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Permit MI2000-149 - LEWIS & CLARK COLO / US WEST - ANTENNAS
LEWIS &CLARK COLOIUS WEST M12000-149 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: 222304 -9015 Address: 15820 TUKWILA INTERNATIONAL BL Suite No: Location: Category: NSFR Type: MISCPERM Zoning: Const Type: Gas /Elec.: Units: 001 Setbacks: North: Water: 125 Wetlands: Permit No: Status: Issued: Expires: MI2000 -149 ISSUED 08/24/2000 02/20/2001 Occupancy: THEATER UBC: 1997 Fire Protection: .0 South: .0 East: .0 West: .0 Sewer: VAL VUE Slopes: Y Streams: Contractor License No: AMERII *210CG OCCUPANT LEWIS & CLARK COLO /US WEST 15820 TUKWILA INT'L BL, TUKWILA, WA 98188 OWNER STERLING RECREATION ORG PO BOX 91723, BELLEVUE WA 98009 CONTACT MARK LORIO 450 110 AV NE #209, BELLEVUE, WA 98004 CONTRACTOR AMERICAN LINE BUILDERS 246 TUCANNON RD, DAYTON WA 99328 ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Permit Description: PLACING ANTENNAS ON EXISTING MONOPOLE WITH RADIO EQUIPMENT AT BASE. ****************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *; Construction Valuation: $ 60,000.00 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: Curb Cut /Access /Sidewalk /CSS: N Fire Loop Hydrant: N No: Size(in): .00 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Cut: Fill: 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 D E V E L O P M E N T PERMIT FEES: $ 1,055.96 * * * * * * * * * * * * * * * * * * { * * * * * * * * * * * 1* * * y* * * * * * y * * * 1* *J * * * * * * * * * * * * y * * * * * y * * * * * * * * * * * * * Daate: 3: 22i_ Qd__ Phone: Phone: (206) 455.8100 Phone: 425-451-6043 Permit Center Authorized Signature: OW _ ..a...•._.,.,.,._s_WSt 1 hereby certify that I have read and examined this permit and know the Name to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I um authorized to sign for and obtain this development perms Signature „��� c'''1. Date (0-4(10(.3 Print Name: Lk004, Laria. 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. CilY OF TU.lKW] Lf %cIdt 15620 620 TIJKW1LA ]NTE: RNA•F ZONAL E11. Permit. No: M1 2000 -14 g ui to: `tenant,: Status; x:SSIJEI) 'Type: MISCPERM Applied: 07/03/2000 wee, It: 222.304.9015 . Issued 08/24/2000 *** r**** * * * * *** * **k *k **k * * * * * * * **** *k* * *k * ** **** ** *k * * * * ** * * * *k ** * ** *k* ** *.: e rri t Conditions: 1.. No changes will be made to the plans unless approved by the Engineer and the 1'ukwi 1a Bui 1rlirig; f)1vig iori. construction to be:..dratt i ire$ .ctari for aric. e,, w i th approved plans and requirements: F~ `the Uniform Building' ode (1997 Fdit,ion) as amend d UniforM McChari.1Asa1 Coda (1}59'`l'.,Eri1tir,rI), erect Washington ,ft` 1t e En c. C(flie ( 199 ( Edition). , teal1d1ty of R. rmit . he t9 UaniThof ;i perm1r or epproVa1 of ,pr Say ,`. rilaris,. !Mead. t `rr�cl .cratitputat.iap9 ahaI1{ rev «.brf Gott- trued to 4.107a pet' m t Tone e u s�r� a far)r'caysril . „cif , sari y v;10100 r� c f dirty c)rit rie r•ov4 ioriP#-`of thi 1,11 1dirig c.ode::3 or Dire my > + i,. .. .. . ., 1� ore { k�. = H. gyp'? othe`,r: o d;1'tfiar,ra+i e)1' thrs' •jur1 id1c :tint, No permit r uaumlrtya`t'o . - ° 4i e ,fix if S R � .I • : give to v tolat.F•t-.otri' c;sanccsl ,t iirr, rirovi.iir`�rssi r rAhia' .. 'code . 11_ I Zia1id. :s M1w2 r. ; r All p �1 t4,,,r '1 =riapbct l ory "r�ecorc11 ,: . and approved p 1 ririt , s;h avail at,'the).jotr !Ji•t : pr1or" to the sstart, of rany ".c.rari s start �{ t stru ? ore ;,These docUmi nt.ss Aaitrs 1.o be .mo,`i ntl :l1 ned able' 0,11 f1ruii 1rtip cit1On ei p`'ovrnL 1a iJriarttrsrf tY 44 St �, M a .kn. 1 j�•tt t +.V } fry ;F.4.; j' 3 % � .w' CITY OF TI '.WILA Permit Center 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 (206) 431 -3670 Project Number, % `) Permit Number. , t11 i�"��-�`/ lam' 'CA 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: L e e e \r— C. ") ( W Les\ •,.S ;tee \es., Value of Constrj tion: `F'_ipo, 00a Site Address : I -�•� City State/Zip: • � .� • . • $ • 191iR Tax Parcel Number: o?dl3 QO IS y Property Owner: S4erlivw� e-`414y Phone: (t1,45-) liss- flap pp Street Address: J OG — 10 1.4-". 011.141. tJ - _ City Stat • ip: 1.•• Fax #: ( ) Contractor : Address: Phone: ( ) Street Address: sw _ to VII.. ! City State/Zi.: 11 0-- Fax 11: ( ) Architect: �� Phone: ((qS) G. e - F6,5'1 Street Address: City State/Zip: Fax #: (ytS'') 11A - OQli6 Engineer: t(O Phone: Nis ) 6laz • :(.S t Street Address: (.;, , City State/Zip: Fax #: (4 L ) .3i 3 •• wit •t(.. Contact Person: Phone: (tag ) N 51- ) Street Address: 4M -1 ll�'{.ry " Op a 4 te) 9 City St te/Zip: ?kkNvt I'ifws Fax #: (tt Lc) 'IS I - 6 310 =` :' r }'I fJ IECELLANEOUS PERMIT REVIEW AND APPROVAL REQUESTED: (TO NE FILLED OUT BY APPLICANT) Description of work to be done (please be specific): ,�.� a ��. ���.f A `�.% nw tp, IbkeN PA, D1"4.c5%t w% T..... b » G• Will there be storage of flammable/combustible hazardous material In the building? ❑ yes 'no chhlist of materials and store a location on se Jarnte 8 1/2 X 11 a er indicntin uantltles & Mnterlal S Data Sheets - •At�ta- tJ Above Ground Tanks Antennas/Satellite Dishes Bulkhead /Docks U Commercial Reroof ❑ Demolition ❑ Fence ❑ Manufactured Mousin •Roplacenient only ❑ Parkin Lots C3 Retainln Walls ❑ Temporary Facilities LI Tree Guilin, eY, APPLICANT RE • UEST FOR MISCELLANEOUS PUBLIC WORKS PERMITS Curb cut/Accoss/Sidowalk ■ Fire Loop/Hydrant (main to vault)N:._ Size(s): ❑ Land Altering: 0 Cut _cubic yards 0 FIII_cublc yards 0 sq. ft,grading/ciearing ❑ Sanitary Side Sower N: ❑ Sewer Main Extension 0 Private 0 Public ❑ Street Uso ❑ Water Main Extension 0 Private 0 Public Size(s): 0 Deduct 0 Water Only Sizo(s): —, Size(s): Est. quantity: _, gal Moving Oversized Load /Mauling Channelization/Striping ❑ Flood Control Zone ❑ Landscape Irrigation ❑ Storm Drainage ❑ Water Meter /Exempt # ❑ Water Meter /Permanent # ❑ Water Meter Temp ❑ Miscellaneous `MONTH 415 RV /GEEBILLINGS:aTOa ` ' epte • Date app scat'. • •xpir a Applic. Name: N A 1 City /State/Zip: 0 Metro Phone: ' 0 Standby Address: 0 Water 0 Sewer WATER; ETEWDEROSIT/REFUND'8ILLINC. Name: IJ (04 Address: Phone: City /Sta e/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 apitlo epte • Date app scat'. • •xpir a Applic. • . . n by: (initials) 9/9/99 ndscpnit.doc 1 APP1.I(A [IONS MUS 1 BL SUBMIT > ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN ■; > BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED 3' > ARCHITECTURAL DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED ARCHITECT > STRUCTURAL CALCULATIONS AND DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED STRUCTURAL ENGINEER • CIVIL/SITE PLAN DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED CIVIL ENGINEER (P.E.) ❑ '(itL\UI AI'I'I I( AIION ANI) RI(1UIRI1) ( lit( KI I' IS I()K Above•.Ground Tanks /Water Tanks - Supported: directly upon grade exceeding 5 000 gallons and -a ratio of height to diameter or width which . 'exceeds'•2i1 PI 10,111 RI VIM Submit checklist :No 'M'9 t ;;'• ` � ' '` : '. Phone: ( 412 5 )'1S I - 6:d' ( g i. Antennas /Satellite Dishes:, Submit checklist'; ' '.;''1 r L m u'r� Bulkhead /Dock•i, �' • l . I'• ..y .. F, 't, . .. .. ..... � •tf•il. f�. :. Submit ch`ecklist,r `iNor "i�d[('$r it r' ;x � i • 4•M4(p-•. 3iY.. -[..� 4-t �� 11U IA�� -e �.i�' 2r ❑ Commercial Reroof , t 1 � Submit checklist ;Nos + - v�'tt'4r' , *q{ f5 t • r a ctNl �u , ❑ i.Deimiolit,on °' ! Submit chetklittr.} #No , , Fence = Over 6" feet,in Height. ,, .Subriiit:checklist; No: M 91, ❑ .Land Altering/Grading/Pretoads t' • Submit checklist • ANo :.;M =2 ❑ :Miscellaneous.Public Works Permits ' . Submit checklist,'. No :�H`9,Y ❑ 'Manufactured Hbusingi(RED'INSIGNIA ONLY): , +';r • 3 • 4Subniitchecklist ; No3v4;,ly115) 1 ❑ Moving'OverslredLoad/Hatiling n • • r y J ...': a . ;. � • Submit hecklist 1 JM r • • ; i t Parking Lots ,1,1 .1, Subenit checklist No; ;; Retaining•Walls - Over,4-feet,in height. � 'Submit checklist', No; :!M -1 rr . ,. .. :t' t'�4:1:1..3 ,irY....t ttk� -7 ❑ .Temporary Facilitles I j ' : Subrriit checkiisttt:I No: z "Mj�i' r . Tree(CUtting r f- , , Submit checklist : No>° M,21:4 ' � , I; /## Y ' ❑ Current 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 H4, "Affidavit in Lieu of Contractor Registration ". BOO apwnerr /Authorized ieht.'if the applicant is licons ' by tlie��Statfl Of;Wash ngton, a otier� K htlie owner,registereePArdhltoctlen Iiieerj' notarized'lettor�(om'; a property,own Q� authorizing tloagent I tdtsu pormlt application and:`obtaln`th ermlt'wlll =bra required aipart 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 ...;,, UTHORIZED AGENTi .. : ''v>`i ' X! <:'if';'t "e' a Signature; mat - Phone: ( 412 5 )'1S I - 6:d' ( g i. Date: 7, l oa Print name: r L m u'r� Fax #: (■ 2 S ) 4 S) -6316 Address: H�U �� 11U IA�� -e �.i�' 2r 1CIty /State/Zip: be1'leuue t.—.7A q enact 9/9/99 miscpnU.dac z, r,� y X *� rnem fry t,. * * * * * **4** ******* *fit ** * * * * ** CITY 1`.UKWILA, WA *i * * * * * * * * * * * * * * * * * * * * * ** **********4************* MOO Li 9 * * * * * * * * * * * * * * * * * * * * * * * ** + OP ''40th * * * * * * * ** TRANSMIT * * * * * * * * ** TRANSMIT:. Number: E 980034! ;Amount: Pa meilti Method: CHICK Ncft#ttlort: US WEST 1ri91.,: WER '., Permit. No: M12000 -149 Type: MXSCPE:RM MISCELLANEOUS PERMIT Parc:o 1 No: 222304-9015 Site Address: 15820 1UKW1I.A 1N1I RNATTONAL. Hl. • "fotit1 Fees: 1,055.95 Th l ys Payment, 500.00 Total ALL Pmts: 914.21 Balance: 141.75 ******* r************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Account Code Description Amount 000/322.100 BUILDING - RES 500.00. 