52 1 .1 1 J 1 7 1 1 J Monopole Load Summarv, Elev. (ft.) Vertical Horizontal Load (Ib) Load (ib) Elev. (ft.) Vertical Horizontal Load (Ib) Load (Ib) Vertical Horizontal Load (Ib) Load (Ib) 104 24 . f Loading: Wind Pressure = 85 mph Wind w/ 1/2" Ice 48.42 psf OLF = 1.25 Elev. (ft.) Vertical Load (Ib) Horizontal Load (Ib) _ Elev. (ft.) Vertical Horizontal Load (Ib) Load (Ib) 104 24 . 76 9 97 5793 4073 3520 981 77 5481 3813 77 3270 70 441 801 70 50 225 189 Loading: ' Wind Pressure = 50 mph Operational Wind 13.40 psf OLF r 1.00 t Elev. (ft.) Vertical Load (Ib) Horizontal Load (Ib) Sway Limit (Degr.) Elev. (ft.) Vertical Horizontal Sway Limit Load (Ib) Load (Ib) (Degr.) 104 12 9 97 4635 97 3520 981 77 4385 3050 77 3270 918 353 640 70 243 213 2.30 50 142 48 4.60 Loading: Wind Pressure = 86 mph Wind wl 1/2" Ice 38.73 psf OLF = 1.00 Elev. (ft.) Vertical Load (Ib) Horizontal Load (Ib) Elev. (ft.) Vertical Horizontal Load (Ib) Load (Ib) 104 19 61 97 4635 3258 77 4385 3050 70 353 640 50 180 151 Page 3 RECEIVED ' u' CCITY . APR A ? 1998 • • STEEL POLE ANALYSIS AND DESIGN - (C) Copyright A. H. PEYROT - 1987 • • Communication Poles - 1996 UT DATA FILE : 961227 LYSIS IDENTIFICATION : 100 FT MP ES (MONTH- DAY -YEAR) (HOUR:MIN:SEC) : western Wireless (DES 96 -1227) : 07 -24 -1996 : 10:34:28 rT PROPERTIES - 12 SIDED CROSS SECTION - TAPER (in /it) - 0.26571 DIST. DIST. POLE OUTER WALL AREA T- MOMF.INT L- MOMENT !DAD. FROM TOP FEATURE DIAM. THICK. INERTIA INERTIA (FT) (FT) (IN) (IN) (IN"2) (IN"4) (IN"4) D/t W/t STRESSES T- MOMENT L- MOMENT Fy Fa CAPACITY CAPACITY (KSI) (KSI) (FT -K) (FT-K) 95.500 0.000 90.500 5.000 55.500 10.000 80.500 15.000 77.000 18.500 12.000 23.500 10.000 25.500 ;5.000 30.500 (0.000 35.500 79.000 40.500 :0.000 45.500 9.416 46.084 6. 49.417 1.4... 54.417 6.083 59.417 1.083 64.417 6.083 69.417 1.083 74.417 6.083 79.417 1.083 84.417 8.083 89.417 L.083 94.417 1.000 95.500 1.001 95.501 Top 12.00 13.33 14.66 15.99 LLP -2 16.92 18.24 HP -1 18.78 20.10 21.43 22.76 HP -2 24.09 SPLICE -T 24.24 SPLICE -8 24.76 26.08 27.41 28.74 30.07 31.40 32.73 34.05 35.38 36.71 GRD LINE 37.00 37.00 0.1875 0.1875 0.1875 0.1875 0.1875 0.1875 0.1875 0.1875 0.1875 0.1875 0.1875 0.1875 0.2500 0.2500 0.2500 0.2500 0.2500 0.2500 0.2500 0.2500 0.2500 0.2500 0.2500 0.2500 7.1 127 127 0.00 14.47 7.9 175 175 0.00 16.37 8.7 234 234 0.00 18.27 9.5 304 304 0.00 20.16 10.1 361 361 0.00 21.49 10.9 454 454 0.00 23.39 11.2 496 496 0.00 24.15 12,0 610 610 0.00 26.05 12.8 740 740 0.00 