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HomeMy WebLinkAboutPermit 6746 - Cellular One - Building and Monopole6746 91-251 cellular one 12228 51st place south prefab building and monopole Permit 6746 - Cellular One CITY OF TUKWILA 6200 SOUTHCENTER BOULEVARD, TUKIVILA, WASHINGTON 98188 Dennis S. Buchanan, President Buchanan General Contracting Co. P.O. Box 40069 Bellevue, WA Thank Youl Utili Inspector PHONE ti (206)433.1800 • TO: Kim Hart, Finance FROM: Shellie Bates, Permit Center Jos DATE: October 17, 1991 SUBJECT: Refund Please release the $2,000 bond to Buchanan General Contracting Company. The hauling project has been signed off by the utility inspector. The original transaction was September 10, 1991, Receipt #2108. Please mail the check to the applicant at the following address: • • • ' .„•, Gary L. VanDusen; Mayor . October 16, 1991 BUCHANAN GENERAL CONTRACTING CO. P.O. BOX 40069 BELLEVUE, WASHINGTON 98004 TELEPHONE (206) 462.1326 CONTRACTOR LICENSE BUCHAGC 159CF FAX (206) 462 -9468 City of Tukwila; Attn: John Pierog Associate Engineer 6300 Southcenter Blvd Tukwila, WA 98188 Re: Release of $2000 Cashier's Check for Hauling Permit H- 143 -91. Dear John: This letter is to serve as our request for the above mentioned item to be released. We have finished the work at the below address, including the hauling of the pole /tower. The location of the project is 12228 51st Place South Tukwila, WA RECEIVED CITY OF TUKWILA OCT 17. 1991 PERMIT CENTER If there are any problems .or:' questions , please do not hesitate to contact.' me. TYPE OF CONST : N/A — JUBC D I year) 1988 SETBACKS: N - S - E- UTILITY PERMITS REQUIRED? XO Yes 0 No W- (through Public Works) FIRE PROTECTION: Sprinklers DX Detectors 0 N/A ZONING: BAR /LAND USE CONDITIONS? al Yes (] No CONDITIONS (other than those noted on or attached to permit/plans) WA. ST. CONTRACTOR'S LICENSE # BUCHAGC159CF EXP. DATE 2 ARCHITECT Hedges & .Roth Engineering PHONE 827 -8793 ADDRESS 909 Kirkland Avenue, Kirkland, WA PROPERTY OWNER Cellular One PHONE 389 -52921 ADDRESS 617 Eastlake Avenue East, Seattle, WA ZIP 98109 CONTRACTOR Buchanan General Contracting Inc. PHONE 462 -1326 ADDRESS P,0. Box 40069, Bellevue, WA ZIP 98004 WA. ST. CONTRACTOR'S LICENSE # BUCHAGC159CF EXP. DATE 2 ARCHITECT Hedges & .Roth Engineering PHONE 827 -8793 ADDRESS 909 Kirkland Avenue, Kirkland, WA ZIP 98033 BUILDIM4 PERMIT (POST WITH INSPECTION CARD AND PLANS IN A CONSPICUOUS LOCATION) CITY OF TUKWILA Dept. of Community Development - Building Division 6300 Southcenter Boulevard, Tukwila WA 98188 (206) 431 -3670 BUILDING PERMIT NO. DATE ISSUED: SITE ADDRESS L0 12228 51 P1 S PROJECT NAME/TENANT Cellular One TYPE OF (Xj New Building Li Addition WORK: 0 Rack Storage 0 Reroof DESCRIBE WORK TO BE DONE: Construct a 12' APPROVED FOR / 1 ���" ISSUANCE BY: � and:. ✓''! .. r ............. rk is.`, is permrt shall tiecom�e,null. o d o ... ...... . o ra ban onea issuance, or if the work is suspender FEES DESCRIPTION BUILDING PERMIT FEE .: PLAN :CHE.CK BU.ILD.ING`S >': >;TOTAL< PLAN CHECK NO.: SUITE # BUILDING OFFICIAL AMOUNT ; RCPT #• " ' 207.00 _ qT�3' .. I , : • 135:0 9h92: 6 179'1< 91 -251 PAOJECT: INFO'RMATIQN VALUE OF CONSTRUCTION - $ 17,358.00 ASSESSOR ACCOUNT#. 017900 - 1955 -08 U Tenant Improvement (commercial) („_j Demolition (building) Li Grading/Fill 0 Remodel (residential) 0 Other: X 28' pre - fabricated building and a 100' monopole. OCC. LOAD SQUARE FEET SQUARE FEET SQUARE FEET OCC. LOAD OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET TOTAL SQUARE FEET TOTAL OCC, LOAD DATE: SIGNATURE: PRINT NAME: 15RQK W DATE: 2`3 Ofit G— et' COMPANY: (3Zt!GI IJ4?) 6(A41.441--- I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of lay 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 vi late or cancel the provisions of any other state or local laws regulating construction or performance of work am authorized to sign for and obtain this building permit. :d of Commencea! within 180 days frorrr�the . ate . ....,.. or a'periodof ; 1 ,80 days from the last inspection ` CERTIFICATE OF OCCUPANCY NO. DATE ISSUED: ua ar,, r - PERMIT NO. CONTACTED Sill DATE READY DATE NOTIFIED nn o� "-°1 BY: ^ ,Q�Q (init.) .-�C1 PERMIT EXPIRES 2nd NOTIFICATION BY: (init.) ( init. ) AMOUNT OWING .�. . 5 D 3RD NOTIFICATION t BUILDING VERMIT APPLICATION TRACKING PROJECT NAME l PLAN CHECK NUMBER INSTRUCTIONS TO STAFF • Contacts with applicants or requests for information should be summarized in writing by staff so that any time the status of the project may be ascertained. • Plan corrections shall be completed and approved prior to sending on to the next department. • Any conditions or requirements for the permit shall be noted on the plans or summarized concisely in the form of a formal letter or memo, which will be attached to the permit. • Please fill out your section of the tracking chart completely. Where information requested is not applicable, so note by using "N /A ". BUILDING SQUARE FOOTAGE/OCCUPANCY INFORMATION (to be filled out by Plan Checker) PARTMENT c4 BUILDING - initial review FIRE *1PLANNING Dionivx PUBLIC WORKS 0 OTHER SQUARE FEET BUILDING - final review • LOAD REVIEW COMPLETED SQUARE FEET OCC. LOAD DEPARTMENTAL REVIEW "X" in box indicates which departments need to review the project. RO ' (t-n -ai 7- 19- e_ (ROUTED) 7_t 1 - i) 1 - INIT: INIT: 4 INIT: Z SQUARE FEET OCC. SQUARE • LOAD FE LOAD SQUARE FEET TOTAL TOTAL LOAD SQUARE FEET OCC. LOAD ZONING: CONSULTANT: Date Sent f312 t �� I 8 TYPE OF CONSTRUCTION: INIT: �.Q Date A +�E roved FIRE PROTECTION: (J Sprinklers Detectors REFERENCE FILE NOS.: MINIMUM SETBACKS: N- S- UTILITY PERMITS REQUIRED? (p-TYes fl No PUBLIC WORKS LETTER DATED: .sir//50/5r/ UI- 1 i fi IT R kCD (8. -1 1 A FIRE DEPT. LETTER DATED: 7,1"1!9/ ' INSPECTOR: BAR/LAND USE CONDITIONS? Yes _0 No UBC EDITION (year): 985 (l N/A 6/Z W- 0 jUU ourncenrer rrourevara, i 1JKWna vvA Vo 100 (206) 431 - 3670 DESCRIPTION AMOUNT RCPT # : DATE BUILDING PERMIT FEE " 7 O). "' PLAN CHECK C) l ---- NUMBER ( / -- 0 APPLICATION -MUST BE • • : . ,FIL LE D • OU T • , COMP • PLAN CHECK FEE f F - /7 BUIt_DiNG SURCHARGE OTHER: TOTAL s " Ll SITE ADDRESS - SUITE # / Z2 ?