500.00 08/24/00 09:25 r•N r:... r - r:w r w * *. *W ** * ****4 'ilow4-00,ittiootAiiiitia * *' * * * * * * * * * * * * * * ** *fir * * * * * * * * * * * * * * * * * **J*k*** r* * * ***** **** GxIY`'Or 1IUKWILA, WA, 2,000 i 9 CD TRANSMIT *****0******************* * * * * * * ** *fir * *( * * * * ** * * * * * * * * * * * * ** TRANSMIT Number: R9800347 Amount: ' 141.75 08/24/00 09:26 IPaymd :t Method: CHECK Notat i cin: US WSET Ini t: WER r ✓ if' Iu r. w M M%v Permit No: MI2000.149 Type: MI SCPERM M1 SCEL LANEOUS PERMIT Parcel No: 222304-9015 -Site Address.: 15820 TUKWILA INTERNATIONAL OL. Total Pees: 1,055.96 -,ThIa Payment 141.75 Total ALL Pmts: 1,055.9E Balance .00 *************** * * * * * * * * * * * * * * * * * * *Ar** * * * * * * ** *fir ** * * * * ** *eft * ** * * ** Adcounb Coda Doaorlptlon Amount 000/322.100 BUrL0ING - RES 137.25 000/386.904 STATE:BUIL)XNG SURCHARGE 4.50 44 #4. * *444A *AA 44 * *4 iMtA'*AA ** * *kiikAit A *A44 *Ak4h*A•, kklitAkAA0k 1 RAP1KMX1 AiAileir 41 4411tA,AkOnA: pia * 4 * * *A *144* **,i * *A ** /tA*A44.41th A�+kA ** MIT NtRmbtrt R9000311 Amount: 414.21 07,03/0O 10:44 If`` lent:'= Methods CHECK Notation: t3CRRY STEWAIRT Xnii,i• TLli .. a+ .i;Ir,:c.+M,NS.+`..s.►ar.r,•.r .w., ., .a +•w r. t +a.. .... ... • -.r.. . 4• .. s.•� Pormi t Not MI2 00- 14th Type: MI13t'PERM MIfl+.1 1.LANI=OUS PERMIT Parcel Nos 222304-9015 i Addr,idt 150200 'TUKWILA X11f EfNAT1UN 1L pL Total reaus 1,Obti.96 Thiu •l'ayiant 414.21 Total ALL Pitts* 414.21 UHIanaas 641.70 + ta*61,4*,;* 4*****A***'*+ A*** * *4*A* * *4* *aAkAhAkAi+A *AiA *1' ksookkA 4* * *4* * flOcclunt Code • t}o.i4 ;r I pt i on Amount. 000/345.030 PLAN CHICK .. ItEi3 414.21 a .r w+r+..N.AyI'►S • .MJ r. +M...i.w �t.pr. MM..►: s.1. W ►r H.e.. o . .�e NS,.I..s*.a •.w . - 1.s lir 4.w .•.. r..N$t wr •..M •.watt ►670 07/06 ,97.7 TOTAL 4 2 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 1 INSPECTION RECOki) Retain a copy with permit PERMIT NO Project: f W Type inspe !ion: 'G Address: 6. do At / • Date ca le • ,ire. " 1 461101111 Special instructions: ! C/ p 02 'am /C ,4(J?tYc 'G,' /i va/ 5v % C°"j' Mg° t4) )4- e .1'14)(4/k - Date want +: a.m. +.m. Req st : .� Phone: jj Approved per applicable codes. Corrections required prior to approval. COMMENTS: CD $47.00 REINSPECTIO i E REQUIRED. Prior to inspection, fee must ' e paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reins +ection. thwi October 25, 2000 0 -91 M- 13653 -P r � 3 .J 2000 DEVCLOPIVIENT QUEST (U S WEST Wireless) 450 - -110'" Avenue N.E., Room 209 Bellevue, Washington 98004 Attention: Mr. Jack Dittmer, Construction Manager Subject: Final Summary of Special Inspections QUEST— SEA 440 15820 Pacific Highway S. Tukwila, Washingto Building Permit No. Dear Mr. Dittmer AMEC Earth & Environmental, Inc. (AMEC), formerly known AGRA, respectfully submits this final summary of special Inspection services for the referenced project. Our services were performed as requested and scheduled by American Line Builders, Daily Field Reports of our inspection were prepared at the time our services were provided. Our Daily Field Reports, which are attached, form the basis for this final summary letter. AMEC performed special Inspection services for reinforced concrete for an equipment pad slab on- grade. We observed that the reinforcing steel and placement of concrete conformed to the approved plans and specifications, All concrete samples collected during construction met or exceeded the specified 28 -day compressive strength requirements. AMEC Earth & Environmental, Inc. 11335 N.E. 1224 Way, Suite 100 Kirkland, Washington USA 98034 Tel (425) 8204669 Fax (425) 8213914 www.amec.com 1U IRK 4ANp_MAIMVOI1'•SHARED\WORDPROC\ Pr01KI0130001‘13653 U 5 WEST WirelesSUA 440 0% ameca QUEST (U S WEST) October 25, 2000 0.91 M•13653.P Page 2 In our opinion, the work which was inspected and referenced above was performed in general conformance with the approved plans, If you have questions or require additional information, please call at your convenience. Sincerely, AMEC Earth & Environmental, Inc. Neal M. Jacq es, P.E. Project Manager A I an (Ken) S. Sahli P.E. Associate NMJ /KSS /Jdp Attachments: Dally Field Report No. 1 Compression Test Results (1) cc: /012-3--/0-11 EXPIRES 12/10/ o t,,, American Line Builders Attn: Dan Hltchman City of Tukwila Building Department Attn: Permit No. MI 2000149 MRAMO„ MAINW0414HARED ►WOROPROO,Prgscts►t500901303 U 5 WEST Wite44 s4SEA 440 ON Report of Compression Test Results Client: US WEST WIRELESS, L.L.C. 450110TH AVE NE, ROOM 209 BELLEVUE, WA 90004 Attn: MMTHEW COLLINS Specimen Type: CONCRETE AaTM•C29 Mix and Mold Data Cast Date: 10/10/2000 Placement: EQUIPMENT SLAB S.W. CORNER OF PROJECT. Strength (f'o): Mix ID: Supplier: Load 0: Truck 0: Ticket 0: Plant 0: Batch Slas: Water: Admixture: Time Batch Time: Sample Time: Finish Time: Required : 2000 pal G 28 Days 340143 CADMAN 228 104209 4 Y08 • 3 :25 3 :35 Teat Result ID 0 SID Date Recd T Date ted (g s 8487 A 10/11/2000 10/17/2000 7 8 10/11 /2000 28 c 10/11/2000 28 0 10/11/2000 Report Date: Project 0: Project Name: Project Address: Building Permit: Project Mgr: Architect: Engineer: PO Number: arnec' October 25, 2000 0-91M-13653.P US WEST WIRELESS SEA 440 15820 PACIFIC HIGHWAY N/A KEN SAHI N/A N/A N/A Contractor: Inspector: TRACY WATSON Slump (Inches) ASTM C.143: Air Content ( %) ASTM 0431: Unit Weight (pcf) ASTM C•138: Concrete Temp. ('F): Ambient Temp. ('F): Weather: WA Remarks: REFERENCE REPORT 01, SET 1. DAM N/A N/A N/A N/A N/A Actual Nominal Area Compressive Strength Irk. Type/ % of Specimen Ile (eq in) (lbe) (pal) Cure Req'd 8x12x0 28,27 108220 freak Types — (Cn) Cone, (Cep) Cone .Split, (Oh) Cone Shear, ($h) Shear, (Co) Columnar Reviewed By giaidiugen Client: Yes Producer: Yes Others: 3700 C8H HOLD 188% AGRA ENGINEERING GLOSAL SOLUTIONS 11335 ME. 122"' Way, Suite 100 Tel (425) 520.4669 Kirkland, Washington 95034 Fax (425) 5214914 DAILY FIELD REPORT 731. c) /%-�� �• �i ti Lf".��� /5`03 O oec : /4/..).S. CUEUT PIP- 13a-.�P PERMIT NO. fitiOaloy 4-11 WEATHER AAL ENGINE /cc REPORT NO. DATE PAGE (includes AM RaOats) Of AGRA PROJECT MANAGENPHONE N0. r► ,tw INSPECTION ' Q RE•NIsPECTWN ' COMMENTS .4)91=1411ffill , . / / • • -+ Al IV — -, .., MOP � , �•_ is _ _ /1/ .. . 4 % Ca.w4 .14:41 ..r. _ J eis a xf_as. .....ki.c...., .._. , 4 Al a i*I2' 42C,•*•eiCAIAL. SAMPLES OBTAINED NOJSIZE/TYPE SUMMARY To the best of our knowledge, all items Inspected as noted above were tales 0 Preliminary Observations and specatIOns. 0 No 0 f)eficlency Corrected Report No. In gene ral ce with the approved plans cifi , i; FIE • REPRESENTATIVE REVIEWED BY THIS 1 T IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING REVIEW BY OUR PROJECT MANAGER This report Is provided solely for the information of our client. This report is not Intended to be transmitted to a third party by any means, except In full, without written permission of AGRA Earth and Environmental, Inc. A019072 (Riau 609) AGRA ENGINEERING GLOSAL SOLUTIONS 11335 N.E. 122"' Way, Suite 100 Tel (425) 820.4889 Kirkland, Washington 98034 Fax (425) 821.3914 TEST REPORT • RET ' • - • GROUT ASTM C -1019 MORTAR (TYPE ) CMU (TYPE, ) PRISM UBC 21 -17 SHOTCRETE ACI SOS R OTHER ASTM C -7.0 ASTM C -140 PROJE ' NAME 4 -1 c 5 4/0 PROJECT NO. . -9 - REPORT NO. I:fr:820 C, I C PAGE (magma lot Reports) 2.- o Z DATE 4 —2D • ," ISL . 6 FIELD DATA BATCH DATA SUPPLIER fn TYPE OF , MIX NUMBER ill onglIMMIll MOVE, WEIGHTS PER YARD DESIGN r ACTUAL TICKET NUMBER BATCH SIZE, YD3 Wai. COARSE AGG. (LBS.) 7 1111 TOTAL PLACED OF • • COARSE AGM (LBS.) ;- - WATER AOOED, GALS. COARSE AGO. (LBS,) • ■ ALLOWABLE WATER, DALE ei FINE AGG. (LBS.) DRUM REVOLUTIONS _ r BATCH TIME AIR ENTRAINMENT SAMPLE TIME ADMIXTURE NO, i' .r FINISH TIME ADMIXTURE NO, 2 '`"'� -- SAMPLE AND TEST DATA SAMPLE SET OF I LABORATORY SET N LD, ka-r _____J SAMPLE LOCATION: S ■ / MA • _ �, .► t ✓ o$ (3/ a i Q. C,, DESIGN STRENGTH r..'..1� PSI 0 ,: DAYS 'TE " DATA SPECIFIED v ACTUAL TEST AGE (DAYS) ,� ` -• SLUMP (ASTM C•143) SPECIMEN (NO/SIZE/TYPE) AIR CONT. (ASTM C•1730231) DATE SAMPLED / • a, al, AMBIENT TEMP 'F SAMPLE TEMP, (ASTM C•1084) .�._.._ _._.._� DATE RECEIVED CURING CONDITIONS . UNIT WEIGHT (ASTM C•138) HIGH/LOW TEMPERATURES YIELD (ASTM C•138) 'INN pProplMm Is *Weft H AtNro11 from Mom kdkNN SAMPLE STORAGE LOCATION AND COMMENTS Ai.e CC .atF'_ 4_ FIEL ' REPRESENTA IVE RE ED BY THI - IS CONSIDERED PRELIMINARY AND SUBJECT TO CHANGE PENDING ' EVIEW BY OUR PROJECT MANAGER This report is provided solely for the information of our client. This report 1s not intended to be transmitted to a third party by any means, except in full, without written permission of AGRA Earth and Environmental, Inc. AG1ZITS Am sf e) PETERSON STREHLE MARTINSON. INC. CONSULTING ENGINEERS IAMBS C.PRTERSON STENIHN C. STREHLR RONALD E. MARTINSON Page 1 COMMUNICATIONS MONOPOLE FOUNDATION Structural Calculations For: US West Wireless SEA 440B LEWIS & CLARK 15820 PACIFIC HWY 80. SEA-TAC, WA PSM JOB # 20298 B P FILE COPY I I Indorstand that the Plan Checr k.14 . • •• •!. 