27.95 13.6 888 888 0.00 29.85 14.4 1054 1054 0.00 31.75 14.5 1074 1074 0.00 31.97 19.7 1514 1514 0.00 23.85 20.8 1774 1774 0.00 25.28 21.8 2062 2062 0.00 26.70 22.9 2380 2380 0.00 28.12 24.0 2728 2728 0.00 29.55 25.0 3109 3109 0.00 30.97 26.1 3524 3524 0.00 32.40 27.2 3975 3975 0.00 33.82 28.2 4462 4462 0.00 35.24 29.3 4988 4988 0.00 36.67 29.5 5107 5107 0.00 36.98 29.5 5107 5107 0.00 36.98 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 63.1 62.9 65.0 65.0 65.0 65.0 65.0 63.9 62.5 61.1 59.7 58.3 58.0 58.0 115 115 142 142 173 173 206 206 231 231 270 270 286 286 329 329 374 374 422 422 460 460 465 465 663 663 737 737 815 815 897 897 983 983 1055 1055 1122 1122 1189 1189 1255 1255 1320 1320 1334 1334 1334 1334 OLE SHAFT (FT) - 95.501 INDIVIDUAL TUBES - STARTING FROM TOP (FT) SPLICES AT RASES OF TUBES (FT) INDIVIDUAL TUBES - (LES) 'WOMAN - FWT. INC. TUBE 1 TUBE 2 TUBE 3 TUBE 4 49.417 49.417 0.000 0.000 3.333 0.000 0.000 0.000 1860 4055 0 0 PAGE- 1 TOTAL WEIGHT OF POLE SHALT (LIS) TUBE 5 TUBE 6 198E 7 TORE 8 TORE 9 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 0 0 5915 TUB 10• 0.000 0.000 0 100 FT MP 1+ 1 1 1 1 1 1 • ARMS PROPERTIES ATTAC. ATTACHMENT POINT HORIZO. UPSWEEP LOCATION EST. WIND ARM POINT DISTANCE FROM PROD. ANGLE WEIGHT AREA NO. LABEL TOP (FT) GROUND (FT) (FT) (FT) (DEG) (LBS) (SF) 1 Top 0.000 95.500 0.00 8.50 0.0 0.0 0.0 2 Top 0.000 95.500 0.00 1.50 0.0 0.0 0.0 3 LLP -2 18.500 77.000 0.00 0.00 0.0 0.0 0.0 4 HP -1 25.500 70.000 0.00 0.00 0.0 0.0 0.0 5 HP -2 45.500 50.000 0.00 0.00 0.0 0.0 0.0 • •* LOAD CASE NO. 1 DESCRIPTION : 85 MPH + 1/2• ICE (OLF.1.25) •• COMPONENTS OF LOADS APPLIED AT ENDS OF ARMS LOADS AT TIP VERTICAL TRANSVERSE LONGITUDINAL OF ARM NUMB. (LBS) (LBS) (LAS) 1 24 76 0 2 5793 4073• 0 3 5481 3813 0 4 441 801 0 5 225 189 0 LOAD FACTOR FOR WEIGHT OF POLE 1.25 TRANSVERSE WIND PRESSURE ON POLE x DRAG COEFF. (PSF) . 48.42 LONGITUDINAL WIND PRESSURE x DRAG COEFF. (PSF) - 0.00 OROUNDLINE ROTATION - TRANSVERSE (DEG) - 0.00 GROUNDLINE ROTATION - LONGITUDINAL (DEG) • 0.00 LOADS REDUCED AT SHAFT CENTER LINE - -- SHAFT MOMENTS FROM ANALYSIS FINAL SEC D.BELOW POLE CONCENTRATED FORCES CONCENTRATED MOMENTS PRIMARY MOMENTS FINAL MOMENTS transverse NO. TOP FEATURE VERTI. TRANS. MCI. TORSION TRANS. LONGI TRANS. L0980. TRANS. LONG. TORQUE dell. rot. (FT) (LBS) (LBS) (LIS) IFT -LB) (FT -LS) (FT -LS) (FT -K) .(FT -K) (FT-K) (FT -K) (FT -K) (IN) (deg) 1 0.000 Top 5977 4404 0 0 6756 0 7. 0. 7. 0. 0.0 82.6 8.32 - 2 5.000 177 262 0 0 0 0 29. 