_3 – ::7 / — PAiAG cz3 . VALUE OF CONSTRUCTION - $ j I1 3s: _ CO PROJECT NAME/TENANT L'..- r� - .: 7 /y --. i � ..L..Z.: /oe-.4-r.�/ ASSESSOR ACCOUNT # ©/ 710 -17s`.. -C ' TYPE OF New Building lJ Addition U Tenant Improvement (commercial) U Demolition (building) WORK: 0 Rack Storage O Reroof 0 Remodel (residential) k21 Other "' - - • d /V, '' r, DESCRIBE WORK TO BE DONE: 5 n.r_•,i : � r c- <•4 Fare_ .d / 2 XZ ' 1��� —,c4�K,< d_ - 7 - ,f4 ,- Te / Lc.i4 €: L/O s -A L - -) /d`, BUILDING USE (office, warehouse, etc.) '5 re,.- A 4 o, 4 - ~rZv.✓i NATURE OF BUSINESS: ez-L_C-f,44 re _ / - , L ,,� / � .. J 5 WILL THERE BE A CHANGE IN USE? ©'No 0 Yes If Yes, new building requirements may need to be met. Please explain: SQUARE FOOTAGE - Building: , 3 Tenant Space: Nom_ Area of Construction: ] ILL THERE BE STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE BUILDING? No 0 Yes IF YES, EXPLAIN: PROPERTY OWNER P"u / rte% u`""°'L- PHONE ADDRESS -, r �� , , r--- <•- .� - ,= .A �- / A • . I J� � r K�.cr 76-8s (,- 6n - 71.4hc 4 �� , ,r ee ZIP - '91; lo7 CONTRACTOR u ch Q,J(\04\ a Qn-e Y O J an r GL=ti1y PHONE L..I (QQ- .. 1 3 O �0 �c ADDRESS \ . L o)t (i) ci. , at) t.\42\JU e € ZIP Cj %c) 0W WA. ST. CONTRACTOR'S LICENSE # } clkt 1 q C f- ,p_ EXP. DATE �_ t- cf,, I v 'f Ve xe....: PHONE 6 27-8 7 , 2 , 3 ADDRESS _ _.)`% ,fz L.4 0' /1 /.< -4 Lu,Q ZIP -U a3 CITY OF TUKWILA _.— Department of Community Development - Building Division VE_R BUILDING OWNER SIGNATURE OR AUTHORIZED AGENT ADDRESS � / 4 7 - '/..o Kv Avg %A S So1 (I) J -j tJ PHONE so 5 APPLICATION SUBMITTAL In order to ensure that your application is accepted for plan review, please make sure to fill out the application completely and follow the plan submittal checklist on the reverse side of this form. Handouts are available at the Building counter which provide more detailed information on application and plan submittal requirements. Application and plans must be complete In order to be accepted for plan review. VALUATION OF CONSTRUCTION Valuation for new construction and additions are calculated by the Department of Community Development prior to application submittal. Contact the Permit Coordinator at 431 -3870 prior to submitting application. In all cases, a valuation amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Building Division to comply with current fee schedules. BUILDING OWNER / AUTHORIZED AGENT If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. EXPIRATION OF PLAN REVIEW Applications for which no permit is issued within 180 days following the date of application shall expire by limitations. 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 304(d) of the Uniform Building Code (current edition). No application shall be extended more than once. If you have any questions about our process or plan submittal requirements, please contact the Department of Community Development Building Division at 431 -3670. CONTACT PERSON E RTIFY TKAT i H D : A PRINT N DATE APPLICATION ACCEPTED / 7-- 9 Z D ANO..EX1AMINED UTH ED .fib A BUILDIN PERMIT APPLICATION U� 11 1 g- 57v`�1 DATE X 7 1/ PHONE 7 - , CITY/ZIP 5 9� /oft' DATE APPLICATION EXPIRES COMMERCIAL • Completed building permit application (one for each structure) AstessOrAccount • ••• Two sets (2) of the following;„ Structural calculations stamp�d by a Washington State licensed .... „ . . . . . .• •••;"•••.•:"..'". ... . ...Energy calculations stamped by a Washington State licensed : engineer .or architect E Legal deacription • WoriiIng drawings ,. stamped by a Washington Btate license which include: . .• • • • •• ""......'"•• ::: ........":,....„.:::.:.... ....• ,. -. :••••• .... . . ..,........„,::.....i„..............,::::::::H........;,;::::;;;;,;:j.::::•.:•••.::::::::...,::...•••,........:..::::...... . ::::: • • : . .....,..„......„........„........::,:.:::......::.:::::::,:•:::::::::!::::::::::..:::::,,,,,,.,...,......„...................:,,......„.„.:.........„...,. .. ' ' •••••••:.•-••••-•••:".•••••:•••••••.... .1::::::11:::::::::: . ''..••••:••::::•••:: Mechanical drawings i'.:::::: Elevations .::: . -::::"::::::::...:...•.::::::::::::::::::.,:::••••:•;•:•.....:,:„:::::::::::....„„....,..........,......,.:••„„..,...,.......,..:•,,..„,.......:,.....„..,...,....••••:::: • '::: .. r—i..„,,,,,,,,,,i,,,iitiliOterir...ii,..fipplictAtipi‘i:'(on.f)'( , : .........:::.":::•:•• ... •"..:•:-',. , ..••• - ••••••:•:: . •:::*" . •'. ,, h:•••••• . ':•••••:" i:::: •Sii((6):Set*Of Civildrawings • ...„..... ...•••••• — •••••:::..,:.•;:.•• •.•:::,..::.,:,,....:.••:.!,;.:„..:.„...:,:.......:..„..... :,............„..............„......................,.., •,... „.. Y. .... N°7 " E '''' .1.;..9°..e ° iitilit PO it : ......1P /4 ........:....,.. . •••••••••:::.. • .. •• 1 , • SUBMITTA SOlIkreporl.starnped .TOpog raphi�l. E:•••• • • •-• • . • •••• • " • ••••• • • • • •••••••••••• •.„ artact RACK STORAGE . • ... L:J .• . ..• •. • . . . . . : ... ••::••;:.• : • • . . LI Completed bui perm . • . Ass essor A ccount Number .....••• ••••••• . • Two '. • ts of " • •. • , •• .• • • Buuding floor plan s howing „.. tire space where ••-•:7;••:::••,",':':,•••••••:*•::.'''.'•''''''l":":',:•:„:•:::::•••••:•-• • . • • th .