4111.4114kM5.01e0641444.6. Cs■ Oi • .1 1 " •• e RECEIVED CITY OF TUKWILA JUN 2 9 2000 PERMIT CENTER Juno 23, 2000 ,•vs M I woo-A- Mg 820 JOHN STREET PSMaPS244•ENGINEERS.COM PHONE 206.622-4580 SHATTLB, WA5HINOTON 98109-5129 FAX 206-622-0422 C;\MY DoculdliNTS‘sTitucTuRAL PROIECTS1ADAPTNONOPOLIWADAPMETTUROSTRUCTURAL CALC COVER SHT.DOC ,N,I PETERSON .iTREHLE JJIARTINSON, INC. CONSULTING ENGINEERS /MAUI C.PISTR1sON STEVEN C. STREHLR RONALD E. MARTINSON Pao! June 23, 2000 PSM Job No. 20298 Ref: 1. Uniform Building Code 1997 2. EIA/TIA 222-E Structural Standards for Steel Antennas Towers and Antenna Support Structures 3. Geotechnical Report, W-WA98-1012-1 by ADaPT Engineering, Inc. dated April 30, 1998, Subject: US West Wireless Communications Monopole Site Name: Lewis & Clark Located at 15820 Pacific Hwy So., Sea-Tac, WA Engineering drawings and structural calculations for the foundation of a 100-foot high steel communications Monopole, at subject location, are presented in Attachment 1. The design of the foundation has been based on the referenced standards. Design calculations for the foundation are provided. The foundation presented herein is a reinforced concrete pier and designed for EIA/TIA 80- mph with 1/2" ice build up. Limitations on addition of future antenna contained in the attached monopole structure analysis apply to this foundation. Attachment 2 is PSM, Inc's report on the structure of the steel tower erected on the subject foundation Sincerely, Peterson Strehle Martinson, Inc. Steven C. Strehle, P,E. Eno: 1. Engineering Structural calculations 2. PSM, Inc Report June 23, 2000 EXPIRES 6/30 2001 820 JOHN STREET P3M@PSM•HNOINEEHS,COM PHONH 206.622.4580 SUATTLB,WAHHINOTON 98109.5129 FAX 206.622.0422 C:\t/IY DOCUMHNMSTRUCTURAL PROJHCIMADAPTMONOPOLOS\ADAPMETTHRSUAWIS & CLARKINTRO • 20298.DOC MM. ■ et Og PETERSON :1TREHLE MARTINSON, CONSULTING ENGINEERS JAMBS C.PtITDRION STEVEN C. STREHLR RONALD E. MARTINSON Pagd 1 of I ATTACHMENT 1 820 JOHN STRUT P3M@PSM•ENGINEEHS.COM SBATTIA, WASHINOTON 98109-5129 C:\MY DOCUMENTS PROJECTMADAPT1MONOPOLWATTACHMENT 2.DOC PHONg 206.622-4580 FAX 206.622-0422 PETERSON STREIILE MARTINSON, INC. Consulting Engineers 820 John Street Seattle, Washington 98109 Office 206 622.4500 / Fax 206) 622.0422 Shot /n 1 Data: JOB USWW SEA 1408 Lewis & Clark GATE_ Jun 28, 2000 BY JOP SUBJECT Foundation Design SHEET NO TabNlS4A— ALLOWABLE FOUNDATION AND LATERAL PRESSURE OF Class of Materials Allowable Foundation Pressure (ps Lateral erg Depth below N.G 120 ~ I Lateral Coefficient 0,7 , Slidding Resistance (psf) 130_- - 1. Massive Crystalline bedrock 2, Sedimentary and Idioted rock 2000 400 0,35 3. Sandy Gravel and 1 or gravel GW & GP 2000 200 0.35 4. Sandy, silty, cla_yey sandLsItY gravel 1500 150 0.25 and clayey gravel @SW,SPPSM,BC,GM,GC) 1000 100 t, Clay, sandy_claY,eiky clay and clayey ,silt (CL,ML,MH and CH) Applied LMerN force, P 12020.00 lb* Allowable lateral soii•bsering pressure, p 300.00 psf / R 4— per soils report from ADaPT 8• WA98. 1012.1 Diameter of round post, b 1.010 R Dist from ground surface to point of P, h 77,120 R Trial depth. "d" 20.000 R Are first 2' discarded, (y /n) Y Com Wong Aa oer UBC 1007 Bandon 1101.1.0.1 Noncorrstralned S, ■p "d" /3 2000.00 A • (2,34 P)/(81b) 2.557 Depth • d • (A/2)11 + (1+ (4,38h / A))°81 UBC (8.1) 10.001 ft Aq ■rtba /4 3421,19 In' Use 1/291 of steel reinfomenment 0.005 A,* 0,005 Al 17.11 (Minimum embedment) Volume • (114)rdl ?(Depth +1)127 17,158877 yd3 (ra; of grade w /rlo•oonslroint 5,60 ft Width PETERSON STREHLE MARTINSON, INC. CONSULTING ENGINEERS 820 John Street, Seattle, Washington 98109 OFFICE 200 022.4000 /FAX 200 0224422 PSM number ADaPT number Site address Tower manufacturer 08: USWW SEA 4408 Lewi!1 & Clark ATE: Jun 28, 2000 BY: JEW UBJECT: Foundation capacity 20296 S -WA96- 1012 -1 FDP 15620 Pacific Highway South, Sea -Tac, WA 100' FWT's POLE FOUNDATION LOAD CAPACITY Axial vertical downward load Depth, D Diameter, 8 Soil density A. Geotechnical "allowable" values End bearing Limiting point of resistance S. Side friction 15 kips 20 ft 5.5 ft 100 pcf 6.5 D/8 35 Tsf Allowable Skin Strata boundary, Friction Upper Lower TSF 0 2 0 2 9 0.03 9 20 0.4 Max 29.5 0.7 47.27 ksf 70.00 ksf Allowable Allowable Strata Skin Skin Vertical Surface Allowable Strata boundary Friction Friction distance Area friction Upper Lower TSF KSF timmison (tt) (kips) 0 2 0 0 2 34.56 0.00 2 9 0.03 0.06 7 120.95 7,26 9 20 0.4 0.8 11 190.07 152.05 Max C. End bearing Vertical load Less soil Less soil Less soil 29,5 Foundation friction resistance 159.31 Weight Area ki's (fll) ks Axial load Concrete 0 2 9 2 9 20 15,00 73.65 -6.91 -24.19 -38.01 23.76 0.631 23.76 3.100 23.76 -0.291 23.76 -1.018 23.76 -1,600 L : UBJECT: ATE: PETERSON STREHLE MARTINSON, INC. INC. CONSULTING ENGINEERS 820 John Street, Seattle, Washington 98109 OFFICE (201 6224660 / FAX (206) 6224422 PSM number: ADaPT number Site address Tower manufacturer USWW SEA 4408 Lewis & Clark Jun 26, 2000 BY: JBP Foundation capacity 20296 SMA96-1012.1 FOP 16620 Pacific Highway South, Sea-Tac, WA 100' FVVY's POLE D. Total pile resistance • Net end bearing (k) 19.54 Total uplift resistance (kips) Total downward load resistance Foundation friction resistance (kips) ksf (112) Allowable net end bearing 47.27273 23.75829 Total downward resistance (kips) Axial load' a. Unfactored monopole weight + Ice b. Unfactored tower (tower weight + ice O,M, / LVR)(1/Number legs) 0.822 232.96 159,31 1123.12 1282.43 PETERSON STttEHLE MARTINSON, INC. CONSULTING ENGINEERS 820 John Street, Seattle, Washington 98109 OFFICE 200 122.4610 / FAX 206 022 0422 Jog: USWW SEA 4408 Lewis & Clark DATE: Jun 26, 2000 BY: JBP SUBJECT: Pier applied forces Moment at top of pier, M° 935.40 k -ft Shear at top of pier, Qa 19.4 kips Concrete compressive strength, fa 4 ksi Pier Diameter, D 5.5 ft Pik length, L 20 ft Depth, z Constant of modulus (ft) of horizontal subgrade Start End nh (pci) 0 2 0 2 9 0 9 20 30 anroii Wong I ■ ,D4 164 9314202 1114 E • 33(Po x 1603)° 6 3834.264 ksl Depth, z Characteristic length Pile (ft) of soil -pki system Type Start End T • (El / nn)('/J) (In) L / T 0 2 2 9 234.84 1.02 Rigid 9 20 184.11 1,46 Rigid Depth, z (ft) Z ■z /T Start End Start End 0 2 2 9 0.10 0.46 9 20 0.88 1.46 PETERSON STREHLE MARTINSON, INC. CONSULTING ENGINEERS 820 John Street, Seattle, Washington 98109 OFFICE (201)1224M / FAX (200 022-0422 JOB: USWW SEA 440B Lewis & Clark DATE: Jun 26, 2000 BY: JBP SUBJECT; Pier applied forces Datum 2 = z / T Ax Bx xt(z) (In) No. Start End Start End Start End Start End 1 2.435 2.435 1.623 1,623 2 0.10 0.46 2.112 1.644 1.293 0.873 0.34974 0.24910 3 0.88 1.48 1.353 0.4625 0.642 0.0705 0.08181 0.01536 4 5 8 7 Datum Z a z / T Ag 80 02(z) No. Start End Start End Start End Start End 1 -1.623 -1.823 -1.75 -1.75 2 0.10 0.48 1.803 -1.503 -1,55 -1,253 - 0.001550 - 0.001308 3 0.66 1.46 -1.397 -0,817 -1.081 -0.418 - 0.000720 - 0.000317 4 5 8 7 Datum Z = z / T Am Bm Mt(z) (k -In) No. Start End Start End Start End Start End 1 0 0 1 1 2 0.10 0.48 0.198 0.459 0.999 0.978 11,978 12,723 3 0.88 1.48 0.595 0.759 0.939 0.841 12,141 9,238 4 5 8 7 Datum Z ■ z / T A„ By Vi(z) (kips) No. Start End Start End Start End Start End 1 1 1 0 0 2 0,10 0,48 0,958 0.784 -0.028 -0.137 14.340 5,981 3 048 1.48 0.585 - 0.1245 -0,226 - 0.4885 -5.884 - 33.949 4 5 8 7 PETERSON STREHLE MARTINSON, INC. CONSULTING ENGINEERS 820 John Street, Seattle, Washington 98109 OFFICE 210 0224000 / FAX 200 02241422 JOB: USWW SEA 440B Lewis & Clark DATE: Jun 28, 2000 BY: JBP SUBJECT: Pier applied forces Datum Z s z / T Ap Sp P'2(z) (ksi) No, Start End Start End Start End Start End 1 0 0 0 0 2 0,10 0.46 -0.422 -0.822 -0.259 -0.436 - 0.08219 - 0.14814 3 0,66 1.46 -0.947 -0.985 -0.449 -0.102 - 0,28176 - 0.11096. 4 S 6 7 4' 2 • Au Am Av Ap BA Bu - =v =p Z 0 2.435 -1.823 0 1 0 1.823 -1,75 0 0 0 0.1 2.273 -1.618 0.1 0.989 •0.227 1.453 -1.85 1 •0.007 -0.145 0,1 0.2 2.112 -1.603 0.198 0.956 -0.422 1.293 •1,55 0,999 -0.028 •0.259 0.2 0.3 1.952 -1.578 0.291 0.906 -0.586 1.143 •1,45 0.994 -0.058 •0,343 0,3 0,4 1.796 -1.545 0,379 0.84 •0.718 1.003 -1.351 0,987 •0.095 •0.401 0.4 0.5 1.844 -1.503 0,459 0.784 -0,822 0,873 -1.253 0,976 •0.137 •0.438 0.5 0,8 1.498 - 1.454 0,532 0.877 -0,897 0,752 -1.158 0,98 -0.181 -0.451 0.6 0.7 1.353 -1.397 0,595 0,585 •0.947 0,642 -1.061 0.939 •0.226 -0.449 0.7 0,8 1.216 -1.335 0.649 0.489 -0.973 0.54 -0.968 0.914 •0.27 -0.432 0.8 0,9 1.088 -1.288 0.693 0.392 •0.977 0,448 -0.878 0.885 -0.312 -0.403 0.9 1 0.982 -1.197 0,7274_ 0.295 -0,982 0.364 -0,792 0.852 •0.35 -0.364 1 1.1 0.85 -1.122 0.747 0.202 - 0,9235 0.2935 - 0.7105 0.8135 -0,382 •0.318 1.1 1.2 0.738, •1.047 0.787 0.109 •0.885~ 0.223 -0,829 0.775 -0.414 -0.288 1.2 1.3 0.841 -0.97 0.7695 •0,158 •0,823 ~ 0,1875 •0,5555 0.7315 -0.435 •02125 1.3 1.4 0.544 -0,893 0.772 -0.056 -0.781 0.112 -0.482 0.688 -0.456 -0.157 1.4 1,5 0.4625 •0.817 0.759 - 0.1245 -0,885 0.0705 -0,418 0.641 - 0.4865 •0.102 1.5 1,6 0.381 •0.741 0.746 -0.193 -0.609 0.029 -0,354 0.594 -0.477 •0.047 1.6 1.7 0.3T4-885 0.721 •0.2455 -0.527 0.035897 - 0.2995 0,546 - 0.4765 0.071844 1.7 1.8 0.247 + •0.596, 0.698 -0.298 -0.445 -0.03 •0,245 0,498 -0,478 0.054 1.8 1.9 0,1945 - 0.53 0.862 _ - 0.3345 -0.384 •0,05 •0.2 0,451 -0.466 0.097 1.9 2 0.142 -0.464 -, 0.828 -0.371 -0.283 -0.07 -0.155 0,404 •0.456 0,14 2 3 •0.075 -0.04 0.225 •0.349 0.226 -0.089 0.057 0.059 -0.213 0,288 3 4 -0.05 0,052 0 -0.106 0.201 -0,028 0,049 -0,042 0.017 0,112 4 5 -0.009 0.025 -0.033 0.015 0,046 0 -0,011 -0.026 0,029 -0.002 5 Soutar 8nla M. Das foundation Enanwiing pg. 383.385 66 in diem. Code: ACI 318.95 Units: English Run axis: About X -axis Run option: investigation Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 06/26/00 Time: 08:05 :38 6000 Mx (k'tt) .2000 PCACOL V3,00 (PCA 1999) - Licensed to: Peterson Strehle Martinson, Inc, Seattle, WA FIIe: untItIed,col Project: USWW SEA 4408 Lewis & Clark Column: Typ pier Engineer: Jbp feu 4 ksi fy ■ 60 ksi A9 w 3421,19 In 42 2508 bars Ec = 3805 ksi Es = 29000 ksi As =19,75 in 42 Rho = 0,58% fa a 3.4 ksi e_rup a Infinity Xo = 0.00 in Ix = 931420104 e_u a 0.003 in/in Yo = 0,00 in ly = 931420 in "4 Beta1 = 0.85 Clear spacing = 6.30 in Clear cover = 3.