0. 33. 0. 0.0 74.0 8.15 3 10.000 194 309 0 0 0 0 52. 0. 60. 0. 0.0 65.6 7.83 4 15.000 146 232 0 0 0 0 77. 0. 89. 0. 0.0 57.7 7.44 5 18.500 LLP -2 5704 4168 0 0 0 '0 95. 0. 110. 0. 0.0 52.3 7.14 6 23.500 94 149 0 0 0 0 142. 0. 164. 0. 0.0 45.1 6.66 7 25.500 HP -1 688 1193 0 0 0 0 162. 0. 186. 0. 0.0 42.4 6.45 8 30.500 264 419 0 0 . 0 0 215. 0. 246. 0.. 0.0 39.9 5.90 9 35.500 281 446 0 0 0 0 271. 0. 308. 0. 0.0 30.1 5.31 10 40.500 298 473 0 0 .0 0 329. 0. 372. 0. 0.0 24.8 4.72 11 45.500 1iP -2 261 246 0 0 0 0 389. 0. 438. 0. 0.0 20.2 4.12 12 46.084 SPLICE -T 242 329 0 0 0 0 397. 0. 445. 0. 0.0 19.7 4.06 STEEL POLE PROGRAM - FWT, INC. are OF Asap APR g 7 1998 .1 1 100 FT MP 13 49.417 SPLICE -B 14 54.417 15 59.417 16 64.417 17 69.417 18 74.417 19 79.417 20 84.417 21 89.417 22 94.417 23 95.500 GRD LINE 430 513 0 0 0 0 453 540 0 0 0 P 476 566 0 0 0 0 498 593 0 0 0 0 521 620 0 0 0 0 544 647 0 0 0 0 567 674 0 0 0 0 589 700 0 0 0 0 612 727 0 0 0 0 136 161 0 0 .0 0 0 0 0 0 0 0 DIST. FORCES SEC BELOW AXIAL SHEARS NO. TOP LOAD TRAN. LONG. ROT. (FT) (K) (K) (K) (DEG) 439. 505. 573. 644. 719. 796. 877. 961. 1048. 1140. 1159. P/A PT1 PT2 KSI KSI KSI Mc /I PT3 PT4 PT5 KSI KSI KSI STRESSES PT6 PT7 KSI KSI 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 491. 561. 633. 708. 785. 865. 948. 1034. 1122. 1214. 1234. 0. 0. 0. 0. o. 0. 0. 0. 0. 0. 0. 0.0 17.0 3.70 0.0 13.3 3.25 0.0 10.2 2.81 0.0 7.5 2.38 0.0 5.2 1.96 0.0 3.4 1.56 0.0 1.9 1.17 0.0 0.9 0.79 0.0 0.3 0.43 0.0 0.0 0.07 0.0 0.0 0.00 - VG /It- PT1 PT7 KSI KSI TORS --COMBINED - ALL. MAX. K5I KSI KSI 1 0.00 6.0 2 5.00 6.2 3 10.00 6.3 4 15.00 6.5 5 18.50 12.2 6 23.50 12.3 7 25.50 13.0 8 30.50 13.2 9 35.50 13.5 10 40.50 13.8 11 45.50 14.1 12 46.08 14.3 13 49.42 14.8 14 54.42 15.2 15 59.42 15.7 16 64.42 16.2 17 69.42 16.7 18 74.42 17.2 19 79.42 17.8 20 84.42 18.4 21 89.42 19.0 22 94.42 19.2 23 95.50 19.2 4.4 4.7 5.0 5.2 9.4 9.5 10.7 11.2 11.6 12.1 12.3 12.7 13.2 13.7 14.3 14.9 15.5 16.1 16.8 17.5 18.2 18.4 18.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ••• LOAD CASE NO. 2 DESCRIPTION : 50 MPH (OLF »1.0) •• 0.8 0.8 0.7 0.7 1.2 1.1 1.2 1.1 1.1 1.0 1.0 1.0 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.6 3.8 15.0 22.7 28.1 31.0 39.6 42.3 48.8 53.6 57.3 60.0 60.3 48.1 49.5 50.5 51.3 51.9 52.4 52.8 53.1 53.4 53.6 53.6 3.8 15.0 22.7 28.1 31.0 39.6 42.3 48.8 53.6 57.3 60.0 60.3 48.1 49.5 50.5 51.3 51.9 52.4 52.8 53.1 53.4 53.6 53.6 3.3 13.0 19.7 24.4 26.8 34.3 36.6 42.2 46.4 49.6 