•• •••• . ‘••.•• Exit doors Dimensions of aU aisles Tenant space floor plan showing rack storage tayout aisles and • e xits •••••.'":::'.••••••'•.::: • • • N OTE • and exit ways on plan Structural :.. • .....- ••••••• -writ! • .•stam. • by a Washington State licensed .• 60609.... 8. ...... . I AL . . . RE NEW SINGLE-FAMILY DWELLINGS/ADDITIONS • i 1 LI .....•: .• mp Ieted building permit • .. • ..."„:::::.:.,:::.:..-..:.:••••,.... .. . , . • . . „ As.es 11••-•,•::::::•:::',•::''' ber..."......•••,....--:— • •:.- • i; a • .• .• • . Acco unt . :...•"•••••'••• .....,:',.,,.......46ii:j091.,:..„::.,,::. .... . . 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'. . . : ' • . •, '''''..."" • "...'8": ''' ' :::'„' ::...:.: ..:(aii•OCIge.., •:<•:.•.:.:;::::;!:,• . '•:':: . ':::::;.":••••• ••••.: ..•:••••••'''' ...i....• . ' '' . . . :. L. j, ,:w.08..99to..cnt,71., , • .!'.: rm.i.:..-.1t...,:pp.i.leat—loaiite::',:‘,..:-..:::.:--•••••:'-‘..:'. ..,..:.:....7::;::::"......::::.::::...1..:..".:: .... .. r.....H.. .• . . • •:..: .'aiiit.i.),Ette.,. ... .:..•.::•,'•. ' .: .. ..., :. . .. 2 . . •. •• ;slew._ .... . •••••• . . : • bowing •••• .... :. :coinbin . ••roinpaps.: . r : •• . .... ,_n and u- tt for 1 : - • .. is_:.":. ..,,.Ailrea ' - .•E.....•••• ,•, of !ite ... '. • • ,,,..,. oo Pia" a'noidsubn : .11 ,..,......,"...,; : ' . :""; . :;:iiiniciou,': ' d utilitY:ir..:. -:•:.":::•:: . . 'Utilities, . :.• . •• . - •....•:•': ::::•.',...''...:•. see :,:'. ::: 'Co.rPr. • • . • • plans.s .:. • • :: • •...:,..,nyho.. —trectu.,r,........,. •••.• .:'..tiOna11°C)429 a ; .1Building : eite Pia d chec , .' • • •tharm7•1:7'7. . AN it tClidd e tYITE Co n s . r• phical and soils informason , . L CHECKLIST ". Blf Btfrg ...• :::.•,:.•••.•• • Assessor Account Number Two (2) sets of Construction plans wh ich include - Site . plan • " ••• • • • •••• ••• Qomploted buildng potmit appUcation (one for each structure) [J Assessor Account Number LI Two (2) sets of working dmwlngs, which include • 99r oof plan licing (all views) • Building cross-section : • . • * Structural framing plans • . . • . . NOTE: If any utility work Is to be. done proyfde utiliry permit application. and pIans,us t . . • . . R R • . Completed bUildIng:Penaii application (one for each structure) fl Assessor Account Number Narrative deictiblrig:existing root, material being reMoved, and Material being installed • .; ,1.•••• • • : • NOTE A leder is required prior to final inspection and sign off of the permit. .."' • " PERMITS PERMIT NUMBER APPROVED PLAN /LETTER DATE ISSUED COMMENTS Channelization/Striping/Signing 5 ife Uti ti - trats•�: s-I9- t I X Curb Cut/Access /Sidewalk C#-I IU a q i `j (qt -q) (0 -3--q Fire Loop/Hydrant Flood Zone Control X /� Grade/Fill A k rt YAQI i h I (D "a l {-� -- I �l ✓ -q) l a- al g -1 �1 -o11 (0-3-cu -' I C1�•�I I Hauling _� Landscape Irrigation Moving an Oversized Load Sanitary Side Sewer Sewer Main Extension (private) Sewer Main Extension (public) Storm Drainage 51>1 t4 Lid-C1 I 8 I q 1 t &3 Water Main Extension (private) Water Main Extension (public) O Deduct Water Meter (exempt) sizo: No .: 0 Water Only Water Meter (permanent size: No.: Water Meter (temporary) Size: 09Y 1N: (. . i ) 1'ti I — I37/ ( 'F,./-)V )( Other: Jld .8- 9-q I Other: • a:. RECEIVED TYPE OF REVIEW ,. •ii , TO PWD i..' .w APPROVED , c REQUESTED COMMENTS r ( \ 5 ife Uti ti (0 1`7 - ci I s-I9- t I PROJECT NAME C . - 0 k JY1.2_. SITE ADDRESS SUITE NO. PLAN CHECK NUMBER 9f- ROUTING PERMITS REQUIRED UTILITY FrOJECT TRACKING CHECKLIST CONDITIONS OOb F PERMIT I UANCE OR TINAL SIGN -OFF OF PROJECT :ec.Q' .R- 0-4 ` l I HEREBY CERTIFY THAT I HAVE READ THIS APPLICATION AND KNOW TH SAAfE TO BE TRUE AND CORRECT., Applicant/Authorized Agent Si gnature: _0..,,,--;t_ Contact Person c (PrIiiiiiams* •-)c)E C4 j e -- 2Lid4AYI.— 04 A 1/E E24s7 Phone: Print Name: ----- Alx.5 Phone: g - < 12_ Address: (:-, / 7-- Elis 5a Wil c:?Sioq Date: 6, Date Ap2Lcatif:Acfptd: _ -1 xpi s CITY OF TUKWILA Central Permit System - Engineering Division 6300 Southcenter Blvd., Tukwila, WA 98188 Phone: (206) 433-0179 PROJECT Site Address: t22_2.13 INFORMATION Name of Project: Property Owner: , 7/66, s, /9 sr 7:- .57; Street 93's Engineer: Flobes-4 1A/),g .Z7v4 Street Address: 225_11_01 LAA/2__AJA Contractor: Ti5i) Street Address: State/Zi : King Count Assessor Account Number: 0/ F —Lqs ■=11•12•11M11•111111111MP • PERMITS Channelization/Striping/Signing REQUESTED Curb Cut/Access/Sidewalk 0 Fire Loop/Hydr. (main to vault) - No.: Sizes: O Flood Zone Control O Grade/Fill cubic yards O Hauling O Landscape Irrigation O Moving an Oversized Load O Sanitary Side Sewer - No.: O Sewer Main Extension Private LI Public 0 WATER METER ' MONTHLY SERVICE BILLINGS TO: UTILITY PERMIc APPLICATION 617 E4srmi<e" A liE• PLAN CHECK NUMBER: P1,44,5 So , 723 A-Ai/44,4 WA - 'ia 60 ez.e--iii„An._ „ Phone No.: _639-529e_ City/State/Zip: T t4. , Phone No.: 82 7- 5793 City/State/Zip: 983 Phone No.: MEOW Storm Drain O Street Use O Water Main Extension Private LI Public O Water Meter / Exempt: - No.: Sizes Deduct C] Water Only E O Water Meter / Permanent - No.: O Water Meter / Temporary:- No.: O Other: Name: Street Name: ...... Street LI Water 0 Sewer 'DESCRIPTION OF. PROJECT O Multiple-Family Dwelling 0 Hotel No. of Units: D Motel LI Metro LI Standb CI Si .le-Famil Residential 0 Duplex LI Tri lex Phone No.: City/State/Zip: Phone No.: City/State/Zip: 0 Apartments Other: 0 Condominiums 14-e0 re-red2 0( 3i O Commercial/Industrial LI Office 0 Warehouse 0 Church 0 School/College/Universlly 0 Retail 0 Manufacturing 0 Hospital 0 Other: New Building LI MISCELLANEOUS . INFORMATION Remodel/ Square footage