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.7 06/26/00 PCACOL V3.00 - PORTLA',`CEMENT ASSOCIATION - 08:05:31 Licensed to: Peterson General Information: crehle Martinson, Inc, Seattle, A File Name: untitled.col Project: USWW SEA 4405 Lewis Column: Typ pier Code: ACI 318-95 Run Option: Investigation Run Axis: X -axis Material Properties: Page 2 untitled & Clark Engineer: jbp Units: English Slenderness: Not considered Column Type: Structural f'c = 4 ksi Ec 0 3605 ksi fc - 3.4 ksi Ultimate strain - 0.003 in /in Betel = 0.85 Section: mummusessa Circular: fy = 60 ksi Es = 29000 ksi Rupture strain = Infinity Diameter - 66 in Gross Ix Xo m section area, Ag m 3421.19 931420 inA4 0 in inA2 Iy Yo 931420 inA4 0 in Reinforcement: mmmmammemmammm Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) N 3 # 6 # 9 ft 14 0.38 0.75 1.13 1.69 0.11 H 4 0.44 9 7 1.00 t$ 10 2.25 0 18 0.50 0.88 1.27 2.26 0.20 t 5 0.60 # 8 1.27 # 11 4.00 0.63 1.00 1.41 0.31 0.79 1.56 Confinement: Tied; $3 ties with $t10 bars, #4 with larger barn. phi(a) m 0.8, phi(b) m 0.9, phi(c) ■ 0.7 Layout: Circular Pattern: All Sides Equal !Cover to transverse reinforcement) Total steel area, As m 19.75 inA2 at 0.58% 25 N8 Cover ■ 3 in Control Pointe: Axial Load P X- Moment k -ft Bending about kip Y- Moment N.A. depth k -ft in X 0 Pure compression Q Max compression Q fa a 0.0 @ fs - 0.5 *fy 0 Balanced point Q Pure bending Q Pure tension 8924.9 7140.0 7435.7 5314.0 3855.2 -0.0 - 1066.5 * ** Program completed as requested! * ** -0 3420 2966 5273 5764 2469 0 0 200.18 0 59.62 0 62,13 0 46.20 0 36.77 0 9.18 -0 0.00 PETERSON STREHLE MARTINSON, INC. CONSULTING ENGINEERS 820 John Street, Seattle, Washington 98109 OFFICE 201 022.4000 I FAX 200 022.0422 JOB: USWW SEA 4408 Lewis & Clark DATE: Jun 28, 2000 BY: JBP SUBJECT: Anchor bolt check Input Data: Max moment at base of pole, M 935.40 k -ft Total monopole weight, W 15.00 kips Number of anchor bolts, n 8 Bolt circle, Dc 44 Inches Anchor bolt length. Le 84 inches Anchor bolt area, AAa 3,25 In Solt diameter, db 2,25 inches Dolt embedment, Le 72 inches Yield strength of bons, Fy 75 ksi Compressive cons strength, fc 4 ksi Calculations: Section modulus of bolt group, So ,0 8a,o,p • 11 c ■ 0.5 n AAe (Bc12)2 / (5c12) 288 in Max bolt force : Fmax • (Mmax/8sro„ p)(AAO) + (W / n) 129.4295 kips <- Conservatively Max bolt stress, F, • Fmax / AA8 39.82448 psi Anchor bolt allowable stress: Finaw1W. • (4l3)(0.8)(Fy) FS • Fe,, / F, 80 ksi 1.508811 Actual bond stress • (Max bolt force) / (Bond stress area) Actual bond stress • Fmax / (Le db n) 217.9828 psi Max tension allowed: T,,,,,w,b,e• 7.09Le(5.34)(rc)° b 201.1392 kips Eq. 2,19 ASCE Basic development length per ACI 318 -77, Sec 12.2 Ldb • (0.11 Fy)(2.80,000/Fy)(0.8)2I(f0)1' 100.181 in NG PETERSON STREHLE MARTINSON, INC. OB: (AVM SEA 4408 Lewis & Clark CONSULTING ENGINEERS ATE: Jun 28, 2000 BY JBP 820 John Street, Seattle, Washington 98109 UBJECT: Anchor bolt check OFFICE (2Or) 122.4001 FAX (204) 422-0422 Bolt No. Angle Degrees x -Coord (in) y -Coord (In) Force (kips) 1 MillIMICEMINEEZEj MUM 111(1111111110111 MEN 0 90 180 0 WAIN 15.55628 - 0.00018 BMA -22 22 92.08988 15.55832 129.4295 - 8.1E -05 92.08935 - 15.5564 -22 - 15.5562 - 88.3203 225 - 125.88 270 0.000242 - 88.3187 315 - 15.5561 15.55655 1.87664 1.1111111111 11111111111111 1111111111111 IIIIIIIIIIIIII Max force Max tension 129.430 kips 125.880 kips PETERSON ..3TREHLE iJ\ ARTINSON. INC. CONSULTING NOINEERS JAMS C.P#TRRION STRi.IEN C. STREHLR RONALD E. MARTINSON ATTACHMENT 2 Pagel of 1 820 JOHN STRUT P3144(41)SM•ENOINEERS,CoM SHATT1.11, WASH1NOTON 98109-5129 C;\MY DOCUMPIMSTRUCTURAL PRolBoTs\ADAPT\MoNopoLuMATTACHMENT 2.DOC PHONU 206-622-4580 FAX 206.622.0422 .." PETERSON STREHLE MARTINSON, INC. CONSULTINO ENGINEERS JAMES C.Pattnaom STRVEN C. STREULE kONALO E. MARTINSON Page 1 REPORT REVIEWING STRUCTURAL DESIGN OF 100-FOOT COMMUNICATIONS MONOPOLE For: US West Wireless SEA 440B LEWIS & CLARK 16820 PACIFIC HWY 80. SEA-TAC, WA PSM JOB # 20298 By: JBP Juno 23, 2000 EXPIRES 6/30/2001 820 JOHN STREET P3MOPSM-ENGINEERS.COM PHONE 206-622.080 SgATTI.E, WASHINOTON 98109.5129 FAx 206.622.0422 C:k1■41t DOCUMHNT318TRUCTURAL PROIRCTS\ADAPT‘MONOPOLBS1APAPMHTTURS%3TRUCTURAL CAL.0 COVIiR SHT 2,DOC PETERSON .. J ' ETERSON ..JTREHLE J.l ARTINSON. INC, CONSULTING ENGINEERS /Ames C.Pt;tgason STGVRN C. STRIINLE RONALD E. MARTINSON Page 1 rill Rcpon Reviewing Communication Monopole Co- locate t:i June 23. 2000 PSM Job No. 20298 P'", c Ref: Uniform Building Code 1997 EIA/TIA 222 -E Structural Standards for Steel Antennas Towers and Antenna Support Structures Subject: US West Wireless SEA 4408 Lewis & Clark 100 -foot Communications Monopole, The subject monopole is a wood pole. 100 feet in height. Peterson Strehle Martinson, Inc has verified that the monopole can withstand the loading criteria at the 55'-0" and 82'-0" elevation of the above - mentioned site, The 100 -foot monopole has been designed for the following loading criteria: (12) VoiceStream EMS RR65.19.00XP panel antennae and (3) assumed Std Microticct T -arm attachment at elevations 100'-0 ", (1) USWW 2' MW dish at elevation 82'- 0", ( 1 ) Nextcl 4' MW dish at elevation 70'-0 ". (6) USWW EMS RR33- 20.00DPL panel antennae and (1) Westower mount at elevation 55' -0 ", (8) Nextei DB844H 90VT panel antennae and (3) assumed Std Microflcct T -arm attachment at elevation 40'-0 ", Peterson Strehle Martinson, Inc, 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, This pole conforms to EIA!TIA 222 -F 80 mph and '!s'iradial ice buildup. This review includes only the communication antenna Indicated hi the documents. If other antenna or structure, including microwave antenna are added to this configuration, this report will not be applicable. In that cases a separate, supplemental structural analysis will be necessary. Calculations aro attached docuntonting ow independent review of the principal structural issues associated with the monopole mast, excluding appunotances. If Nnher information is necessary. please contact this oMce. Sincerely. Peterson Strehle Martinson, Inc. Steve Strohlo, P.E. Enc: 2. Calculations of independent structumi review 3, Miscellaneous cut sheets June 23. NM S2 QHN TRE13T �r 11. _;�'i�iQ�%l!�!'�L•� I� 'HONE 1 22.458 SEATTLE, WASHINGTON 98109 -5129 FAX 206- 622.0422 C : \MY DOCUMENTS \STRUCTURAL PROJECTS‘ADAPT \MONOPOLES\ADAPT \1.ETTERS‘LEWJS 4 CLARK (100' FWT POLE) • 20298,130C PETERSON STREIILE MARTINSON, INC. CoNSULTINO ENOINI ene 820 John Street, Seattle, Washington 98109 �RICS 20S 622.45101 PAX 2011 8224422 JOB: USWW Lewis & Clark SEA 4408 DATE: Jun 23. 2000 BY JSP SUBJECT: 80 mph + 0.50" radial ice Combo (D+ W w/ ice Segment Section Section Axial Bending Bending Axial Combined Allow Str Allow Str Bending Elevation Area Section Load Moment (fb) (fa) (Ft° (Fb) (Fa) divided by ft (In`) Mod (in') ki.. ) k -ft ksi k& ksi (ksi) ksi Allow 1.00 29.54 277.71 12.6 935 40.40194 0.4265719 40.82852 46.4 0.870732 5.00 28.47 258.00 12 865 39.76723 0.4214899 40.18872 47.52 0.836852 10.00 27.40 239.00 11.3 777 39.01179 0.4123749 39.42417 48.64 0.802052 15.00 26.33 220.73 10.7 702 38.16354 0,4063178 38.56985 49.75 0.767106 20.00 25.27 203.20 _ 10.14 , 629 37.14509 0,401319 37.54641 50.87 0,730196 25.00 24.20 186,38 9.6 5U 35.92564 0.3987188 36.32236 51.99 0.69 1011 30,00 23.13 170.30 9.05 469 34.45584 0.3912478 34.84708 52 0,862612 35.00 22.06 154.94 6.56 423 32,76129 0.3875277 33.14882 52 0.830025 40.00 21.00 140.31 6.66 368 30.61791 0.3119708 30.92988 52 0.588806 45.00 48,08 19.93 19,70 128.40 123.48 6.48 5,38 6,16 310 300 268 29.43126 29.15528 38.18557 0.2755004 0.2736611 0,355 1195 29.70676_ 29.42894 36.52069 52 0.565988 52 50.E 0.560678 0.718569 0,711843 49.42 14.50 89.26 50.00 14.41 88.11 8.11 264 35,95517 38.30982 50.81 55.00 13.61 78.58 - 3.71 220 33.59456 0.272642 33.8672 51.99 0.648173 60,00 12.81 69.81 3.4 186 32.0844 0.2854707 32.32988 52 0.818823 86.00 12.01 81.17 3.1 164 124 30.20917 27.92398 0.2582081 0.224892 30.48737 28,14886 52 52 0,580948 0.536999 70.00 11,21 53.29 2.62 75.00 10.40 45,94 2.27 98,6 25.72908 0.2181802 25.94724 52 0.49479 0.442818 80.00 9.60 39.14 2.03 75.1 23.02835 0.21139 23.23774 52 85.00 810 32,86 1.67 1434.6 63.9 19,86882 15.28091 0.1897173 0.1849669 19.85854 18.48588 52 52 0.378247 0.293884 90.00 8.00 27,17 • • .00 7.20 22.01 1.3 16,7 9.108508 0,1805331 9.287041 52 8.647291- 52 0,175125 0.1 .1 21.52 1,3 16 84725 0.1826857 EIA Stress Ratios PETERSON STRENLE MARTINSON, INC. CONSULTING &MINI S 820 John Street, Seattle, Washington 98109 o1MICS (20at fin. / FAX (205) 4224422 b8: ATE: OBJECT: tUMWV Lewis & Clark SEA 44013 Jun 23, 2000 BY: JEIP Appurtenances New loading criteria 1. These computations comply with EIAITIA -222 -F 2, The reduction factor is as per Manufacturer's criteria due to antenna tilt 3. KZ and q= as per EINTIA -222 -F section 2.3.3 4, Ca is as per table 3 pg. 8 of EIA/TIA -222 -F 5. Load combo's as per EIA/TIA- 222 -F section 2.3.16 - pg. 9 8, EPA as provided by Manufacturer. APPURTENANCES: Wind speed 80 mph Tower total height, h 95,5 ft Is this a Tower / Monopole (T / M)2 M Overload factor, OLF 1,1 cealnelae.: Factor GM 1.890 DESCRIPTION Elevation (ft 1 0 cWithout Ice,' Ares Weight (fe1 lb. cWith lce,.e Area Weight (ft') (Ibs Z Reduction Factor Ca Qty Comment / - dla LlphtnlnQ rod iv, 4 tik 23,00 . 1. 4.68 1 51,51 1, 0.75 1 1.4 1 12 VS EMS RR85- 19 -OOXP .` assumed T -arm 4_00 assumed T -srm 100 7.20 144.00 8.80 177.00 0,75 1 3 VS USWW Nsxtel USWW USWW Nat'l HP 2' dia 8 GHz _ 82 ,_- r: 8 ` R33.20.00017 4.30 16,52 128,00 280.00 1.00 1.00 1 1 1 1 HP 4' dia 6 GHz 70 1.157139 18.95858 0.299574 0.4224 E 1! RR33- 20-000P� L WesTower mount 15 5.00 27.00 "--517 62,16 0,75 1.4 8 55 8:50 2.83 384.00 2200 9.10 3,23~ 800.00 38.277 1.00 0 75 1 1.4 1 8 00844H 90VT el 40 Ext cables & corms 40 38.50 542,00 1.00 1 1 Nexbi 10 L.Platform 40 7.20 144.00 8,80 177.00 0.75 1 3 Nextei DESCRIPTION Elwatlon (10 q, ( • fl Without ice,. -► ki • 1 ' <WIth ices ---► kips + . . . i • r.. W 1. Lt. .k iv, 4 tik .•�• t7.�TMl M8 RR85 -19-00 P 100 1.372874 22,48989 2.107159 0.3038 2.403478 0,8 9938 assumed T -arm 100 1,372874 22,48989 0.877301 0,4752 0.808999 0.5841 ' = " d ; Wiz • 6 c `z 0 1.297'1: 21, -/ 19 0,1 • "'..: 0.11, 0.833782 0,308 1.23968 20.31002 r: 8 ` R33.20.00017 65 1.157130 18.96858 1.110185 0.1782 1.222746 0,410209 WesTower mount KS 1.157139 18.95858 0.299574 0.4224 0,32072 0,1ff 08844H 90VTpansl 40 1,068502_ 17,30973 0.785855 0.1068 0.873788 0,338743 Ext cables & corms 40 1.068602 17.30973 '. 1.241457 0.5982 0' L,Piatforrn 40 1.058502 17.30973 0.521298 0.4752 0.822869 0.5841 PETERSON STREHLE MARTINSON, INC. Consulting Engineers 820 John Street Seattle. Washington 98109 Office (206) 622 -45$0 / Fax (206) 622 -0422 JOB USWW Lewis & Clark SEA 4408 DATE Jun 23, 2000 BY JBP SUBJECT EIA/TIA -222F Wind forces for monopoles SHEET NO. OF maul Data: Basic wind velocity, V 80 mph Pole number of sides, Ns 12 Gust Factor, GH 1.89 Number Segment data, N 23 Ice buildup 0.6 in Overload factor, OLF 1.1 Enter your scrap filename: 100' FWT•Pole ,Coltatlona and Addltlonal I nut Data: Manuf multiplier 1,328 Pole elev. Diameter Wall xposure Veiocity Pole veloc Force Pole Ice Total Uniformly heights across flat thickness Coeff. Pressure Coeff. Coeff. Weight Weight Weight Distributed (ft) - (In) (In) 1 • . 