52.0 52.2 41.7 42.9 43.7 44.4 45.0 45.4 45.7 46.0 46.2 46.4 46.4 2.8 11.0 16.6 20.6 22.7 29.0 31.0 35.7 39.2 41.9 43.9 44.1 35.2 36.2 37.0 37.6 38.0 38.4 38.7 1.9 7.5 11.3 14.1 15.5 19.8 21.1 24.4 26.8 28.6 30.0 30.2 24.1 24.7 25.3 25.7 26.0 26,2 26.4 38.9 26.6 39.1 26.7 39.2 26.8 39.3 26.8 1.0 4.0 6.1 7.5 8.3 10.6 11.3 13.1 14.4 15.3 16.1 16.2 12.9 13.3 13.5 13.8 13.9 14.0 14.2 14.2 14.3 14.4 14.4 COMPONENTS OF LOADS APPLIED AT ENDS OF ARMS LOADS AT TIP VERTICAL TRANSVERSE LONGITUDINAL OF ARM NUMB. (LBS) (LSS) (LBS) STEEL POLE PROGRAM - FWT. INC. 1 2 12 3520 9 981 PAGE - 0 0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 1.2 0.1 1.2 0.1 1.1 0.1 1.1 0.1 1.8 0.1 1.7 0.1 1.9 0.1 1.8 0.1 1.8 0.1 1.7 0.1 1.7 0.1 1.7 0.1 1.3 0.1 1.3 0.1 1.3 0.1 1.3 0.1 1.3 0.1 1.3 0.1 1.3 0.1 1.3 0.1 1.3 0.0 1.2 0.0 1.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 65.00 4.69 65.00 15.78 65.00 23.42 65.00 28.83 65.00 32.22 65.00 40.72 65.00 43.46 65.00 49.87 65.00 54.66 64.99 58.28 63.13 61.01 62.91 61.30 65.00 48.89 65.00 50.22 65.00 51.24 65.00 52.03 65.00 52.64 63.89 53.13 62.49 53.51 61.10 53.82 59.70 54.07 58.31 54.26 58.00 54.28 MAX. USAGE AT 8 PT. 7 2 24 2 36 2 44 2 50 2 63 2 67 2 77 2 84 2 90 2 97 2 97 2 75 2 77 2 79 2 80 2 81 2 83 2 Of 2 81 2 91 2 93 2 94 2 RECENEE CITY OF TUKWILA APR 7 1998 1 1 i 1 1 1 1 I 1 1 100 FT MP SEC D.BELOW NO. TOP (FT) 3 4 5 3270 243 142 918 213 48 LOAD FACTOR FOR WEIGHT OF POLE TRANSVERSE WIND PRESSURE ON POLE x DRAG COEFP. LONGITUDINAL WIND PRESSURE x DRAG COEFF. GROUNDLINE ROTATION - TRANSVERSE GROUNDLINE ROTATION - LONGITUDINAL 0 0 0 • 1.00 (PSF) - 13.40 (PSF) - 0.00 (DEG) - 0.00 (DEG) ■ 0.00 LOADS REDUCED AT SHAFT CENTER LINE-- - POLE CONCENTRATED FORCES CONCENTRATED MOMENTS FEATURE VERTI. TRANS. LONGI. TORSION TRANS. LONGI (LBS) (LDS) (LSS) (FT -LB) (FT -LB) (FT-LE) SHAFT MOMENTS FROMINALYSIS PRIMARY MOMENTS FSNAL;MOMENTS TRANS. LANG. TRANS. LONG. (FT -K) (FT -K) (FT -K) (FT -K) FINAL transverse TORQUE deft. rot. (FT -K) (IN) (deg) 1 0.000 Top 2 5.000 3 10.000 4 15.000 5 18.500 LLP -2 6 23.500 7 25.500 NP -1 8 30.500 9 35.500 10 40.500 11 45.500 HP -2 12 46.084 SPLICE -T 13 49.417 SPLICE-0 14 54.417 15 59.417 16 64.417 17 69.417 18 74.417 19 79.417 20 84.417 21 89.417 22 94.417 23 95.500 GAD LINE DIST. FORCES 3660 1061 0 0 1548 0 142 78 0 0 0 0 155 86 0 0 0 0 117 64 0 0 0 0 3448 1016 0 0 0 0 75 41 0 0 0 0 440 322 0 0 0 0 211 116 0 0 0 0 225 123 0 0 0 0 238 131 0 0 0 0 171 64 0 0 0 0 194 91 0 0 0 0 344 142 0 0 0 0 362 149 0 0 0 0 381 157 0 0 0 0 399 164 0 0 0 0 417 172 0 0 0 0 43S 179 0 0 0 0 453 186 0 0 0 0 471 194 0 0 0 0 490 201 0 0 0 0 108 45 0 0 0 0 0 0 0 0 0 0 SEC BELOW AXIAL SHEARS NO. TOP LOAD TRAN. LONG. ROT. (FT) (K) (X) (K) (DEG) KSI 2. 