of original building space: Addition Square Footage Square footage of additional building space: King County Assessors valuation of existing structures: $ Valuation of work to be done: $ ccis 4- S o Leas— fo- 1 7 09/18/90 SUBMITTAL CN ''`•KLIST All site plans shall be provided in one for review by the Public Works Department. Six (6) sets of plans stamped by a licensed engineer are required along with this application completed and signed by the applicant's representative. The following information is necessary for Public Works Department evaluation and approval of site plans: • All utility construction is to meet the City of Tukwila Standards • Indicate scale of drawing and show north arrow • Identify location by address or distance to nearest Intersection CURB CUT /ACCESS /SIDEWALKS/ CHANNELIZATION /STRIPING /SIGNING O Dimendons O Type of surfacing - asphalt, crushed rock, etc.(and thickness) O Percent of slope or runoff direction O Size of curb cuts/location O Vehicular and pedestrian traffic facilities, including signing and striping, wheel chair ramps, curb cuts FIRE LOOP /HYDRANT O Type of pipe O Size of pipe /location O Location and type of all valves O Type of bedding and backfill materials /percent compaction O Distance from structures, storm and sewer facilities at minimum separation O Location and size of thrust blocking FLOOD ZONE CONTROL (Requirements are under Flood Ord. No. 1462 and can be obtained from the Public Works Dept.) O Lowest finished floor elevation O Contours and elevations per National Geodetic Vertical Datum LAND ALTERING (CLEARING, GRADE AND FILL) O Contour map (2' intervals) showing existing and proposed contours O Estimate of yardage, both cut and fill O Erosion control plan HAULING O Copy of Certificate of insurance coverage (minimum $1,000,000) O $2,000 bond made out to the City of Tukwila for property damages caused by activities O Route map LANDSCAPE IRRIGATION O Location of DSHS approved double check valve O Type of pipe - copper, high density molecular plastic, ductile O Size and depth of pipe O Size of meter O Location and elevation of meter box (water meter - permanent and exempt). Clearly show whether tap is on main or domestic service O Location and type of tap O Type of bedding and backfill materials /percent compaction MOVING AN OVERSIZED LOAD O Copy of Certificate of insurance coverage (minimum $1,000,000) O $5,000 bond made out to the City of Tukwila for property damages caused by activities O Business License with City of Tukwila O Route map SANITARY SI SEWER O Type of pipe • .ete, PVC, etc. O Size of pipe /loca on O Percent of slope on pipe /length of run O Connection point(s) to public O Location of cleanout(s) and test Tec(s) O Type of bedding and backfill material/percent compaction O Invert elevations at structures and junctions SEWER MAIN EXTENSION O Type of pipe - concrete, PVC, etc. O Size of pipe /location O Percent of slope on pipe /length of run O Connection point(s) to public O Location of cleanouts O Type of bedding and backfill material/percent compaction STORM DRAINAGE (including existing topography and proposed grading and surfacing) O Type of pipe O Size of pipe O Percent of slope /length of run O Location of all structures O Square footage of area to be drained, including roof area O Bedding material for pipe O Invert or flow line elevations STREET USE O Complete description of proposed activity O Map with address and outline of limits of activity relative to public right-of-way and easements O Proposed traffic control/detour (per Manual of Uniform Traffic Control Devices) O Proposed schedule (times and dates) WATER MAIN EXTENSION O Type of pipe O Size of pipe O Hydrant type and locations O Valve type and locations O Connection point(s) to existing system O Type of connection - live tap, tee, etc. O Location and size of thrust blocking O Size and location of mains, including elevations (profile) WATER METER • EXEMPT O Diagram of domestic system/tie in of exempt meter O Number /account for existing domestic meter O Size and type of material of meter and service O Site address WATER METER - PERMANENT O Type of pipe - copper, high density molecular plastic, ductile O Size and depth of pipe O Size of meter O Location and elevation of meter box (water meter - permanent and exempt) O Location and type of tap O Type of bedding and backfill materials /percent compaction WATER METER - TEMPORARY O Address and hydrant location O Size of meter O Estimate of quantity and schedule • • After the Public Works Department�ras comp et: • the r rev ew an . t e p ans are approv: ., t o app ant w not by letter concerning the necessary permits and requirements; an approved set of plans will accompany the letter. N the plans are not approved, the applicant will be notified b lette of necessary resubm re CITY OF TUKWILA 6200 SOUTHCENTER BOULEVARD, TUKWILA, WASHINGTON 98188 MEMORANDUM TO: DQ FROM: DATE: Los - I SUBJECT: -e (cdcwkch PHONE N (206) 433.1800 €-f lLacL r- 0 ? O DoO 00 44() • . .00 (taitt • uneibukuton 4( ( ODD T•62,A1 , - 7(0. __� ✓lJ c l A fOtet).(tc KA . Gary L. VanDusen, Mayor \\ O CITY OF TUKWILA 6200 SOUTHCENTER BOULEVARD, TUKWILA, WASHINGTON 98188 MEMORANDUM TO: FROM: DATE: Lo' - 1-9 I SUBJECT: £ CO. 1 op UOJkah --boi-eL 64 alp OD JaAnNAA- 59 . 00 t- .s PHONE # (206) 433.1800 Sq.O"O 6 (.GlK .L cf:Du r(JOiry 6" 60 ins 00 43-w Gary L. VanDuscn, Mayor aoZ coo 1 35 , c��� 50 _els NGINE�RED'EI�D AVCJR$ "1 CQRPQRAT tLE COPY.. I understand Met the Ptan Check :rpfxovels are urjec1 io error's anti ainissions and approval of plans C4t't r,+° r_,I)la ht i / {: !! Vt ,J iiQ'il of any, { c J ractor's 4 ''t:itf4' • 'x� rzri% f'4o ,. 