228.9533 1.03 (Ibs) (lbs) (lbs) load (k/ft) 1 37 0.25 1 �.. 18.384 248,6867 1.03 110.5817 25.44315 136,0048 0.1135 5 35.672 015 1 18.384 237.8133 1.03 42662656 98.1198 524.3854 0,1093 10 34.343 0,25 1 18.384 228.9533 1.03 512,8407 118.0803 830,921. 0.1051 15 33,014 0.25 1 18.384 220.0933 211,24 1.03 t03 " 492.8493 472,873 113.5108 1019 8 608.3802 581.8179 557,257 0.1009 0.0967 0.092 20 31.888 0,25 1 1 6,33844 28 0.357 0.28 1 16.384 202.38 1.03 452.8817 104,3754 30 29.029 0,25 1 18.364 16.66177 17.30973 193.5267 188.2255 180.712 1.03 1.03 1.03 ' 432.9054 412.914 99.80938 98.23991 90.67 9 532.7147 508.1839 _483.8118 0.0891 35 27.7 0.25 1.016964 0.0873 0 08 77� 0.0881 40 28.372 0.25 1.056502 392.9377 46 26,043 0.25 1,092681 17.90216 174.517 1.03 1.03 'WOW 1 03 372.9463 180.9232 31274 86.10444 18.45278 55,58825 9.657719 469.0508 98.38831 238.4915 41 1004 46,084 24.755 0.25 1.100117 18.02432 173.0978 171.2311 0.0881 0.0865 0.0831 49,417 0.1875 1.122288 18.38753 1 18i 449 5 60 24.09 0.1875 1.128053 170,4217 1.03 55 22.781 0.1875 1.157139 18.95858 163.2273 1.03 254.6698 239.8878 78.26832 73.69231 332.9281 313,3799 0,0804 0 0 773 80 21.433 0.1875 1.188266 19,43578 155.62621.03 65 20.104 0.1875 1.213700 19.88839 20.31092139.3692 20,71527+130.7871~ 147,855 12 9737 112,8698 1.03 1.03 1.03 ' 1.03 1.03 224.894 209.7118 194.7183 79.7248 164.7425 89,12288 64.55684 89.9 9 8 66i 794 50.85192 293,8169 274.2688 254.7057 235.1427 215.5945 196,0315 176.4832 0.0739 0.0702 0^ .062 0.0619 0.0674 0.056' 3 0.0299 70 18.776 0,1876 1.23968 1.26436'' 75 17.447 0.1875 80 16.118 0.1875 1.28789 1.310393 1.331968 21.10079 21.46947 90 14.79 13.481 0.1875 0.1875 21.82297 103.5698 94,07589 93.1144(~ 03 1.03 149,749 134.7888 i 46.28247 41.71848 4.125917 95 12.133 0.1875 1.35270422.1827 95.5 12 0.1875 1.354734 22.19597 1.03 13.32683 17.45255 PETERSON STROME MARTINSON, INC. Consulting Engineers 820 John Street Seattle. Washington 98109 Office (206) 622-4580 / Fax (206) 622 -0422 JOB USWW Lewis & Clark SEA 4400 DATE Jun 23, 2000 BY SUBJECT Average property - values SHEET NO. OF JBP Height (ft) Diameter across flats (in2) all thickness t (in) Calculated values Average values Area (in2) , Mom, I (in4) Section Mod (in) Area (in2) Inertia Section (In4) i Mod (in) 37 0.25 29.54 5102.91 277.71 29.00 4836.19 267.86 5 35.872 10 34.343 15 33.014 0.25 0.25 27.40 4074.19 239.00 28.87 0.25 26.33 3818.07 220.73 25.80 3405.01 211.97 28.47 4569.46 258.00 27.94 4321.83 248.50 3845.13 229.87 20 31.686 0.25 25.27 3193.95 203,20 24.73 2999.85 194.79 25 30.357 0.25 24.20 2805.75 186.38 23.68 2628.17 178.34 30 29.029 0.25 23.13 2450.60 170.30 22.60 2288.57 162.82 35 27.7 0,25 22.06294 2126.537 154.939 21.53 1979.56 147.82 40 26.372 0.25 20.99556 1832.59 140.31 20.46 81 99.73 133.35 45 25.043 0.25 19.92737 1566.871 128.3982 19.81 1539.89 124.94 48.084 24.755 0,25 19,69589 7511151723.4768 17.10 1293,27 108.37 49.417 24.245 0.1875 14.50216 1073.64. 89.25615 _ 14.46 1063.33 88.88 50 24.09 0.1875 14.40873 1053.021 88.10972 1 4.0_ 1 989.99 83.35 55 22.781 0.1875 13.60759 886.9597 78.58415 13.21 813.20 74.10 60 21.433 0.1875 12.80705 739.4487 89.60991 12.41 674.31 85.39 65 20.104 0.1875 12.00592 609.1809 61.17348 1 81 552.22 57.23 70 18.778 0.1875 11.20538 495.2679 53.28758 10.00 445.86 49.81 75 17.447 0.1875 10,40424 396.4531 45.94029 10.00 354.10 2.54 _80 18.118 0.1875 9.6031 05 311.7421 39.13776 9.20 275.92 38.01 85 14.79 0.1875 8.80257 240.0982 32.88453 8.40 210.21 33 03 • 90 13.481 0.1875 8.001432 180.3282 27.17115 7.60 155.88 24.59 95 12.133 0.1875 7,200897 131~- 43 8 22.00624+ 7.16 21 9.27 21.78 95.5 12 0.1875 7.120723 127.0982 21. 851 94 helponPropertlee for Pole*: pole property help 4 3 US WEST Lewis & Clark VisualAnalysis 4.00,c Report Saginaw: J.0,10. Files C:\My Documents\ntructural projectslADaFT\Monopoles\Adapt\Lewis s Clark (100' nit pole) - 20290.vap Load Cases Load Case 1t1416011 Barytes Moults ( 1)Dead load ice ( 2114ind load ( 3)Combo U)+0.7514/ce) ( 4)Combo (001+1) Yes Yes P-DELTA O 0 0 O 0 0 O 0 0 Nodal Loads Laid Case Mode Direction ilmenitude Dead load - ice 0 0 N 0 0 0 0 a 0 0 a 0 0 0 Wind Idnd a N2 N3 N4 )10 N6 H7 NO N9 NIO Hil N12 H13 N14 H15 Nld N17 NIO H19 H2O 1121 022 N23 H2 • 1410 NIJ NI6 DY 0 0 0 0 4 0 0 0 DX DX 0 -1.3020 K -0.5240 K -0.6310 -0.6060 X -0.1020 X - 0.5170 K -0.5320 K -0.5080 X -2.3000 K -0.4590 K -0.0410 -1,4030 K -0.3130 K •.2930 X -0.1020 K -0.2550 K - 0.2350 X -0.2160 X -0.1960 X -0.1700 K -0.0900 K -0.2360 X J.2720 K -11.1000 K-tt 2.7370 K 1.1410 K 5.0240 X Member Point Loads ••••••••••• Wad eau tt Meeker Direction 01Seet Magattude Dead load • toe Wind load M1-1 141.11 OY • DX 1.1000 2.0000 2.000 -0.1360 K -0,1410 K 0.1700 K Member Uniform Loads Load Cato 114111011.111.1.111•11141■110.....11. Miss Disootkos offset OA Meet St St liseaLtude Wind load • • • a 0 a 0 0 0 4 H1-1 H1-2 141-3 141■4 141-5 H1-6 1410 M1-0 Mt-9 H1-10 141-11 111-12 144-13 141-/4 H1-15 141-16 H1-17 0 • 0 0 a 0 V • 0,0000 5.0000 0.1135 K/ft 0,1000 5.0000 0.1093 Kitt 0.0000 5.0000 0.1051 K/ft 0.0000 5.0000 0.1009 K/ft 0.0000 5.0000 0,0967 K/ft 0.0000 5.0000 0.0925 g/ft 0.0000 5.0000 0.0091 K/ft 0,0000 5.0000 0,0073 K/ft 0.0000 5.0000 0.0877 Kitt 0.0000 1.0040 0.0001 K/tt 0,0000 5.0000 0.0031 Kat 0.0000 5.0000 0.0804 K/ft 0.0000 5,0000 0.0773 K/ft 0.0000 5,0000 0.0739 Kat 0,0000 5,0000 0,0702 K/ft 0,0040 5.0000 0,0662 K/ft 0.0000 5,0000 0.0619 K/ft -1- 4 -1 Lead Cad. • • (Iambs Dino ; Offset Ind Offset Magnitude ft ft M1 -18 M1 -19 M1.20 M1 -21 M1 -22 • 0.0000 5.0000 0.0574 K /ft 0.0000 5.0000 0.0553 K /ft 0.0000 0.5000 0.0299 1/ft 0.0000 3.3330 0.0881 K /ft 0.0000 0.1'830 0.0865 14/ft Member Extreme Results Idober M1 -1 M1 -2 • 141 -3 • M1 -4 • M1 -5 M1 -6 • M1 -1 M1.8 • M1 -9 • M1 -10 • M1.11 • M1.12 • 141•13 • M1 -14 • M1 -15 • M1.16 • M1 -17 M M1 -20 • 141.21 0 M1.22 • - 12.022( 0.0000( - 11.362( 7.0000( - 10.731( 0.0000( - 10.125( 0.0000( - 9.5430( 0.0000( - 8.9860( 0.0000( - 8.4540( 0.0000( - 1.9460( 0.0000( - 5.9460( 0.0000( - 5.43101 0.0000( -5.11201 0.0000( - 3.70901 0.0000( - 7.3960( 0.0000( - 1.1010( 0.0000( - 2.5.10( 0.0000( - 2.26601 0.0000( ■ 2.01101 0.0000( - 1.4740( 0.0000( - 1.47110( 0.0000( -1.3020( 0.0000( - 5.3690( 0.00001 - 5.1530( 0.0000( v11(1a) X 0.0000( 16.3275( 0.0000( 13.7700( 0.0000( 15.2235( 0.0000( 14.6980( 0.0000( 14.1935( 0.0000( 13.7100( 0.00001 13.2475( 0.0000( 12.8020( 0.0000( 9.6285( 0.0000( 9.1900( 0.00001 8.7505( 0.0000( 6.7940( 0.0000( 6.3920( 0.0000( 4.0055( 0.0000( 5.0120( 0.0000( 4.6610( 0.0000( 4.3300( 0.00001 3.0505( 0.0000( 3.5635( 0.0000( 3.2870( 0.0000( 9.09451 0.0000( 8.8009( I(1�) fa mastic) fa sin (1a) x -ft xrl rds - 939.30( 0.0000( - 854.97( 0.0000( - 777.09( 0.0000( - 701.66( 0.0000( - 628.59( 0.0000( - 557.81( 0.0000( - 489.24( 0.0000( -422.19( 0.0000( - 358.43( 0.0000( - 310.16( 0.0000( - 264.07( 0.0000( - 220.07( 0.0000( - 185.90( 0.0000( - 153.89( 0.0000( - 123.69( 0.0000( - 99.544( 0.0000( - 75.1291 0.0000( - 51.892( 0.00001 - 34.565( 0.0000( - 16.705( 0.0000( - 299.99( 0.00001 - 269.34( 0.0000( 4) 1) 4) 1) 4) 1) 41 1) 4) :) 41 4) 1) 4) 41 :) 4) 1) 4, 1) 4) 1) 4) 4, :) I) 4 1) 4) i1 1) 4) 1) 4) 1) - 0.4140( 41.4902( - 0.4067( 40.8199( - 0.3994( 40.1617( - 0.3924( 3).3300( - 0.3859( 30.3388( - 0.3798( 37.1542( - 0.3741( 35.7278( - 0.3691( 33.9998( - 0.2906( 31.9647( - 0.2770( 29.5135( - 0.3349( 37.6549( - 0.2808( 35.3522( - 0.2737( 33.5578( - 0.2473( 32.00231 - 0.2)34( 29.11813( - 0.2246( 27.5715( - 0,2200( 24.1140( - 0.1993( 21.3361) - 0.1945( 16.6736( - 0.1810( 9.1761( - 0.)131( 33.5206( - 0.3564( 36.0903) 1) 4) 1) 41 1) 4) 11 4) 1) 4) 1) 4) 1) 4) 1) 4) 1) 4) 1) 4) 1) 41 1) 4) 1) 41 4) :) 4) 1) 4, 11 4) 1) 41 1) 4) 1) 2) 1) 4) 1) 4) - 42.310( - 0.4099( - 41.693( - 0.4067( - 40.166( - 0.3994( - 40.114( - 0.3924( - 39.110( - 0.3859( - 37.913( - 0.3798( - 36.416( - 0.3741( - 34.738( - 0.3691( - 32.5451 - 0.2906( - 30.067( - 0.2170( - 38.384( - 0.3649( - 35.713( - 0.2008( - 74.405( - 0.2737( - )22.536( -0 .26731 - 10.154( - 0.2)34( •20.024( - 0.2266( - 25.255( - 0.2054( •.1.7)41 - 0.1993( - 17.062( - 0.1945( - 9.3945( - 0.1010( - 34.158( - 0.3151( - 36.003( - 0.3564( Nodal Reactions N1 • r Leal Cade Combo (1)t0.75W +1ce) Combo (D +Wti) Dead load + ice Wind load re - 12.253 12.0220 101.537 - 16.337 12.0220 831.303 0.0000 12.0220 0.0000 - 10.337 0.0000 916.977 Nodal Displacements Mode Load Cad. Combo (D +0,75W +Ice) Combo (0 +W +4) Dead load + ice Wind load Combo (0 +0.75W +Ice) Combo (D +W +1) Dead load + ice Wind load DX u dog 0.0000 0.0000 0,0000 0.0000 0.0000 - 0.0001 0,0000 0.0000 0.0000 0.0000 0.0000 - 04001 42.2543 - 0.0124 - 4.3576 50.3381 - 0.0124 - 5.0102 0.0000 - 0.0124 0.0000 54.7202 0.0000 - 5.6362 -2- PETERSON jTREHLE MARTINSON. INC. CONSULTINO ENOINEERS • ' ;AMU C.PRTRItION StIVIIN C. STRENLE RONALD 6. MAK-11910N Page 1 of 1 ATTACHMENT 3 820 JOHN STRUT PIIM@PSM•ENOINEERS.COM I/ROHS 206-622.4580 SSATTLIi, WA3HINOTON 98109-5129 FAX 206-622-0422 Ct‘MY DOCUMIINTM3TRUCTURAL PROISoWADAPTN0NoP01,1WATTACHMENT 2,1)0C pin ttS rh'ft erPAOnwt Fir etIMP 7 '� er. otrtioeil ci • 14/14.48/04 '2 •42112222 .241' WPM 17*-f orot:i%4 II 1 I r;- i. It. f•Inu: 0.14.14,es . 41 we 14. ,. 12itN 1%6 %CIL MUM0 S 1 1 1r' 11.4 12,01 141,111M4 wo•an4 411, • 4011711,WrATION CML 1.• 10000S20 W02244222 itiftwo At4,1TENNA INF-e-`P -VIEST 2 • 4 MASS :. . 1.1 St2V.2421 ....ft■ 4•0.1• .C.4;:e441. :001 • Wt.* • :44 Sg: tot/40 "Mfg 4.4 Ailag1.01 SI 220 klsm q22.11, . Zas 44,14.13.4::*.4 11% 00(PitiO NOTE ====== .4o a/mu; • , , Communication Monopole Structural Calculations Sp:arman Engineering, PS April 17, 1998 Project No.: 98 -05.17 Ref: 1. Uniform Building Code 1994; Section 1603 2. EIAITIA 222 -E, Structural Standards for Steel Antenna Towers and antenna Support Structures 3. Geotechnical Report, #WA 98- I012FDP by Adapt Engineering, inc. Dated April 14, 1998 Subject: Western Wireless Corporation Communication Monopole. WW PCS SE -30248 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. tru1 y ors, ws: Enc: 1. Engineering drawings & structural calculations 2. Spearman Engineering report n, P,E. EXPIRES 10� / 1o= • -r /00.1.,A.