0. 2. 0. 0.0 19.9 1,98 7. 0. 7. 0. 0.0 17.8 1.94 13. 0. 14. 0. 0.0 15.9 1.86 19. 0. 21. 0. 0.0 13.9 1.77 23. 0. 25. 0. 0.0 12.7 1.71 35. 0. 38. 0. 0.0 10.9 1.60 39. 0. 43. 0. 0.0 10.3 1.55 53. 0. 58. 0. 0.0 8.7 1.42 67. 0. 72. 0. 0.0 7.3 1.28 81. 0. 88. 0. 0.0 6.1 1.14 96. 0. 104. 0. 0.0 4.9 1.00 98. 0. 106. 0. 0.0 4.8 0.98 109. 0. 117. 0. 0.0 4.2 0.90 126. 0. 134. 0. 0.0 3.3 0.79 143. 0. 152. 0. 0.0 2.5 0.68 161. 0. 171. 0. 0.0 1.8 0.58 180. 0. 191. 0. 0.0 1.3 0.48 200. 0. 211. 0. 0.0 0.8 0.38 221. 0. 232. 0. 0.0 0.5 0.29 243. 0. 254. 0. 0.0 0.2 0.20 265. 0. 277. 0. 0.0 0.1 0.11 289. 0. 301. 0. 0.0 0.0 0.02 294. 0. 306. 0. 0.0 0.0 0.00 STRESSES P/A NC /I PT1 PT2 PT3 PT4 PTS PT6 PT7 KSI KSI XSI XSI KSI KSI KSI -- VQ /It- TORS --COMBINED- PT1 PT7 M. MAX. KSI KSI KSI KSI KSI 1 2 3 4 5 6 7 8 9 10 0.00 5.00 10.00 15.00 18.50 23.50 25.50 30.50 35.50 40.50 3.7 3.8 4.0 4.1 7.5 7.6 8.0 8.2 4.5 8.7 STEEL POLE PROGRAM 1.1 1.1 1.2 1.3 2.3 2.3 2.7 2.8 2.9 3.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0.5 0.5 0.5 0.4 0.7 0.7 0.7 0.7 0.7 0.6 0.9 3.4 5.2 6.5 7.2 9.2 9.8 11.4 12.6 13.5 0.9 3.4 5.2 6.5 7.2 9.2 9.8 11.4 12.6 13.5 0.8 3.0 4.5 5.6 6.2 7.9 8.5 9.9 10.9 11.7 0.6 2.5 3.8 4.7 S.2 6.7 7.2 8.3 9.2 9.9 0.4 1.7 2.6 3.2 3.6 4.6 4.9 5.7 6.3 6.8 FWT, INC. PAGE - 4 0.2 0.9 1.4 1.7 1.9 2.5 2.6 3.1 3.4 3.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.3 0.0 0.3 0.0 0.3 0.0 0.4 0.0 0.4 0.0 0.5 0.0 0.5 0.0 0.4 0.0 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 65.00 65.00 65.00 65.00 65.00 65.00 65.00 65.00 65.00 64.99 1.40 3.89 5.64 6.90 7.91 9.88 10.54 12.08 13.25 14.16 MAX. USAGE AT t PT. 2 2 6 2 9 2 11 2 12 2 15 2 16 2 19 2 20 2 22 2 RECEIVED CITY OF TUKW1 A APR 1 .7 1998 1 1 7 1 1 1 I 1 a .1 100 FT MP 11 45.50 8.9 3.1 0.0 12 46.08 9.1 3.2 0.0 13 49.42 9.4 3.3 0.0 14 54.42 9.8 3.5 0.0 15 59.42 10.2 3.6 0,0 16 64.42 10.6 3.8 0.0 17 69.42 11.0 4.0 0.0 18 74.42 11.4 4.2 0.0 19 79.42 11.9 4.3 0.0 20 84.42 12.3 4.5 0.0 21 89.42 12.8 4.7 0.0 22 94.42 12.9 4.8 0.0 23 95.50 12.9 4.8 0.0 ••• 0 0 0 0 0 0 0 0 0 0 0 0 0 0.6 0.6 0.5 0.5 0.S 0.5 0.5 0.5 0.5 0.5 0.5 0.4 0.4 14.2 14.3 11.5 11.8 12.2 12.4 12.6 12.8 12.9 13.1 13.2 13.3 13.3 LOAD CASE NO. 3 DESCRIPTION : 85 MPH + 1/2" ICE (OLF•1.0) 14.2 14.3 11.5 11.8 12.2 12.4 12.6 12.8 12.9 13.1 13.2 13.3 13.3 12.3 12.4 9.9 10.3 10.5 10.7 10.9 11.1 11.2 11.3 11.4 11.5 11.5 10.4 10.5 8.4 8.7 0.9 9.1 9.2 9.4 9.5 9.6 9.6 9.7 9.7 7.1 .7.2 5.7 5.9 6.1 6..2 6.3 6.4 6.5 6.5 6.6 6.6 6.6 3.8 3.8 3.1 3.2 3.3 3.3 3.4 3.4 3.5 3.5 3.5 3.6 3.