2`3 8500: Station Street `* Suite 240 .* Mentor,' Ohio 44060 Telephone, :, (216) 9746060. * 'Telefax:..(216) 974-9238 RECEIVED CITY CIF TLIKWI A JUN.17 1991 PERMIT CENTER CELLULAR ONE 100' MONOPOLE ALLENTOWN SITE CSOWA225 ENGINEERED ENDEAVORS INCORPORATED SITE LOCATION — SEATTLE, WA (ALLENTOWN SITE) ENGINEERED ENDEAVORS, INC. Customer 0.0. / SEATTLE Structure 100 MONOPOLE 95' NOTE: IT IS THE RESPONSIBILITY OF THE PURCHASER TO VERIFY THA T THE WIND LOADS AND DESIGN CRITERIA SPECIFIED MEET THE REQUIREMENTS OF ALL LOCAL BUILDING CODES AMPS TYPE PLATFORM CASE II — SURVIVAL 90 MPH WIND CASE III — SURVIVAL 75% OF 90 MPH WIND 1/2" ICE CASE IV — UBC 80 MPH WIND 1/2" ICE Page 1 of By TJGOODING 5/24/91 Date CS0WA225 Job /Quote No. Checked (12) SWEDCOM ALP 9208 ANTENNAS 4' DIAMETER HP MICROWAVE ANTENNA S � , • .. w.••. 0 • DESIGN NOTES: 9 4t . C 263II t9 ; 4 a 6:44 ^ •• � . s N. P... °tt /04 DESIGN IN ACCORDANCE WITH EIA 90 MPH BASIC WIND SPEED 1/2" RADIAL ICE UBC 1988 - 80 MPH CASE I - OPERATIONAL 50 MPH WIND ALLOW ROTATION = 0.82 DEG. @ 95' e °0* OF a " fee "I TIMOTHY O a ' JAMES i Val 1 = GOODING A ‘ E -41149 �0 8500 Station Street * Suite :240 * Mentor, Ohio 44060 Telephone: (216) 974 -6060 * Telefax: (216) 974 -9238 L L L COMMUNICATIONS STRUCTURE LOADING DEVELOPMENT ENGINEERED ENDEAVORS, INC. 8500 Station Street ° Suite 240 Mentor, Olio 44060 Tel (216) 974.6060 * Fax (216) 974.9238 CUSTOMER: CELLULAR ONE / SEATTLE JOB NO.: STRUCTURE: 100' MONOPOLE LOCATION: SEATTLE, WASHINGTON LOADING CASE I - OPERATIONAL WIND VELOCITY (MPH) = 50.000 RADIAL ICE (IN) GENERAL DATA STRUCTURE HEIGHT (F!) OUST RESPONSE FACTOR (Gh) = APPURTENANCES DISCRIPTION QTY HEIGHT Kz AREA Ca. UNIT WT FACTOR (FT). (SQ PT) (LAS) • 1 DIREC ANT - ALP9208 l2 102 1.380 2.18 2.00 16 2 PLATFORM - AMPS 1 102 1.380 " 25.75 1,00. 2000 ,. 3 4 5 6 7 8 9 10 4 5 MICROWAVE ANTENNAS 1 4' MICRO •HP" 1 95 2 3 100.00 1.162 SITE ALLENTOWN 24- May -91 09:08 AM CSOWA225 PAGE NO. 1 f L I IEIGFIT WIND ON POLE .. (FT) . (PS6) 20 . 6,03 60 8,26 100 9.56 140 . 10:52 OPERATIONAL 2013 NO,: ALLENTOWN APPURTNEANCE VERTICAL HORIZONTAL FORCES (Fc) FORCES (LDS) 537 192 .. 264 2000 MICROWAVE HORIZONTAL FORCES (Fc) '163. CSOWA225 ENGINEERED ENDEAVORS, INC. 24- May -91 8500 Station Street • Suite 240 09:08 AM Mentor, Ohio 44060 Tel (216) 974.6060 • Fax (216) 974.9238 CUSTOMER: CELLULAR ONE / SEATTLE STRUCTURE: 100' MONOPOLE LOCATION: SEATTLE, WASHINGTON HEIGIIT (El) 1 102 2 102 3 4 5 6 , 7 8 . 9 10 . 1 2 3 4 5 COMMUNICATIONS STRUCTURE LOADING DEVELOPMENT LOADING CASE I APPLIED LOADS PAGE NO. 2 f 5 6 7 8 9 10 5 COMMUNICATIONS STRUCTURE LOADING DEVELOPMENT ENGINEERED ENDEAVORS, INC. 8500 Station Street • Suite 240 Metuor, Ohio 44060 Tel (216) 974.6060 • Fax (216) 974.9238 CUSTOMER: CELLULAR ONE / SEATTLE STRUCTURE: 100' MONOPOLE LOCATION: SEATTLE, WASHINGTON JOB NO.: SITE ALLENTOWN LOADING CASE II - SURVIVAL WIND VELOCITY (MPH) = 90.000 RADIAL ICE (IN) GENERAL DATA STRUCTURE HEIGHT (FT) = 100.00 GUST RESPONSE FACTOR (Gh) _= 1.162 APPURTENANCES DISCRIPTION QTY 11EIG1 -IT (FT) MICROWAVE ANTENNAS 1 4' MICRO • l IP 2 3 4 95 24- May -91 09:09 AM CSOWA225 AREA Ca UNIT WT FACTOR (SD FT) (LI3S) 12 102 1.380 2.18 2.00 16 1 DIREC ANT - ALP9208 2 PLATFORM - AMPS 1 . 102 1.380 25.75 1.00 :. 2000 3 4 PAGE NO. 3 0.0033 170 IT r. ITT , I ; • I 1 102 1.740 2 102 857 3 • 4 5 6 • 7 • 8 • COMMUNICATIONS STRUCTURE LOADING DEVELOPMENT ENGINEERED ENDEAVORS, INC. 8500 Station Street * Suite 240 Mentor, Ohio 44060 Tel (216) 974.6060 Fax (216) 974.9238 CUSTOMER: CELLULAR ONE/SEATTLE STRUCTURE: 100' MONOPOLE LOCATION: SEATTLE, WASHINGTON SITE: ALLENTOWN LOADING CASE II - SURVIVAL APPLIED LOADS • HEIGHT APPURTNEANCE VERTICAL (FT) HORIZONTAL FORCES (Fc) FORCES (LBS) , . 1 .. 10 '•••• HEIGHT MICROWAVE „..., (FT) HORIZONTAL FORCES (Fc) 1 ... .C; 1 9 2 529 r , 3 . it. 54 HEIGHT WIND ON POLE (FT) (PSF) 20 19.55 60 26.76 100 30.96 140 34.09 JOB NO.: CSOWA225 192 2000 VERTICAL FORCES (LBS) 170 24-May-91 09;09 AM PAGE NO. 4 COMMUNICATIONS STRUCTURE LOADING DEVELOPMENT ENGINEERED ENDEAVORS, INC. 8500 Station Street * Suite 240 Mentor, Ohio 44060 Tel (216) 974.6060 * Fax (216) 974 -9238 CUSTOMER: CELLULAR ONE / SEATTLE JOB NO CSOWA225 STRUCTURE: 100' MONOPOLE LOCATION: SEATTLE, WASHINGTON SITE: ALLENTOWN LOADING CASE III SURVIVAL GENERAL DATA STRUCTURE HEIGHT (FT) GUST RESPONSE FACTOR (Oh) = 1.162 12 102 1.380. 2.40 2.00 32 1 102 1.380 34,24 .1.00 3000 UNIT WT FACTOR (LOS) APPURTENANCES DISCRIPTION 1 DIREC ANT - ALP9208 2 PLATFORM = AMPS 3 _.. 4 5 6 7 8 9 10 1 4' MICRO - I-1P 2 3 4 5 WIND VELOCITY (MPH) s 01'Y I•IEIGIIT .(PT) MICROWAVE ANTENNAS 95 77.940 100.00 RADIAL ICE (IN) 24-May-91 09:10 AM 0.5 PAGE NO. 5 t • 2 3 4 5 ,. L L i i: L fi i COMMUNICATIONS STRUCTURE LOADING DEVELOPMENT ENGINEERED ENDEAVORS, INC. 8500 Station Street • Suite 240 bfcnlor, Ohio 44060 • Tel (216)974-6060.* Fax (216) 974.9238 CUSTOMER: CELLULAR ONE / SEATTLE STRUCTURE: 100' MONOPOLE • LOCATION: SEATTLE, WASHINGTON LOADING CASE III - SURVIVAL APPLIED LOADS 1 102 2 102 3 4 5 6 7 8 9 10 1437 854 JOB NO.: SITE: ALLENTOWN HEIGHT APPURTNEANCE • VERTICAL (FT) . HORIZONTAL FORCES (Fc) FORCES (LBS) 384 3000 24- May -91 09:10 AM CSOWA225 PAGE NO. 6 HEIGHT MICROWAVE VERTICAL (FT) HORIZONTAL FORCES (Fc) FORCES (LBS) 95. 