°"7. ..11•17";.:...:! WESTowR" C O R P O R A T I O N 58211" Ave. S., Seattle, WA 98108 kttp://www.westewergtwestowencom Phone (206) 162 -5858 24 May 1999 Ne ctei Communications Suite C100 1750 — 112th Ave. NE Bellevue, WA 98004 Dear Mr.: Re: Structural Analysis of Existing 1008 Monopole Tukwila, Washington Fax (206) 762 -5888 TA I Vtat. I Pkm yt (A?:17/t . 1,1W4,'% w U' kofi The 100$ Monopole at Tukwila, Washington, conforms to the r -• '• •. s of TIA/EIA- 22.=•F for 8OMPH- wind speed, and 1/2 radial ice with the proposed antenna Load: AZILMIA 100.0 (9) Comsat PCS A•090.13 100.0 (1)18"x18" Panel antenna 50.0 (1) 2ft Fflgh Performance Dish 40.0 (6) DE9801:190 Should you have any questions or wish to discuss any aspect of this letter, please do not hesitate to =act the • undersigned Your very truly, WESTOWER COM INC. Matthew (M aged) Abdel- Mess, P.E., P.eug. Director afE neeria8 Load Casa N3 Combo (D +0.75W +Ice) " Combo (D +W +1) " Dead load + ice " Wind load U4 Combo (D +0.75W +ice) " Combo (D +W +i) " Cead load + ice " Wind load N5 Combo (D40.75W +ice) " Combo (D•A +i) " lead load + ice " hind load )(6 Combo (D +0.75W +ice) " Combo (D +W +i) ' Dead load + ice " Wind load N7 Combo (D +0.75W +Ice) " Combo (D +A+i) " Dead load + ice " Wind load )(9 Combo (D +0.75W +Ice) " Combo (D 4+1) • Dead load + ice • Wind load N9 Combo (0+0.75W +ice) • Combo (D +W +i) • Dead load + ice " Wind load N10 Combo (D•0.75W.1ce) " Combo (D +W +i) • teed load + ice " Wind tc,ad 011 Combo (0+0.75W +10o) " Combo (0 *0i1 " toad toad + ice " Wind load N1: Combo (060.75W+100) • Combo (D•W +i) • Cead load • ice • Wind load H11 Combo (D•0.75142021 " Combo (C.W+i) • Dead load * ice " Wind load N14 Combo (D40.15W +1ce) • Combo (C +W +41 • Dead load + ice • Wind 'odd N15 Combo (060.75W +tce) " Combo (15+W +1) » Dead load + ice " Wind load N16 Combo (D +0.75W+Ice) Combo (DOW) " Dead load * ice • Wind load N17 Combo (D4.75W +ice) " Combo 10 +W +11 " Dead load + ice • Wind load N10 Combo (D +0.75W +Ice) • Combo (0+W+1) • Dead load + ice " Wind load N19 Combo (D +0.75W +201 " Combo (D +W +i) " Dead load + ice • Wind load 1420 Combo (0+0.75W +Ice) • Combo (D +W +1) " Dead load + ice " Wind load N21 Combo (D +0.75W+Ice) • Combo (001+i) • Dead load + ice Wind 100d N22 Combo (0+0,75W +Ice) • Combo (D +W +1) " Dead load + ice Wind load N23 Combo (0+0.75W+Ice) " Combo (D +W +1) • Dead load + ice • Wind load ns dea 0.1050 - 0.0009 - 0.1975 0.1400 - 0.0009 - 0.4633 3.0000 - 0.0009 0.0000 0.1371 0.0000 - 0.2579 0.4189 - 0.0011 - 0.3999 0.5506 - 0.0017 - 0.5318 0.0000 - 0.001/ 0.0000 0.5469 0.0000 - 0.5205 0.9459 - 0.0025 - 0.6040 1.2611 - 0.0025 - 0.0053 0.0000 - 0.0025 0.0000 1.2342 0.0000 - 0.7874 1.6094 - 0.0033 - 0.9123 2.2525 - 0.0033 - 1.0931 0.0000 - 0.0033 0.0000 2.2032 0.0000 - 1.0592 2.6521 - 0.0041 - 1.0232 3.5369 - 0.0041 - 1.3643 0.0000 - 0.0041 0.0000 3.4575 0.0000 - 1.3319 3.9379 - 0.0049 - 1,2351 5.1112 - 0.0049 - 1.6416 0.0000 - 0,0049 0,0000 4,9995 0.0000 - 1.6071 5,2459 - 0.0057 - 1,4492 6.9945 - 0.0057 - 1.9309 0,0000 - 0.0057 0.0000 6.9300 0.0000 - 1.9920 6,9156 - 0.0065 - 1.6505 9,1674 - 0.0005 - 2.2114 0.0000 - 0.0065 0.0000 9,9410 0.0000 - 2.1530 9.7249 - 0.0071 - 1.0662 11.41131 - 0.0071 - 2.4910 0,0000 - 0,0011 0,0000 11.3475 0.0000 - 2.4243 10.9007 - 0.007' - 7,1010 14.4009 - 0.0077 - 2.0024 0.0000 - 0,007' 0.0000 14.0402 0.0000 - 2,7253 11.1452 - 0.0005 - 2.3679 17.5270 - 0.0085 - 3.1572 0.0000 - 0.0085 0,0000 17.0709 0.0000 - 3.0678 15.1601 - 0.0090 - 2.6341 21.4242 - 0.0090 - 3.5121 0.0000 - 0.0090 0,0000 20.1159 0.0000 - 3,4103 10.6716 - 0.0096 - 2.9027 24,1955 - 0,0096 - 1.8703 0.0000 - 0.0096 0,0000 24.2137 0.0000 - 1.7558 21.6567 - 0.0102 - 3,1707 29.1423 - 0.0102 - 4.2276 0,0000 - 0.0102 0.0000 21,1537 0,0000 - 4,1004 25.1213 - 0.0104 - 3,4362 13,7610 - 0,0104 - 4.5818 0.0000 - 0.0106 0.0000 32.8332 0,0000 - 4.4419 29.0626 - 0.0111 - 3.6974 30.7502 4.0111 - 4,9299 0.0000 - 0,0111 0,0000 37.4889 0.0000 - 4.7785 73.0718 - 0.0115 - 34459 44.0957 - 0.0115 - 3,2612 0.0000 - 0,0115 0.0000 42.0500 0.0000 - 5.0993 37.1298 - 0.0120 - 4.1700 49,7731 - 0.0120 - 5,5600 0.0000 - 0,0120 0,0000 40.3531 0.0000 - 5.3900 41,7947 - 0.0124 - 4.3446 55.7316 - 0,0124 - 5,7927 0.0000 - 0.0124 0.0000 54.1309 0.0000 - 5,6188 9,1542 - 0.0072 - 1.9141 12.2056 - 0.0072 - 2,5521 0.0000 - 0.0072 0.0000 11.9047 0.0000 - 2.4834 10,5459 - 0.0076 - 2,0706 14,0613 - 0,0076 - 2.7608 0.0000 - 0.0076 0,0000 13.7099 0.0000 - 2.6051 -3- FNUIJIMIt 11Ttr6r1I UP UALVA1410.0 4'•• T5 Put . + wort 1 2350 Ka WEIGHTS SHOWN SASE Pure + SHA/rr 2 6650 00 NOT INCLUDE ANY ARACHwt MOUNTS, PI ATFORt►1y, tiNCH01ES. ETC. nest) VERIFY, WEIGHTS PR1OR TO *PawwximArc TOTAL i 9000 t.Efl Q. I2.000'.101CSS Furs • ,c0' -0. r ire nab SYAF T ! /tS X 49.42 , (rr•8!) MAX Nt [ 1,351 CPS', ~.`1 !' ■ Sp':CE tp t+IN • :a :C CES :CH [ di,:C' VAX Ar' Pr Mm esion16...■ !WWII VOWS INE ricrQ. sr0- P 1� //4'X '7,4 :' �ffr�3.1 (11.,ct e [ 4,: c C.4.4 :NE3 RUN :t;TS,CE Ir Virg P.O. BOX 8597 FORT V RTH, TX 78124-0597 PHONE: (800) 433 -1816 AX: (817) 429 -6010 n'rV1' HAND HOLE LOCATIONS CHANCED RSv • STS ANALYSIS FINAL C ;` 1c i1 - FOR F- RV t1O N ' L C A G C A S E S J O B Q A T A Acme i of 1 .roo No. - 17825` Oesign No. 96 -1227. R2 Cote 09 01 -1998 Rev. No. 2 Rev. Cote C9 -01 -1999 'y TwL /P5 :II-C.-76-1Y ,,�, lh t.`/2_jg?' Pole 100 r 1 hi N0 OLE. Site 1582.0 PACIFIC !•lGtitwAY 30U7;.1, 16KWIL.A, WA Owner �_ Nl;j t:RN WIREl,ZjS _ i!. No, .;eslgn ACCCRC1NG TO TA /VA -222 —e. 1995 .. n'rV1' HAND HOLE LOCATIONS CHANCED RSv • STS ANALYSIS FINAL C ;` 1c i1 - FOR F- RV t1O N ' L C A G C A S E S !CASE 1 !et MP.1 WITH �1 /2 PAC;Ai. ICS 'NINA W/ /S�i Mt:L7A.NE�C AL'S ICE . SZ 2 ISO I,ti4i WIT'."', N0 ;CZ CPERAT :CNAL 'NIN3 I 1 r •i O 1 S a a .y I. y, S , 1 C V ^.le SnCCe 1 +7Q: 1 ' -310' • g-CL' J N - 1 I.dr't 6 IN!. Snort Steel: 1 /M A3/2 I.a 5- A� 1- ticse !'i' i .lt ee': nail %t Aga. �/�. • 6 !� I; -- __— _-1 1 A clot t:eits: i ateI/4 4 x/ -C Lv:IG L ii 1 a; AS%u A515 VAC: 75 A�;�r vA ' �e. ^Crr0tlon - T 1CP `. /$' L. MItlM 'S':r 1 1-12 27.00 (12) CCHSAT PC3 4■CSC -13 -•v 97,CC :3 -! i.P. SE:TVIEi uCLN' 'll, i.11..• ,/.�` 1 , 13 7C.00 ; ;I) ?•p.t (4' CUW ) ;S CH :) 'y'„+tti L. d� j,� C.Y -r 4 • , ..l1., J , t 40.-0 1 ,t rr�h /4H '�iri t:- l7 *%•17,-• 4C.CO CAE' 3 C:sNE: CeS � �,5 ,7C "r G . r* ~ ha.CO SEVVIE0 '•ii V � � J;' • vC1.A w /SG YL � e :ilI t ,10 - 1 ,� r T S E P 0 2. 199 a .. / .rt M : r w . 5 1 w;• 'w h• .. \ ..1 `1r''�:'r •V •'•, s . ~•r �. 3!1 : L"3 r.L -c: r2.1,14 ?-1• 4C%t J: .1:. ' •ti' � ,` A, ' ; . •r3, ,r-r *;�r'r a .. . 4y� refte :t;t:m ,34fCy,' • .7tf'tmt.,wn (s~ -:r . , (”Colo; ;:trees`, 1 (remso. + :11'11.•. . ,1 d /4 s 1a i r I -. ►3 ..L JCNCP9l-r, WAS CE.4NEO 'y ti.E:r :I.M UII u Mr MC SHAY XE:t;IRE'uENTS :r :.:'r ;IR A 4.0', CISi" (14 :NO Ar t Z,. 70. :' '1HTH 4 :C wPw *INC' Ahrt,4r:A 1':r: _'u 4L4 45,.E ,r y:'.!, a�t'rr i�vn 7" Snot: Set:ticrr 2 1 ' • i r 61 L1r'S:r 7n1:4r/11 (Fite:' • . ti +3.4: ' -.. P,ASE R 2 1/4' X 50,0GC' RCUNO (WT. • I.T«.i Kips; w /(5) 2.25'• AN04CR 6CI.TS CN 44.000' 9,C. wln+ uIN 5'.Q• EMBECUENT INTO PS (w /NuT5 A TE1W.Mt PUTT 0 a0T.) 37.000' ACAC55 FU15 }. A '. A 0;orr's:e AVOSS rot t;r+e�ta7 'oz C' 124CC 26.12; 23.170 37,CC� t,'!i�AC!ORE� ?•L� RFACiICNS UQMENT = 961 It -cps SHEAR a 16.2 kips AXIAL g 17,6 kips Eli. FHA FT T PJ1:c w'r. 7,2 kips • • ,, WESTERN WIRELESS / NEXTEL COMMUNICATIONS STRUCTURAL ANALYSIS OF AN EXISTING 100'ft. MONOPOLE FWT DESIGN NO. 96-1227, R2 JOB NO. 17829 SITE: 15820 PACIFIC HIGHWAY SOUTH, TUKWILA, WA (AMERITECH SITE: WA0271, RIVERTON HEIGHTS, TUKWILA, WA) •e ONO SEP021998 Stress Analysis 98.1227, R2 September 2, 1998 1 s Huai , engineering, inc. 800 Maynard Avenue South, Suite 403 'r" ' ttle, 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 4SEA0000000246 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. Western Wireless Corporation ADaPT Job No, WA98.1012 April 14, 1998 Page 6 w Tabu 1 Allowable End Bearing Capacity Depth (fems) Allowable Bearing Capacity (tsQ Limitin g Point Resistance ( tsn 15.29,5 6,5178 • 35 TSF Notes: D the embedment depth (in feet) into the bearing layer. B e 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 Depth (feet) Allowable Skin Friction (tst) 0.2 ..4 9.20 20 -29.$ 0.0 0.03 0.40 0.70 Lattrgi 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 UT, where L is the pier length in inches, and T is the relative stiffness factor. The relative stiffness factor (T) should be computed by: Western Wireless Corporation ADaPT lob No, WA98.1012 April 14, 1998 Page 7 Where E = modulus of elasticity (psi) 1 moment of inertia (in') nh = constant of horizontal subgrade reaction (pci) The factors E and 1 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 LIT ratio greater than 2. the modulus of subgrade reaction method is typically used. Both of these methods are discussed below: Passive Eressure 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. Table Allowable Passive 3 Pressures Depth (feet) Allowable Passive Pressure (pct 0.2 2.9 9.20 20.29,3 0 150 300 400 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. Western Wireless Corporation ADaPT lob No, WA98.1012 April 14, 1998 Page S 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. Table 4 Constant of Horizontal Subgrade Reaction (nh) Depth (feet) 0.2 2.9 9-20 20.29.5 nh (pci) 0 5 30 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 per 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 sidovalls can be expected, the foundation drilling contractor should be prepared to case the excavation to pre4.ent 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, Jun -20 -O0 1O:41A P.04 • • • • • • • • • AIL ANCHOR 901T TYP --- �ERTIr,AL ?ARS (25) 08 EQUALLY :PACE VIAMEEER (ID FtE) SECTION A--A u 1 A 16 ,' ._... ANcne 991.1 OfTMI. RAGE ORC,NG SEE SEC. A -k IMO -- -.- ..- M -- w - O .S- -• - -- 3' CLR TYPICAL FOUNDATION SECTION Jun - 20-00 1O:42A ANCHOR 30LT TEMPLATE EC;.T CIRCLE Ola. IA' TOP TEMP SECTION P.05 :IRCULAR TIE SCHEDULE '.," 'TES ',' TIES SIZE ; SPACING! LAP I SIZE ! SPACING ; LAP A ! v OTCN INDICATE;, it f aT OL 10 " U. HOLE r( , 8 REO'O) LATE .