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 •• COMPONENTS OF LOADS APPLIED AT ENDS OF ARMS LOADS AT TIP VERTICAL TRANSVERSE LONGITUDINAL OF ARM NUMB. (LES) (LBS) (LBS) 1. 2 3 4 5 19 4635 4385 353 180 61 3258 3050 640 151 LOAD FACTOR FOR WEIGHT OF POLE TRANSVERSE WIND PRESSURE ON POLE x DRAG COEFF. LONGITUDINAL WIND PRESSURE x DRAG COEFF. GROUNDLINE ROTATION - TRANSVERSE GROUNDLINE ROTATION - LONGITUDINAL SEC D.BELOW POLE N0. TOP FEATURE (FT) 0 0 0 0 0 1.00 (PSF) - 38.73 (PSF) - 0.00 (DEG) - 0.00 (DEG) - 0.00 LOADS REDUCED AT SHAFT CENTER LINE-- - CONCENTRATED FORCES CONCENTRATED MOMENTS VERTI. TRANS. LONOI. TORSION TRANS. 1ONAI (L88) (LBS) (LBS) (FT -LB) (FT -LB) (FT -L8) 0.0 0.4 0.0 0.4 0.0 0.3 0.0 0.3 0.0 0.3 0.0 0.3 0.0 0.3 0.0 0.3 0.0 0.3 0.0 0.3 0.0 0.3 0.0 0.3 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.D 0.0 0.0 63.13 62.91 65.00 65.00 65.00 65.00 65.00 63.89 62.49 61.10 59.70 58.31 58.00 SHAFT MOMENTS FROM ANALYSIS PRIMARY MOMENTS FINAL MOMENTS TRANS. LANG. TRANS. LONG. 14.87 14.95 11.95 12.32 12.62 12.86 13.06 13.23 13.38 13.51 13.63 13.72 13.73 24 24 18 19 19 20 20 21 21 22 23 24 24 2 • 2 2 2 2 2 2 2 2 2 2 2 2 FINAL transverse TORQUE dell. rot. (FT -K) (FT-10 (FT -K) (FT -K) (FT-K) (IN) (deg) 1 0.000 Top 2 5.000 3 10.000 4 15.000 5 18.500 LLP -2 6 23.500 7 25.500 HP -1• 8 30.500 9 35.500 10 40.500 11 45.500 HP -2 12 46.064 SPLICE -T 13 49.417 SPLICE -B 4782 3523 0 '0 5406 0 142 226 0 0 0 0 155 247 0 0 0 0 117 186 0 0 0 0 4563 3334 0 0 0 0 75 119 0 0 0 0 550 954 0 0 0 0 211 335 0 0 0 0 225 357 0 0 0 0 238 378 0 0 0 0 209 197 0 0 0 0 194 264 0 0 0 0 344 410 0 0 0 0 STEEL POLE PROGRAM - FWT. INC. PAGE - 5. 23. 42. 62. 76. 114. 129. 172. 217. 263. 312. 317. 351. 0. 0. 0. 0. 0. 0. 0. 0. o. 0. 0. o. 0. 5. 26. 47. 69. 86. 128. 145. 192. 241. 291. 342. 348. 384. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. o. 0. 0.0 64.8 4.51 0.0 58.1 6.37 0.0 51.5 6.12 0.0 45.3 5.82 0.0 41.1 5.59 0.0 35.4 5.22 0.0 33.3 5.06 0.0 28.2 4.62 0.0 23.6 4.17 0.0 19.5 3.70 0.0 15.9 3.24 0.0 15.5 3.19 0.0 13.4 2.91 RECEIVED crry OF TUKWILA APR 1 7 .1998 1 J 1 t a 1 I 1 100 FT MP 14 15 16 17 18 19 20 21 22 23 SEC N0. 