397 280 HEIGHT WIND ON POLE (FT) (PSF) 20 14.66 60 20.07 100 23.22 140 25.56 1. CUSTOMER :.CELLULAR ONE / SEATTLE CSOWA225 STRUCTURE : '100' MONOPOLE (ALLENTOWN SITE) TOP SECTION TOP DIAMETER 16.0000 IN I.' BOT DIAMETER 22.9126 IN LENGTH 29.6820. FT PLATE THICK. .1875 IN SECTION WEIGHT 1173.73 i f(i SHAFT HEIGHT = 100.00 FT. SECOND SECTION - BOTTOM SECTION [SPLICE HEIGHTS & LENGTHS SPLICE HEIGHT IL SPLICE HEIGHT = POLE TAPER = POWER STRUCTURES, INC. - TUBULAR STEEL POLES . DESIGNED & SUPPLIED BY: ENGINEERED ENDEAVORS, INC. 8500 STATION STREET; MENTOR, OHIO 44060 PHONE (216) 974 - 6060 ;. PAX (216) 974 -9238 TOP DIAMETER 21.5666 IN BOT DIAMETER 30.8496 IN LENGTH 39.8601 FT PLATE THICK. .2500 IN SECTION WEIGHT TOP DIAMETER 29.1476 IN BOT DIAMETER 38.0000 IN LENGTH 38.0114 FT PLATE THICK. .3125 IN SECTION WEIGHT 36.0000 FT. 72.0000 FT. .232888 IN /FT 2828.91 LBS LBS '- SPLICE LENGTH = 52.27439 IN. SPLICE LENGTH = 40: 36889.;IN,., 4325..40 .ELLULAR ONE / SEATTLE CSOWA225 100 MONOPOLE (ALLENTOWN SITE) OPERATIONAL (50 MPH WIND) L t i r POLE HEIGHT 100.0000 FT. POWER STRUCTURES, INC. - TUBULAR STEEL POLES DESIGNED & SUPPLIED BY: ENGINEERED ENDEAVORS, INC. POLY- TWELVE « «< POLE DESIGN INPUT » »> TOP DIAMETER 16.0000 IN. BASE DIAMETER 38.0000 IN. POLE TAPER .232888 IN. /FT. YIELD STRENGTH 65.00 KSI WEIGHT 0.L.F 1.0000 « «< POLE LOADING DATA » »> WIND /START ELEV.(FT) - PSF/ / .00- 6.03/ 40.00- 8.26/ 80.00- 9.56/ LOAD LONG. VERT. TRANS ARM ARM ** TRANSVERSE WIND LOADING HEIGHT LOAD LOAD LOAD LENGTH ANGLE ** DRAG COEFFICIENT 1.000 (FT.) (KIPS) (KIPS) (KIPS) (FT.) (DEG.) ** RADIAL ICE .00 102.000 .000 .192 .537 .000 102.000 .000 2.000 .264 .000 95.000 .000 .170 .163 .000 « «< POLE SECTION PROPERTIES » »> MOMENT OF SECTION ALLOW. HEIGHT DIAMETER THICKNESS AREA INERTIA MODULUS STRESS (FEET) (INCHES) (INCHES) (IN. * *2) (IN. * *4) (IN. * *3) (KSI) 100.000 16.0000 .1875 9.533 305.1258 36.8411 90.000 18.3250 .1875 10.935 460.4632 48.5428 80.000 20.6500 .1875 12.337 661.1937 61.8561 72.000 22.5100 .1875 13.458 858.3716 73.6671 « SLIP SPLICE » 72.000 21.9475 .2500 17.441 1051.0940 92.5189 65.000 70.000 22.4125 .2500 17.815 1120.1250 96.5495 65.000 60.000 24.7375 .2500 19.684 1510.8920 117.9917 . 65.000 50.000 27.0625 .2500 21.553 1983.3740 141.5828 65.000 40.000 29.3875 .2500 23.422 2545.3280 167.3227 .65.000 36.000 30.3175 .2500 24.170 2796.9000 178.2204 65.000 « SLIP SPLICE » 36.000 29.6300 .3125 29.458 30.000 31.0250 .3125 30.860 20.000 33.3500 .3125 33.196 10.000 35.6750 .3125 35.533 .000 38.0000 .3125 37.869 3241.1200 3726.1080 4637.9420 5687.5830 6884.7290 65.000 65.000 65.000 65.000 211.3183 . 65.000 232.0157 65.000 268.6602 65.000 307.9907 65.000 350.0072 65.000 f i i DESIGNED & SUPPLIED BY: ENGINEERED ENDEAVORS, INC. :ELLULAR ONE / SEATTLE CSOWA225 '100' MONOPOLE (ALLENTOWN SITE) ,OPERATIONAL (50 MPH WIND) POWER STRUCTURES, INC. - TUBULAR STEEL POLES POLY- TWELVE « «< LINE MOMENTS /TORSIONAL MOMENTS /SHEAR FORCES /COMBINED STRESS » » LONG. TRANS. LONG. TRANS. TOTAL TOTAL RESULTANT RESULT. RESULT. ACTUAL LINE LINE SECONDARY SECONDARY WIND LONG. TRANS. LINE TORSIONAL SHEAR COMBIN HEIGHT MOMENTS MOMENTS MOMENTS MOMENTS MOMENTS MOMENTS MOMENTS MOMENTS MOMENTS FORCE STRESS (FEET) ( IN-KIPS) (IN-KIPS) (IN-KIPS) ( IN-KIPS) (IN-KIPS) (IN-KIPS) (IN -KIPS) (IN-KIPS) (IN -KIPS) (KIPS) (KSI) .00.000 .00 19.22 .00 -3.40 .00 .00 15.83 15.83 .00 .80 .72 90.000 .00 125.12 .00 .72 8.02 .00 133.86 133.86 .00 1.10 3.02 80.000 .00 240.80 .00 5.23 33.55 .00 279.58 279.58 .00 1.26 4.78 72.000 .00 333.35 .00 8.85 67.22 .00 409.41 409.41 .00 1.35 5.82 « SLIP SPLICE » -- 72.000 .00 333.35 .00 8.85 67.07 .00 409.26 409.26 .00 1.35 4.63 70.000 .00 356.48 .00 9.84 77.22 .00 443.54 443.54 .00 1.38 4.80 '60.000 .00 472.16 .00 14.45 139.39 .00 626.00 626.00 .00 1.54 5.52 50.000 .00 587.84 .00 18.94 221.97 .00 828.75 828.75 .00 1.72 6.08 L 40.000 .00 703.52 .00 23.05 326.89 .00 1053.47 1053.47 .00 1.92 6.54 36.000 .00 749.80 .00 24.37 379.67 .00 1153.84 1153.84 .00 1.96 6.73 « SLIP SPLICE » 36.000 .00 749.80 .00 24.37 379.64 .00 1153.81 1153.81 .00 1.96 5.67 30.000 .00 819.20 .00 26.61 458.34 .00 1304.15 1304.15 .00 2.05 5.84 20.000 .00 934.88 .00 29.50 604.62 .00 1568.99 1568.99 .00 2.21 6.07 10.000 .00 1050.56 .00 31.46 770.99 .00 1853.02 1853.02 .00 2.38 6.27 .000 .00 1166.24 .00 32.20 958.87 .00 2157.31 2157.31 .00 2.57 6.43 « «< DEFLECTIONS /ROTATIONS /FOUNDATION LOADS » » > THIS IS SECONDARY MOMENT ITERATION NUMBER 1 LONGITUDAL TRANSVERSE LONGITUDINAL TRANSVERSE HEIGHT DEFLECTION DEFLECTION ROTATION ROTATION (FEET) (INCHES) (INCHES) (DEGREES) (DEGREES) FOUNDATION LOADS 100.00 .00 8.99 .00 .84 i 90.00 .00 .00 7.28 .00 .80 LONGITUDINAL MOMENT .0 FT. -KIPS 80.00 5.69 .00 .72 LONGITUDINAL SHEAR .0 KIPS 70.00 .00 4.29 .00 .62 60.00 .00 3.10 .00 .52 TRANSVERSE MOMENT 179.8 FT.- KIPS 50.00 .00 2.10 .00 .43 TRANSVERSE SHEAR 2.6 KIPS 40.00 .00 1.31 .00 .33 30.00 .00 .73 .00 .24 RESULTANT MOMENT 179.8 FT.- KIPS � 20.00 .00 .32 .00 .15 RESULTANT SHEAR 2.6 KIPS 10.00 .00 .08 .00 .08 AXIAL LOAD 12. KIPS .00 .00 .00 .00 .00 [ . DESIGNED & SUPPLIED BY: ENGINEERED ENDEAVORS, INC. :ELLULAR ONE / SEATTLE CSOWA225 1 100 , MONOPOLE (ALLENTOWN SITE) SURVIVAL (90 MPH WIND) POWER STRUCTURES, INC. - TUBULAR STEEL POLES POLY- TWELVE « «< POLE DESIGN INPUT » »> POLE HEIGHT 100.0000 FT. TOP DIAMETER 16.0000 IN. BASE DIAMETER 38.0000 IN. POLE TAPER .232888 1N. /FT. YIELD STRENGTH 65.00 KSI WEIGHT O.L.F 1.0000 « «< POLE LOADING DATA » »> WIND /START ELEV.(FT) - PSF/ / .00- 19.55/ 40.00- 26.76/ 80.00- 30.96/ LOAD LONG. VERT. TRANS ARM ARM ** TRANSVERSE WIND LOADING HEIGHT LOAD LOAD LOAD LENGTH ANGLE ** DRAG COEFFICIENT 1.000 (FT.) (KIPS) (KIPS) (KIPS) (FT.) (DEG.) ** RADIAL ICE .00 102.000 .000 .192 1.740 .000 102.000 .000 2.000 .857 .000 95.000 .000 .170 .529 .000 « «< POLE SECTION PROPERTIES » »> MOMENT OF SECTION ALLOW. HEIGHT DIAMETER THICKNESS AREA INERTIA MODULUS STRESS (FEET) (INCHES) (INCHES) (IN. * *2) (IN. * *4) (IN. * *3) (KSI) 100.000 16.0000 .1875 9.533 305.1258 36.8411 65.000 90.000 18.3250 .1875 10.935 460.4632 48.5428 65.000 80.000 20.6500 .1875 12.337 661.1937 61.8561 65.000 72.000 22.5100 .1875 13.458 858.3716 73.6671 65.000 « SLIP SPLICE » 72.000 21.9475 .2500 17.441 1051.0940 92.5189 65.000 70.000 22.4125 .2500 17.815 1120.1250 96.5495 65.000 60.000 24.7375 .2500 19.684 1510.8920 117.9917 65.000 50.000 27.0625 .2500 21.553 1983.3740 141.5828 65.000 40.000 29.3875 .2500 23.422 2545.3280 167.3227 65.000 36.000 30.3175 .2500 24.170 ' 2796.9000 ' 178.2204 65,000 « SLIP SPLICE » 36.000 29.6300 .3125 29.458 3241.1200 211.3183 65.000 30.000 31.0250 .3125 30.860 .3726.1080 232.0157 65.000 20.000. 