___._ TOP TEMPLATE g B 9Y �IFC. .425' TBOLU THREAD ABOVE NU' B� 22' 444 2.25' CIA. ASTU A -515 ANCHOR BOLTS BY WI BOTTOM TEMPLATE, BY MFG, STANDARD NUT 5' 22" ANCHOR BOLT ASSEMBLY SECTION C -C NOTE: H.T.S. SEE STRUCTURAL NOTES SHEET 2 FOR MATERIAL SPECIFICATION. TOWER HEIGHT: 100 FEET FWT MONOPOLE 1 1IA98- 1012PDP COhMO�TN MONOPOLE F N� IO PLAN 15820 PACIFIC HIGHWAY 30., WKWILA, WA, AM FCS S& 30248 SPEARMAN ENGINEERING, PS 11410 NE 124th 3T. SUITE 582 KIRKLAND, WA 98034 (425)' 820 --1 739 CATE. 4/15 N/A 98 -05.' / Shr 1 ,� 2 I'oiceSPeam 1111155 VOICESTREAM CO- LOCATION STRUCTU ° • L LOADING STANDARDS Dated: January 1, 2000 The VoiceStream Co- Location Structural Loading Standards are intended to govern any site development and design documentation required for site construction design approval, These are minimum requirements for site development documentation review and application approval. 1. MINIMUM MONOPOLE/TOWER LOADING REQUIREMENTS: A. Top loading shall include (12) EMS RR65.19.00XP antennas with mounting brackets. Specification and cut sheet included. 8. Top loading shall include (24) LNA amplifier, (2) per antenna, Specification and cut sheets included: C. Coax transmission lines shall include (24) 7/8" or 1518" according to current coax size. D. Loading shall include (1) microwave dish height TBD. 4' -0" diameter HP dish, E. Ali co- location applicants will include all future coax lines to be located, installed and attached to the outside of all monopoles /towers, Apply these minimum VoiceStream equipment/loading requirements incorporated with the most recent monopole /tower manufacturers drawings and calculations to achieve any final conclusions and or recommendations, VoiceStream Wireless Corporation — Site Marketing Program Structural Loading Standards v 1 .Q / Rev. Date: 1/10/00 Page 1 Alb EMer tL's+tll Cct hinge" RR65-1 9-OOXp Vec,ricai • t 'Aas 4s I AI Mc 2 •'+7 :8m ,^'001 �a•: i:ts4,s'.1 n^'1'9 Mcciai Number '�•i••1^417 .. Mechanical •'1"•• :1 5 :.: :11 2 1 i TI elte'! '•'r -1 /!S:av ' ':•3 -en :+t 10R "rt 'Mr4 ::sad • - :n'';' 3': •i 'Ir•;'; '� 11.. op fir s1!w* •Mrt;ris s—t•Sr•C *i••r :11, W4 e2r9 11 /AIN,'Petit el '•ri:ers 's' '.s?Z :diets !•W r /r"J •f V 4 ti! 1C► .'.4 3 ! ^I VA./ ;•,/ .'.-*W t rsre,s wss :,711'7. 9 NISM1 :sa 1 riw,c.s an ?i M: ro `I H t► .w, 'aft II •+•• o'rldorwl11Xrn YA ',Owl :113131. LIIUC�� OPis asarcdcn .� i• /C'IMl ' 1 .t.‘r' .. —4-4 i '1''4 .•' ! .: 7 i i rte' • 1" .- 41'.74X71.:7 ofTypeu C.7.1:41 t■a .e, p .,LSid ''ktf'J 1►r 1.1 • !Ii'. !Y • ACC 11 ••Wrcer •40W '1P( 3 1 :tires 71:r:CVC.L rtr I.Nr! ,r ,.lirflJ .•..:� 1!M fekr 'i • 1 :11 ' CI.1••1.31 :i11r1 I COI It '4144 111.110.0101161.13,4.1" frfarn AIM 1,410 '•i•:• gr ••,• •ir •: Vja T 4 • ;r w yr srr t 3r • • r ••,; c • y••• • 1• ,Tr ' '� +..... :�' or 11' r 4 01 PCS 190a Dual Duplex Tower Mounted Amplifier 1350 -•1990 MHz s A- lBarid --- rE15S01P64 B -Sand -- F.15601 P61 C -Band - r X15501 P8O D -9a nd -- FB 15S01 P86 E -Band W FF 15501 P95 r -Band -- F 15601 P94 The primary advantage d using a Tower Motet Amtafler $ ;'.tA) is the sensitivity improvement of the base station (particularly rural was). AGci�cntt4iv h e lower power requited by the mobile to reach the base stdcn yields substantial battery savings and less Interference between mobiles (eviceci fly urban areas). The Dual Duplex Tower Mounted Amplifier is a i•+v rcise arnctifier inValed as close as possible to the Tx/Wc antennas of the Base Staten improving sensit•Aty. Ire easy Installation of the TMA makes suitable for upgrading existing base stations. Each TMA Is ecsuloped with a band spe ftc 51ter and automatic ty -.ass to absentee the most redacts performance. MIAs are powered 1 rcugn the P..r a:»t =tie ulna bias tees. All ThtAS have been tasted and certified to . nd eiclerre environmental conditions. ■ Improves base station sensitivity- extends cell radius • Reduces co- channel interference • Compatible with GSM FCS 1900, COMA and rOMA mobllo radio networks- protocol independent ■ Easy to Install • Perfect for upgrading existing base stftlon installations ■ Suitable for extreme environmental operating conditions (!P65 sealing specifications) • Automatic bypass to assure fault - tolerant operation ✓ Built-in lightning protection • increases better/ life of portables 4orem An Allen rowans Company 30500 3rucc industrial Partway • C∎r, siar,4, C h ;o 44131•),96 phone: 440.349.3400 • F3.3: 440.349.34)7 ' .vww ali.nteie cam Dual Duplex .Tower Mounted Amplifier 1850 -1990 MHz r.r•••••1••■ A-8and — FS1SSO1P84 8-8and — FE15SO1PS1 Gland — F:15S01P80 D -&tend — FE15501P88 E-8and — FE 15501P95 F.Band — FE15S01P94 Electrical Prequenc/ range ...... (see frequency start) Coln 12 *40.5 dA 14ofee Apure 1.5 09 typkoad IP9 output ............................. y22 dam Power output M 1 dES cempree3Jdn •10 dam Tx Inaerlon lase in bind ,0,4 d8 max Recatver Ise4edon at Tx frequency 00 de rrun Max. RP Input srgnel level. Pot -10 dam Max. Tx power st •193 sec IMO 3Ignb1 60 Watts VSWR tees then 1,22:1 Noma( Inlpedene.a , ,,., 50 Chm Inuit 'restage . 13 9 Vdc Cperodrg current ,. 223 rM I.:914tr+ng protection :ac 1000 Part 41.5, 1 @C 1312.1 Mechanical CGmenstone: ;nrtes (cm) 1-lelght. 11,75 (29,8) ',Mdtlti 5.5 (14.0) Ceoet .. .. ..... 5.375 (13.8) PP connecare 7/16 female Temperature range .40° C b *70' C Ht„ �n,taly 10014 Weight 11,9 Ibs (5.3 ko) EncSosure sewing IP65 Frequency Chart PC.1 Modal Band Number e..8end PE15301P44 3.9and P816501 P91 C•Ound PI118301P50 C.Oend Pa15301Pee E•9and PIL16501P011 F•eand P215501PO4 Rx Ts (In MHz) (In M142) 1450.1695 1930.1415 1670.1805 1950.129.5 1305•1910 1175.1990 1085.1570 1245.1950 1885.1990 1985.1270 1800.1805 1270.1075 r ..V'r. •�• @forem M a1Nn Telecom C moa+ry 30500 Bruce Industrial Parkway • Cleveland, Ohio 44139.3996 ?hone :440.3494400 • Fax; 440.349.3407 • www.allentele,eom lI L O12 11MMOiwlWwww ),7r 18 ("§ N ) i 4 JUN— 19— 00 11t37 FROM t 1 0 e en9 FACE 2/ 3 844H90VT(E)-XT dB Director 11 dBd, 90", Adjustable Electrical Downtlit, Directional Log Periodic Antenna 806-869 MHz Model • Number Termination 844N9ovrm 344490VIE-XT hp. M11-FaimAlo 7.16 CIN (a") Frequency Pangs lain 906-869 MHz 11 (13.1 tiel). typical v6W15 1.22 : euitrwidth (US from max) Horizontal: 20' 5' veiniest: I' Electrical Deerntilt ••■•■■••••■■ From to Ise k Ratio Polarization Mu. Input Pewter Application W•lgret Adlustebla downtill ot sueursole in 1' increments. s. 40 cla Vortical SOO Wens frtinxing 12 to (5.4 kg) Wind Area Wind Load Mee. Wind Speed Material Color 2 fts (0 19m1 AO lbf 1MM 35,9 int iot 1:0 morn 125 mph 1200 kmoh) Richnionl: 9.c* Panel Radom': Mounting Haw: Normal; Dray Brass Pass Aluminum ;t9t) GalversZtla Stem Mounting 09350 pipe mount kit (max, L5' OD), :ncluaed, 0owntilt Bruits!, (Optionel) 095083 Weather Promotion .111MMININNowe Lleataing Protection Puffy protected ty metal ancl UV Statolized A98 All metal parts trounced. linelling tilse 59' x 10' 16' (160 x 25 x 36 cm) Shipping Weight 3010,03 6 IV Antenna Patterns Horizontal \1V7 Veinal 6' ( I 62mml '4. ('21s) 11 did (13,1 del) Gain Adjustable Electrical Downtilt Directional Log Periodic Antenna with 90' horizontal 3 di beamwidth for 809.899 MHz. $0101lolions are* fenInnos °rig 01111049.030A 0000 4&W DECIBEL PRODUCTS A Division of Mon Tolecom Inc. 214 )L.7irweiv 8435 Stemmons Freeway P. 0, Box 569410 Dallas, Um 75356-9410 • : 1c ..,'=-Cmg It riti\ 4"4") „ e, 4 0 0 ; 114 ..4.4.•■■■ awympommorlimmo....wwwwwwrat....mmommli JUN-16-00 1 1 37 PP011 : D Ise PAGE 3/ 3 844H40VT(E)-XT dB Director 14 dBd, 40°, Adjustable Electrical Downtilt, Directional Log Periodic Antenna 806-869 MHz Memel Mummer TarrrunatIon Frequency Range Clain VSWR R..mwtdth (3419 from max) Electrical Downtilt Front to Back Ratio aoms 4441-440V7-XT 444H4OVIE•Xi .7YPe tbr9msle 1 7,16 DIN (Eg) 808489 Wiz 14 d8d (151 deli) 1 22 1 ofot$tOfltI 40 ± s• Vertical: 156 t l• Actustante dowriNt of securapia in ;nerortients at 15' first upper mutt on nonton '40d Polarisation Vertical fillaa, input Pow 00 WPti 401 eatt or aular and Trunkog W•loht 4 g MS (8 8 kg) Wind Load 200 1bl (190N1 89.9 ho (at 100 non) Oa+ Max. Wind Speed 1 125 mph (200 kmihl Materiel Coto, Mourning Dowmin Brackets Weather Protection Lletnnine Protaction Picking 8is• Rale:tors Pass, Aluminum Raoiators, Rack Pinei; Miss Post Aluminum R1Vinms, Ain Yountng maw aalvanind Steel Rariarne; Licht Dray; Scin (3old 09110 pipe 'noun! kit (max 3,5* OD). ,nc1uOad 095083 (*ONO) Rutty ofotecIod by mewl nna UV ttalpitrile A88. All motel cans grounded. 504 27"i 11*(137x688s28c1 Shipping Weight 30 lbs (17 7 ha) Antenna Patterns lionsortal Vertical 5.5" 035rilmi 5^ 1 (MIMI) 1 1 1 14 dBd (16.1 OBI) gain adjustable electrical downdlt directional log periodic antenna with 40' horizontal 3 dB beamwidth for 806-869 MHz. Soecatications ws 1:r reteronai only‘ 099089.028.9 04100 DECIBEL PRODUCTS A Division cd Allen Tat000rn Inc 8535 Stemmons Freeway P. 0, 150X 569010 Dallas, Toms 753564610 214 / 631-0310 Fox: 214 / 6314706 S . _..... �........ r........... • • !WI, .1111 111 A le/ 11011/44Il1# 11) A SO, 1101111•IIIE A01/101111101 110 IMAA111:0 AO 0110 1,111 IG Aat rLi�jslp1111tit nC 116111 llrlf 117WA (unn t.r (a, r° 111111/00 011 yyke /IAf 1111' ARCA11nraI1001H11 10i 0,9 bi 1'1 IMM t IC.A LVAII1NQ DII 11 Iw 1111111. 7IWUIn VALt1 I Al I I1A 1i f A1111111A It AfrA V0 111110 clwN'U/1101/1111101 1UC111 tt)rt{tN31N1 011P11rL11UN, lte.n110I110, uu OR MSC(A{tIA1, /A011MIIi. A>rti,'l�RII 1i0�01b. (11AI1 WOOL All•If,. AD 1 1- c 4' of M c a It V 0 0 C1 it f 4 R1.01) 16010 02- 6 REQ'p 3/4'4i 1111-2FAMII Rt111 m/ 4t1 1 21.1 03- L RXQ'ly '5I ; -3, 04- 3 RCQ'D 11,1 110-2,3' 116. 