54.417 59.417 64.417 69.417 74.417 79.417 84.417 89.417 94.417 95.500 GRD LINE DIST. BELOW TOP (FT) FORCES 362 432 0 0 0 0 381 453 0 0 0 o 399 475 0 0 0 0 417 496 0 0 0 0 435 517 0 0 0 0 453 539 0 0 0 0 471 560 0 0 0 0 490 582 0 0 0 0 108 129 0 0 0 0 0 0 0 0 0 0 AXIAL SHEARS P/A LOAD TRAN. YANG. ROT. PT1 PT2 (K) (X) (X) (DEG) KSI KSI KSI He /I 404. 0. 439. 0. 0.0 10.5 2.56 458. 0. 497. 0. 0.0 8.0 2.21 516. 0. 556. 0. 0.0 5.9 1.87 575. 0. 617. 0. 0.0 4.1 1.54 637. 0. 681. 0. 0.0 2.6 1.23 701. 0. 746. 0. 0.0 1.5 0.92 769. 0. 815. 0. 0.0 0.7 0.62 839. 0. 885. 0. 0.0 0.2 0.34 911. 0. 958. 0. 0.0 0.0 0.06 927. 0. 974. 0. 0.0 0.0 0.00 STRESSES PT3 PT4 9T5 PTE PT7 KSI KSI KSI KSI KSI -- VQ /IC- PT1 PT7 KSI KSI TORS --COMBINED - ALL. MAX. KSI KSI KSI 1 0.00 4.8 2 5.00 4.9 3 10.00 5.1 4 15.00 5.2 5 10.50 9.8 6 23.50 9.8 7 25.50 10.4 8 30.50 10.6 9 35.50 10.8 10 40.50 11.1 11 45.50 11.3 12 46.08 11.5 13 49.42 11.8 14 54.42 12.2 15 59.42 12.5 16 64.42 12.9 17 69.42 13.4 18 74.42 13.8 19 79.42 14.3 20 84.42 14.7 21 89.42 15.2 22 94.42 15.3 23 95.50 15.3 3.5 3.7 4.0 4.2 7.5 7.6 8.6 8.9 9.3 9.7 9.9 10.1 10.5 11.0 11.4 11.9 12.4 12.9 13.4 14.0 14.6 14.7 14.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.7 0.6 0.6 0.5 1.0 0.9 0.9 0.9 0.8 0.8 0.8 0.8 0.6 0.6 0.6 0.6 0.6 0.6 0.5 0.5 0.5 0.5 0.5 3.1 11.7 17.6 21.9 24.1 30.8 32.9 38.0 41.8 44.7 46.9 47.1 37.7 38.8 39.6 3.1 2.6 11.7 10.1 17.6 15.3 21.9 19.0 24.1 20.9 30.8 26.7 32.9 28.5 38.0 32.9 41.8 36.2 44.7 38.7 46.9 40.6 47.1 40.8 37.7 32.6 38.8 33.6 39.6 34.3 40.3 40.3 40.8 40.8 41.2 41.2 41.6 41.6 41.9 41.9 42.1 42.1 42.3 42.3 42.4 42.4 34.9 35.3 35.7 36.0 36.3 36.5 36.7 36.7 2.2 8.6 12.9 16.0 17.6 22.5 24.1 27.8 30.6 32.7 34.3 34.5 27.6 28.4 29.0 29.5 29.9 30.2 30.4 30.7 30.8 31.0 31.0 ••* OVERALL SUMMARY FOR ALL LOAD CASES USAGE - MIAXIMUM STRESS / ALLOWABLE STRESS (IN PERCENT) TUBE NO. LOAD CASE N0. SECT. NO. POINT N0. USAGE 1 1 12 2 97 2 1 23 2 94 STEEL POLE PROGRAM - FNT, INC. 1.5 0.8 5.8 3.1 8.8 4.7 10.9 5.9 12.1 6.5 15.4 8.3 16.5 8.8 19.0 10.2 20.9 11.2 22.3 12.0 23.5 12.6 23.6 12.6 18.8 10.1 19.4 10.4 19.8 10.6 20.1 10.8 20.4 10.9 20.6 11.1 20.8 11.1 20.9 11.2 21.1 11.3 21.2 11.3 21.2 11.3 PAGE 6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.9 0.9 0.9 1.5 1.4 1.5 1.5 1.4 1.4 1.3 1.4 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 65.00 3.76 65.00 12.32 65.00 18.23 65.00 22.43 65.00 25.08 65.00 31.71 65.00 33.84 65.00 38.87 65.00 42.65 64.99 45.51 63.13 47.71 62.91 47.94 65.00 38.26 65.00 39.34 65.00 40.19 65.00 40.85 65.00 41.37 63.89 