33.3500 .3125 33.196 4637.9420 268.6602 65.000 10.000 35.6750 .3125 35.533 5687.5830 307.9907 65.000 .000 38.0000 .3125 . 37.869 6884.7290 350.0072 65.000 LONG. TRANS. LONG. TRANS. SECONDARY WIND TOTAL TOTAL TRANS. RESULTANT RESULT. RESULT. ACTUAL LINE LINE SECONDARY LONG. LINE TORSIONAL SHEAR COMBIN HEIGHT MOMENTS MOMENTS MOMENTS MOMENTS MOMENTS MOMENTS MOMENTS MOMENTS MOMENTS FORCE STRESS (FEET) ( IN-KIPS) (IN -KIPS) (IN -KIPS) ( IN-KIPS) (IN -KIPS) (IN -KIPS) ( IN-KIPS) (IN -KIPS) (IN-KIPS) (KIPS) (KSI) i 1 100.000 .00 62.33 .00 -11.02 .00 .00 51.31 51.31 .00 ' 2.60 1.88 90.000 .00 405.71 .00 2.33 25.96 .00 434.00 434.00 .00 3.57 9.26 80.000 .00 780.83 .00 16.97 108.64 .00 906.43 906.43 .00 4.07. 14.95 72.000 .00 1080.92 .00 28.68 217.69 .00 1327.29 1327.29 .00 4.39 18.31 « SLIP SPLICE » 72.000 .00 1080.92 .00 28.68 217.21 .00 1326.81 1326.81 .00 4.38 14.56 70.000 .00 1155.95 .00 31.89 250.09 .00 1437.93 1437.93 .00 4.48 15.12 60.000 .00 1531.07 .00 46.85 451.45 .00 2029.36 2029.36 .00 5.00 17.43 50.000 .00 1906.19 .00 61.38 718.96 .00 2686.53 2686.53 .00 5.58 19.22 40.000 .00 2281.31 .00 74.73 1058.83 .00 3414.87 3414.87 .00 6.21 20.67 36.000 .00 2431.36 .00 79.00 1229.80 .00 3740.16 3740.16 .00 6.34 21.25 « SLIP SPLICE » 36.000 .00 2431.36 .00 79.00 1229.70 .00 3740.05 3740.05 .00 6.34 17.91 30.000 .00 2656.43 .00 86.26 1484.65 .00 4227.34 4227.34 .00 6.63 18.45 20.000 .00 3031.55 .00 95.61 1958.57 .00 5085.73 5085.73 .00 7.16 19.17 10.000 .00 3406.67 .00 101.98 2497.66 .00 6006.31 6006.31 .00 7.72 19.76, .000 .00 3781.79 .00 104.38 3106.44 .00 6992.61 6992.61 .00 8.32 20.26 0 0 s I CELLULAR ONE / SEATTLE CSOWA225 '100 MONOPOLE (ALLENTOWN SITE) SURVIVAL (90 MPH WIND) 100.00 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 .00 POWER STRUCTURES, INC. - TUBULAR STEEL POLES DESIGNED & SUPPLIED BY: ENGINEERED ENDEAVORS, INC. « «< LINE MOMENTS /TORSIONAL MOMENTS /SHEAR FORCES /COMBINED STRESS » » > « «< DEFLECTIONS /ROTATIONS /FOUNDATION LOADS » »> THIS IS SECONDARY MOMENT ITERATION NUMBER 1 LONGITUDAL TRANSVERSE LONGITUDINAL TRANSVERSE HEIGHT DEFLECTION DEFLECTION ROTATION ROTATION (FEET) (INCHES) (INCHES) (DEGREES) (DEGREES) .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 POLY-TWELVE 29.13 .00 2.73 23.59 .00 2.60 LONGITUDINAL MOMENT 18.45 .00 2.32 LONGITUDINAL SHEAR 13.91 .00 2.01 10.03 .00 1.70 TRANSVERSE MOMENT 6.81 .00 1.38 TRANSVERSE SHEAR 4.26 .00 1.06 2.36 '.00 .77 1.04 .00 .50 .26 .00 .25 .00 .00 .00 RESULTANT MOMENT RESULTANT SHEAR AXIAL LOAD FOUNDATION LOADS .0 FT. -KIPS .0 KIPS 582.7 FT.- KIPS 8.3 KIPS 582.7 FT.- KIPS 8.3 KIPS 12. KIPS :ELLULAR ONE / SEATTLE CSOWA225 '100' MONOPOLE (ALLENTOWN SITE) SURVIVAL (75% OF 90 MPH WIND W /.5"" ICE) L t t POWER STRUCTURES, INC. - TUBULAR STEEL POLES DESIGNED & SUPPLIED BY: ENGINEERED ENDEAVORS, INC. POLY- TWELVE « «< POLE DESIGN INPUT » »> POLE HEIGHT 100.0000 FT. TOP DIAMETER 16.0000 IN. BASE DIAMETER 38.0000 IN., POLE TAPER .232888 IN. /FT. YIELD STRENGTH 65.00 KSI WEIGHT O.L.F 1.0000 WIND /START ELEV.(FT) - PSF/ / .00- 14.66/ 40.00- 20.07/ 80.00- 23.22/ LOAD LONG. VERT. TRANS ARM ARM ** TRANSVERSE WIND LOADING HEIGHT LOAD LOAD LOAD LENGTH ANGLE ** DRAG COEFFICIENT 1.000 (FT.) (KIPS) (KIPS) (KIPS) (FT.) (DEG.) ** RADIAL ICE .50 102.000 .000 .384 1.437 .000 102.000 .000 3.000 .854 .000 95.000 .000 .280 .397 .000 « «< POLE LOADING DATA » »> ««< POLE SECTION PROPERTIES » »> MOMENT OF SECTION ALLOW. HEIGHT DIAMETER THICKNESS AREA INERTIA MODULUS STRESS (FEET) (INCHES) (INCHES) (IN. * *2) (IN. * *4) (IN. * *3) (KSI), 100.000 16.0000 .1875 9.533 305.1258 36.8411 65.000 90.000 18.3250 .1875 10.935 460.4632 48.5428 65.000 80.000 20.6500 .1875 12.337 661.1937 61.8561 65.000 72.000 22.5100 .1875 13.458 858.3716 73.6671 65.000 « SLIP SPLICE » 72.000 21.9475 .2500 17.441 1051.0940 92.5189 65.000 70.000 22.4125 .2500 17.815 1120.1250 96.5495 65.000 60.000 24.7375 .2500 19.684 1510.8920 117.9917 65.000 50.000 27.0625 .2500 21.553 1983.3740 141.5828 65.000 40.000 29.3875 .2500 23.422 2545.3280 167.3227 65.000 36.000 30.3175 .2500 24.170 2796.9000 178.2204 65.000 « SLIP SPLICE » 36.000 29.6300 .3125 29.458 3241.1200 211.3183 65.000 30.000 31.0250 .3125 30.860 3726.1080 232.0157 65.000 20.000 33.3500 .3125 33.196 4637.9420 268.6602 65.000 10.000 35.6750 .3125 35.533 5687.5830 307.9907 65.000 .000 38.0000 .3125 37.869 6884.7290 350.0072 65.000 CELLULAR ONE / SEATTLE CSOWA225 1 100 , MONOPOLE (ALLENTOWN SITE) SURVIVAL (75% OF 90 MPH WIND W /.5" ICE) POWER STRUCTURES, INC. - TUBULAR STEEL POLES DESIGNED & SUPPLIED BY: ENGINEERED ENDEAVORS, INC. POLY- TWELVE « «< LINE MOMENTS /TORSIONAL MOMENTS /SHEAR FORCES /COMBINED STRESS » »> I LONG. TRANS. LONG. TRANS. TOTAL LONG. TOTAL RESULTANT RESULT. RESULT. ACTUAL LINE LINE SECONDARY SECONDARY WIND TRANS. LINE TORSIONAL SHEAR COMBIN . HEIGHT MOMENTS MOMENTS MOMENTS MOMENTS MOMENTS MOMENTS MOMENTS MOMENTS MOMENTS FORCE STRESS (FEET) (IN -KIPS) ( IN-KIPS) (1N -KIPS) (IN-KIPS) (IN-KIPS) (IN -KIPS) (IN -KIPS) (IN -KIPS) (IN -KIPS) (KIPS) (KS1) L , 100.000 .00 54.98 .00 -14.26 .00 .00 40.72 40.72 .00 2.29 1.68 90.000 .00 353.72 .00 2.97 20.63 .00 377.33 377.33 .00 3.04 8.19 80.000 .00 676.28 .00 21.54 86.12 .00 783.95 783.95 .00 3.44 13.06 72.000 .00 934.33 .00 36.12 172.27 .00 1142.72 1142.72 .00 3.69 15.89 « SLIP SPLICE » . 