24 1t('A'1) CV /6'4 A326 (DO1. l f x 2' I,r 1(1.16.1...AAPF(1!ll.l.11.1- 30iI..11.2 1111 F; IINIVER5A1, I'IONQPOLF h111T 0 WES To WERtm G 0 M 111 U N I C A T I O N r MMlep ��A;A�i�IyMR�IM1� a Q 0 �1��1 rI1MrMtld EMS 11 ireless 0ottRange•'' Suppressor''" RR33:2OOODPL4 (9.TdBi •amain 41554° Dual Poi' RF CONNECTORS --� SPECIFICATIONS Bearrwicth .1 :B1 ::,"utn Sice►ocos ::e'iat►cn ?earr;v►ctr .3 :81 a;a;lon SicefCCe3 Lour stUr iar:non ;�••:• =cr, :minor ;'.rt••c•Sac,< Ratio s•Yiti•s�t Cvintilt r."l::C •'� r :rr9C :cr3 =vote - lonciirg 393T.4 nterrrcct.!at;cr —71:r r,g Prctec::cn E;ec:r!cai 22, :B :F. 4E1 •rl . Siant:.1 4r .30 :3 2,! a. j • 1. Ma( .: '•'4 :IN 4,1541 :50 Nan] :.Y • •• • M �,{��i•� �r� :3m) ::•33313 Grcuro "'9rsrr; +ti 1 s �.1:4C ;Vr; ,s . :3: ;r: 'rlecranicai 1 t »e1•� ^1X1•'4'-1 t' } ,•. ::3 c' :3!crs"'�� 5.1;t ;,..,t', : ± :.i t .....' Ar "8^ :t - 4.,1 •1•1 , • i 't ,t: 1'd..ttir.t— :..•till MOUNTING ©R"FION►5 t,,. » \t ..�.. • • ♦ L .. r V ON ''MTG•P00.10 5tanoaro Mount . Supptieo with anterra M 1.0402.10 Swivel Mount M'G•DXX•2,0' Mecnanlcai .ownt It Kits •.iSu•C,<,(•'v' ~:aster Mount Kits ',l T G.0O2.10 U•ecit Custer Mount Kit •MTG- TXX't0' Sleet Banc Mount ' Model Hummer incwn represents a series of Orccucts. 270' '.';un;irg <it rrc. :;" 3 :'"'• :" 3 :;.13:"'ent. ar :annas ' ' scar: :r, : ar :erras '30' 3oar. 3ntenras ` 3oar. 'r : rc1a • :ie crametel See ntounung :cticr'•3 section for 3 :ec:tic rc:e► "urr:er 270' 240' •oo' 210. 7. 330' ►a0• 90' Elevation 120' 50' �n• f at-iriel electronics i •,� - C. r• n r 1. 3aoriel 18 GHz Standard Parabolic Antenna Associated Equipment Information Pages Point•to•Point Antenna Specification!) 14 • 111 Special Application Antennas 135 • 145 Antenna Mounts 6 Referonce Dimensions 112 • 134 Rummel „ .............122 • 124 T3wsr Aceessorios ... 148 • 154 Transmission tines 155.243 0r/ Air Preisuri =ors 244 • 253 Electrical Specifications c+q-cR 17.70- 19.70GHz Parabolic Antennas Facts 8 Features • Gabriel duality and Dependability. • Feed input flange UG•596A/U mates with UG•595/U flange. (Other EIA and IEC types available on request.) • quick and easy feed installation and continuous polarization adjustment are achieved from the rear of the antenna, (See specific model.) • 'HE' b 'PE' Series models are pressunzable to 5 pal (35 kPa) All other feeds may be pressunzed to 10 psi (70 kPa). • All antennas meet or exceed Standards EIA-195•C and EIA•222•F. • Antenna features independent azimuth and elevation adjust- ments. (Refer to mechanical section for speaflc model.) • 'HE' &'PE• Series feature independent galvanized steel adjust- ment for */•5' azimuth and •50•/•54 or +5140' eievadon adjust• mem, • isolation Is 35 dB or better cn Dual Polarized models, • Special colors and /or logos available on request. • Radio mount kits optional. • Optional 2 ft. (0,6) antenna vertex mount configuration avail. able, PE Series • Standard • Plane Polarized PE2•180A 2 (0.8) 8 17,70.19.70 PE2,5•180A 2.5 (0.8) 8 PE4•1808 4 (1 2) 8, 2, 3 PE8•180A 6 (1.8) 8, 2, 3 Standard • Plane Polarized 17,70.19.70 RF8•180CSE RF8•1808SE Standard • 17,70.19.70 Dual Polarized DP2•180ASE DP2.5•180ASE DP4•180ASE DP6•180ASE 0P8•180ASE 38.5 39.0 39,4 40,3 40.8 41.2 44.5 45,0 45.4 47,8 48,3 48.7 2.0 32 52 1.20 (20.8)t 1.5 32 54 1.20 (20.8)1' 0.9 32 50 1.20 (20.8)1' 0.7 32 80 1.20 (20.8)1' 5 (1:8) A, 2, 3 47,8 48,3 48.7 0.6 32 63 1.15 (23.1)1' 8 12.4) A, 2, 3 49.9 50,4 50,8 0.5 32 65 1.15 (23.1)1' 2 (0.8) 2.5 (0.8) 4 (1.2) 8 (1.8) 8 (2.4) 8 8, 2, 3 8, 2, 3 8,2,3 P.O. Sox 70, Scarborough, Maine 04070 USA email: info @gabnelnetcam 38.4 40,3 44.3 47,7 49,8, 38.9 39.3 40.8 41,2 44,8 45,2 48,2 48,6 50.3 50.7 NOTE: A, 8 2 3 t 1.8 30 50 1.20 (20.8)t 1.5 30 52 1.20 (20.8)t 0,9 30 58 1.20 (20.8)1' 0.6 30 63 1.20 (20,8)1' 0,5 30 85 1.20 (20.8)t Meets U.S. Federal CommunKation Commission Rules and Regulations for Parts 74, 70 and 101 oncoming antenna limitations. Meets Industry Canada Rsdb Regulatory Standard SRSP•311,5. Meets Industry Canada Rota Regulatory Standard SRSP•310.0 Issue 1. Vsr. A. Improved vSWR availsDIS. Product Information suited 10 change without Mists, TO: 207483 -5181 Fax: 207.8834419 wab: http / www.yabrieku t.com nthrtP1 c ctronics andard (Solid) Antenna Windloading Standard Antennas Approximate Wind Forces at 125 mph (200 kmh) Top View .._.. alpha a Wind Standard Antenna without radon% wi ; TEL'. 126 2.11. (0.6) Positive Sign Convention for Winoloads Standard Antenna with radium 1 old ' . Std orde (L 111 t,l, 9 1 N l(;). w et)n ant :IP 0 60 125 160 290 310' •62 •193 (1260) (1390)' (•380) (•660) 0 49 57' 0 (0) (220) (390)' (0) 0 •30 65' 0 (0) (.53) (60). (0) 0 163' (720)' 0 (0) 0 10) 50 102 (460) 100' (4401' .16 (451 100 9 (35) 75 (330) 76' (103)' 160 •125 (.550) 0 (0) 0 (0) 2,5•11, 0 390 (1700) 0 (0) 0 (0) 0 220' (090)' 0 (0) 0 (0) (0.8) 60 430' (1910)' 67 (300) 43 (•66► 50 141 (630) 137' (6101' 40 (•40) 125 .112 (400) 119' (630)' 106' (143)' 100 12 (531 102 (460) 122' (166)' 160 .270 (.1160) 0 (0) 0 (0) 150 .171 (.760) 0 (0) 0 (0) 4.11, 0 980 (4300) 0 (0) 0 (0) 0 040' (2400)' 0 (0) 0 (0) (1.21 80 1060' (47001' 163 (720) •240 (420) 50 340 (1520) 330' (1480)' •112 (.152) 125 .270 (.12101 200' (1290)' 400' (6401' 100 29 (126) 250 (11101 460' (6301' 180 .640 (4000) 0 (0) 0 (0) 160 .420 (.1650) 0 (0) 0 (0) 841. 0 2000 (9100) 0 (0) 0 (0) 0 ' ' 1160' (52001' 0 (0) 0 (0) (1.8) 60 2200' (9900)' 350 (1550) .750 (.1010) 50 730 (3300) 710' (3200)' 450 (450) 126 .660 (.2600) 620' (2000)' 1260' (16901' 100 61 (270) 630 (2400) 1460' (1960)' 180 .1380 (4100) 0 (0) 0 (0) 100 490 (.4000) 0 (0) 0 (0) 641. ur 0 2240 (9070) 0 (0) 0 (0) 0 1270' (6200)' 0 (0) 0 (0) (1.8) 50 2440' (10860)' 350 (1690) .660 (0160) 60 800 (3300) 780' (3470)' •400 (440) OrepOion 126 430 (4500) 080' (3030)' 1430' (1040)' 100 70 (270) 550 (2550) 1050' (22401' Cateoory'A' 180 .1510 (.6720) 0 (0) 0 (0) 150 .970 (4000) 0 (0) 0 (0) 8.(t, 0 3400 (15200) 0 (0) 0 (0) 0 1930' (0600)' 0 (0) 0 (0) (2.4) 60 3700' (16500)' 580 (2600) •1600 (4200) 50 1220 (5400) 1180' (5300)' .750 (40201 125 .970 (4300) 1030' (4600)' 2700' (36001' 100 102 (450) 890 (3900) 3100' (42001' 150 .2300 (.10200) 0 (0) 0 (0) 100 .1480 (4500) 0 (0) 0 (0) 10.11. 0 6500 (24000) 0 (0) 0 (0) 0 3100'(13500)' 0 (0) 0 (0) (3.0) 00 6000' (27000)' 930 (4100) .3200 (4400) 50 1950 (0700) 1900' (84001' .1620 (.2100) 125 •1550 (4900) 1650' (7300)' 5400' (7400)' 100 164 (730) 1420 (6300) 0300' (85001' 150 •3700 06300) 0 (0) 0 (0) 160 .2400(.10800) 0 (0) 0 (0) 12.11, 0 7600 (34000) 0 (0) 0 r (0) 0 4300'(19300)' 0 (0) 0 (0) (3.7) 60 6400' (37000)' 1300 (6800) .5400 (.1300) 50 2700 (12200) 2700'(11500)' 4600 (4400) 125 .2200 (4700) 2300' (10300)' 9000' (122001' 100 230 (1020) 1990 (8500) 10400'(14200)' 160 4100 (23000) 0 (0) 0 (0) 150 4300(.14600) 0 (0) 0 (0) 16.11. 0 12600 (50000) 0 (0) 0 (0) (4.5) 60 13700' (01000)' 2100 (9500) .11300 05300) 'Emma 126 ' •3000 (•16000) 3000' (16500)' 15900' (26000)' Sense o *, 100 4400 (37000) 0 (0) 0 (0) P.O. Snot 70, Scarborough, Maine 04070 U.SA arttaic intoegabtielnstoom • Notes 1 Notes 2 Indicates maximum value. The above windlaeds are typical for most applications. For some models, the windloads may vary from this tab*. 3oms 6 ft. (1.0) diameter antenna models meeting Category 'A' criteria, utilise oversized renedors. Contact your Gabriel Seise Engineer for these values. Tel: 207.883.5161 Faic 207483.4460 web: httpl/w ee.Qabr$Sintoonn 1 g ahriel electronics Antenna Dimensions, • ,.L 2ft. (0.6)•2.5 ft. (0.8) Standard & High Performance Mechanical Specifications ornotaC - A B C E o H alew5 J ' K L r..,. P Q Lei i'4.-• D s A 4 ^^i-. -- , -. .-,. r- ti �- ^- r -• -a:r "III. : " 7. fniT =7 Willa. Mount Length Pivot Point (horizontal) Center Line Offset Pivot Point (vertical) Antenna Centerline Reflector Length Shroud Length, Low Profile Shroud Length Shroud Length, HED2•144, HED2•127 Antenna Diameter Radome Length (Standard Antenna) Reflector Vertex Mast Diameter Azimuth Adj. Range, (Fine) Elevation Adj, Ranger =) 21,9 (555) 4,2 (105) 5u► (127) 8.8 (175) 14.6 (370) 12,3 (310) 9,6 (240) 12.5 (320) 15.2 (365) 29.0 (735) 13.4 (340) 7.6 (195) 1,9.4.5'" (80.115) +1•5' +20' / •5'1n1 26.1 (665) 4.2 (105) 51 "I (127) 8.3 (210) 17.3 (440) 14.0 (355) 13.9 (355) • 35.0 (890) 16.8 (425) 8.7 (220) 1,9.4,51" (60.115) +1•5' .20' /.5•I :I Parabolic shipping information is available in the Shipping Inf oration section of this catalog P.O. Box 70, Scarborough. Mains 04070 U.B.A. Nona: 1. Survival wind speed Is reduced 10110 mph (177kmlhr) when standard antenna without radome is mounted on mast diameters smaller than 2,375• (5Omm), 2. Inver mount for +5' / .20' elevation range. 3. WW1 left or right without inverting mount. Product Information subject to change without notice, walk info®gabris>hN.com Tab 2074163.5181 Fax: 207.883.4469 watb: httpJ/www.gabriaktN.00m - uofsuawlp 117 PEt(MIT COCD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: MI2000 -149. DATE: 7 -3 -2000 PROJECT NAME: LEWIS & CLARK COLO. /US WEST SITE ADDRESS: 15820 TUKWILA INTERNATIONAL BL Original Plan Submittal __Response to Incomplete Letter # MOM.„ Response to Correction Letter # i.Y_ Revision # After Permit Is Issued DEPARTMENTS: e,/ B din Division S?:1 Fire Preven tion ion ‘54 Plannn Division J4k14cO Kt& - 1'+t'c° ha. 1a0 Public •rks 2 , Structural ❑ Permit Coordinator (gi DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 7.6.2000 Complete Ei Comments: Incomplete ❑ Not Applicable ❑ TOES /THURS ROUT G: Please Route Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPKOV9a_Ciain s ((en days) Approved El Approved with Conditions REVIEWER'S INITIALS: DUE DATGi J„ - ,x000 Not Approved (attach comments) ❑ DATE: CO ON D E N ION: Approved ❑ Approved with Conditions REVIEWER'S INITIALS: DUE DATE Not Approved (attach comments) DATE: SON 111 ao oat. DEPARTMENT OP LABOR AND INDUSTRIES RIQ I STS= AS PROVIDE SY LAW AS CO1!8T COAT MINIMAL MP, DTs 05/'1/2001 ?1979' AMIUICAN•, LINK BUILD*RS INC 246 Tt1CMNON RD DAYTON MA 99328 N13.Ofl1 tM 7) =--- Dead And blipl *y Catiticdtt ---• ._. • . , • • . . .. I certify that this Is a copy of the original license, #AMERII?' 21 OCG, which expires 5/1/2001. avid J. me, Vice President American Line Builders, Inc. Os ' . ta g .,,"..11.;11,104.ry Public In and for the State of Washington fifer J. tchen My commission expires: 1 -13.01