41.80 62.49 42.14 61.10 42.42 59.70 42.66 58.31 42.85 58.00 42.88 MAX. USAGE AT t PT. 6 2 19 2 28 2 35 2 39 2 49 2 52 2 60 2 66 2 70 2 76 2 76 2 59 2 61 2 62 2 63 2 64 2 65 2 67 2 69 2 71 2 73 2 74 2 RECEIVED CITY OF TUKWILA APR 1 7 1998 DEFLECTIONS and rotations AT TIP OF POLE FOR ALL LOAD CASES LOAD CASE NO. TRANS. defl, (in) LONG. deft. trans. rot. long.. rot. twist (deg) (deg) (deg) (in) 2 82.6 0.0 8.32 0.00 0.00 19.9 0.0 1.98 0.00 0.00 64.0 0.0 6.51 0.00 0.00 maximum base moment and forces - for load case no. moment shear axial (ft -kips) (kips) (kips) 1233.63 18.39 19.15, April 30, 1998 CM City of Tukwila Department of Community Development Daniel Nueske 3650 - 131st Avenue SE, #400 Bellevue, WA 98006 Dear Mr. Nueske: SUBJECT: CORRECTION LETTER #1 Development Permit Application Number MI98 -0068 Western Wireless 15820 Pacific Hy S John W. Rants, Mayor Steve Lancaster, Director This letter is to inform you of corrections that must be addressed before your application for development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed review comments from the Planning Department. At this time the Building Division, Public Works Department and the Fire Department have no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a Revision Sheet must accompany every resubmittal. have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions please contact me at the City of Tukwila Permit Center at (206) 431- 3671. Sincerely,' Brenda Holt Permit Technician Enclosures File: MI98 -0068 000 Southcenter Boulevard Suite #100 •. Tukwila, Washington, 98188 (206) 431.7367 .T001431 John W. Rants, Mayor Department of Community Development Steve Lancaster, Director r Planning Division Comments Date: April 21, 1998 File: MI98 -0068 Location: 15820 Pacific Hwy S. If you have any questions about the comments, please contact Michael Jenkins, Assistant Planner, at 431 -3670. 1. The height of the monopole is indicated at 120 feet. The Planning Commission, under L97 -0055, approved a 100 foot monopole for this location. Please change plans accordingly. A copy of the Notice of Decision issued following the Planning Commission hearing is attached. 6300 Southcenter Boulevard, Siulte #100 •' ;Tukwila; Waslilr(gton 98188:' F625-052.030 (8/97) DEPARTMENT OF LABOR AND INDUSTRIES REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL - REGISTRATION-NUMBER CCO1 BOWROCI061BS'09/01/1998 EFFECTIVE DATE ..91/10/1994 BOWRON CO INC, THE PO BOX 98867 SEATTLE WA 98198-8867 '