72.000 .00 934.33 .00 36.12 171.91 .00 1142.36 1142.36 .00 3.68 12.64 70.000 .00 998.84 .00 40.06 197.86 .00 1236.77 1236.77 .00 3.76. 13.10 60.000 .00 1321.40 .00 58.17 356.53 .00 1736.11 1736.11 .00 4.17 15.01 50.000 .00. 1643.96 .00 75.37 566.83 .00 2286.16 2286.16 .00 4.62 16.45 40.000 .00 1966.52 .00 90.85 833.40 .00 2890.78 2890.78 .00 5.11 17.59 36.000 .00 2095.55 .00 95.76 966.82 .00 3158.12 3158.12 .00 5.21 18,04 « SLIP SPLICE » .- 36.000 .00 2095.55 .00 95.76 966.73 .00 3158.04 3158.04 .00 5.21 15.20 30.000 .00 2289.08 .00 103.98 1166.17 .00 3559.23 3559.23 .00 5.44 15.61 -20.000 .00 2611.64 .00 114.41 1536.46 .00 4262.52 4262.52 .00 5.84 16.15 10.000 .00 ' 2934.20 .00 121.40 1957.10 .00 5012.70 5012.70 .00 6.28 16.57 .000 .00 3256.76 .00 123.99 2431.46 .00 5812.21 5812.21 .00 6.74 16.92 « «< DEFLECTIONS /ROTATIONS /FOUNDATION LOADS » »> THIS IS SECONDARY MOMENT ITERATION NUMBER 1 LONGITUDAL TRANSVERSE LONGITUDINAL TRANSVERSE HEIGHT DEFLECTION DEFLECTION . ROTATION ROTATION IL , (FEET) (INCHES) , (INCHES) (DEGREES) (DEGREES) FOUNDATION LOADS 100.00 .00 24.61 .00 2.32 90.00 .00 19.90 .00 2.21 LONGITUDINAL MOMENT .0 FT. -KIPS 80.00 .00 15.54 .00 1.97 LONGITUDINAL SHEAR .0 KIPS 70.00 .00 11.70 .00 1.70 60.00 .00 8.42 .00 .1.43 TRANSVERSE MOMENT 50.00 .00 5.71 .00 1.16 TRANSVERSE SHEAR 40.00 .00 3.56 .00 .89 ., 30.00 .00 1.97 . . 00 .64 20.00 .00 .86 .00 .42 10.00 .00 .21 .00 .20 .00. .00 ' .00 '.00 .00 RESULTANT MOMENT RESULTANT SHEAR AXIAL LOAD 484.4 FT.- KIPS 6.7 KIPS 484.4 FT.- KIPS 6.7 KIPS 13. KIPS f HEIGHT (FT) 100.00 90.00 80.00 72.00 72.00 70.00 60.00 50.00 40.00 36.00 36.00 30.00 20.00 10.00 POWER STRUCTURES, INC. - TUBULAR STEEL POLES DESIGNED & SUPPLIED BY: ENGINEERED ENDEAVORS, INC. MAX. STRESS (KSI) 1.884 9.260 14.951 18.311 COMPOSITE SUMMARY TABLE - SLIP SPLICE 14.566 15.120 17.437 19.226 20.674 21.256 --- -- SLIP SPLICE -- -- 17.919 18.451 19.179 19 .00 20.262 ALLOWABLE GOVERNING STRESS LOADING CASE (KSI) 65.000 65.000 65.000 65.000 65.000 65.000 65.000 65.000 65.000 65.000 65.000 65.000 65.000 65.000 65. 000 SURVIVAL (90 SURVIVAL (90 SURVIVAL (90 SURVIVAL (90 SURVIVAL 'SURVIVAL SURVIVAL SURVIVAL SURVIVAL SURVIVAL SURVIVAL SURVIVAL SURVIVAL SURVIVAL SURVIVAL (90 (90 (90 (90 (90 (90 MPH WIND): MPH WIND) MPH WIND) MPH WIND) MPH WIND) MPH WIND) MPH WIND) MPH WIND) MPH WIND) MPH WIND) (90 MPH WIND) (90 MPH WIND) (90 MPH WIND) (90 MPH WIND) (90 MPH WIND) i f i I CUSTOMER NAME QUOTE /JOB NO. STRUCTURE TYPE /NO. - I LOAD CASE - i I I i i i s i BASE DIAMETER AXIAL LOAD = TOTAL SHEAR AT BASE = LONGITUDINAL MOMENT = POWER STRUCTURES, INC. - TUBULAR STEEL POLES DESIGNED & SUPPLIED BY: ENGINEERED ENDEAVORS, INC. 8500 STATION STREET; MENTOR, OHIO 44060 PHONE (216) 974 -6060; FAX (216) 974 -9238 DEVELOPMENT LENGTH REQUIRED = TOTAL BOLT LENGTH (LOOSE) TOTAL BOLT LENGTH (CAGED) = REQ'D DIA.OF BASE PLATE _ CENTER HOLE DIAMETER = UNIT BENDING MOMENT (CASE 1) UNIT BENDING MOMENT (CASE 2) ACTUAL SHEARING STRESS ALLOWABLE SHEARING STRESS ACTUAL NORMAL STRESS BASE PLATE DESIGN FOR POLY -].2 SHAFTS - CELLULAR ONE / SEATTLE CSOWA225 '100' MONOPOLE (ALLENTOWN SITE) SURVIVAL (90 MPH WIND) INPUT INFORMATION 38.000 IN. 11.73 KIPS 8.32 KIPS 4945.00 IN.KIPS TRANSVERSE MOMENT = 4945.00 IN.KIPS CONCRETE STRENGTH = 3000 PSI BOLT TYPE = #18J REBAR (A615- GR.75) W/ 2.25" NOMINAL DIA. OUTPUT INFORMATION NUMBER OF BOLTS = 8. BOLT CIRCLE DIAMETER = 46.00 IN. MAXIMUM BOLT LOAD = 76.83 KIPS 3.10 FT. 4.50 FT. (INCLUDING 1' -O" PROJECTION) 4.50 FT. (INCLUDING 1' -0" PROJECTION) 52.50 IN. 28.0000 IN. .32 KSI = 46.26 KSI = 23.64 KSI PLATE THICKNESS REQUIRED .000 IN.KIPS /IN. 33.147 IN.KIPS /IN. 2.350 IN.(A -36) 1.994 IN.(GR. 50) 1.821 IN.(GR. 60) USE 43.00 IN. SQ. X 2.00 IN. (A588- GR.60) BASE PLATE W/( 8.) 2.25" DIA. X 6.00 FT. (A615- GR.75) CAGED A.B. ON A 46.00 BOLT CIRCLE GWT. = 1049 LBS. NWT. = 631. LBS. MH 23 r• FOR REQUIRED TOLERENCES AT MEP JOINTS AND READ. JACKING FORCES SEE 'COMMUNICATIONS STRUCTURE ASSEMBLY AND MOTION PROCEDURES' KELLUMS HOCK • t r.ATS z 4. 8, 6. 10. 412 1'• (A325) E JACKING NEC KITS 0 IN SHAFT • t FLATS 4 11, 0 (TYPICAL • EACHH. SPLICE) t 6PUCK. 1 41 p yeuct 0 1i rtiP •r+y LEE DETAIL) LUG • FIATS 4 10 LEE DETAIL) / 1 (a) 2 1/4•.. 6 LONG w/ (2 HEX UTS ANCHOR REF. DWO. 510001 .r ." rr.rr 11 rn —c 11AND-ON MOUNTAFUTURE) t KOJ.UWS NOOK • INTERIOR • t FLATS 349 4' Y 6 1/2' 1.0. HNIDHO(L • t FLATS 1 4 7 AND 3 1/2' 0.D. ACCESS PORT 0 t FLATS J k I "p � K(�� 9' X 24' ACCESS OPENING C7 'FB E W/ COVER ( TIP. 2 PLACES) 2' HORIZONTAL SHAFT ORIENTATION WELD BEAD • CORNER OF FLATS 1 4 12 (TYPICAL • EACH SPUCE) .. FLAT 111 (41.4) ERECTION VIEW ra, ,I24 USC TOP SETTING TEMPLATE 6- 46.0T.5 USE 11137704 SETTING TEMPLATE / 6 -41.00.0 s a (� 1/2'0 � , ,/r L 30' m*a • SECTION "A — A" F 3/4• (436) HOOK ear r/ 11.4.. F.W. 4 PMNUT N KELLUMS HOOK DETAIL NK)1E: LOCATED • S FLATS 2.4.6. 410, 4 12 6 FROM TOP OF STRUCTURE k FLATS 3 k6 B' ABOVE CABLE PORT 4` 4 ' 06' jI ./I.' 3 1/2' 0.0. CABLE PORT DETAIL 2r• OPENING U.T SECTION "C — C" ) 14•• OPENING 3/16' 4/16' HANDHOLE DETAIL :. • LI I I r 3/1M • ROW O • NAiRNI01E 13' CO4IR PL Jie 3/ 4) ? TIMMY = JAMES 4) 1 scions 31 5' RN). —* S l �► . 66 FILE COPY UPPER SUP W/ s11FF, t CABLE R S,RPOAT (A7 20' VER17 3/r► SAFETY 90T1DM BRA SPRI SAFETY CLIMB ATTACHMENT • W is/ SITE LOCATION: SE • Ln N c•I 0 U.T. (12) 1 3/16'6 HOLES ON A 2534'• B.C. • 30' M T A / DOLT CIRCLE 6/,6' t 43' . 2• 7/16' . 3'- r (4564 -gL60) : L r r I�(� 4 1/2' RAD. (TM) TAO VANG MOE Mt.) t 4' X 6/r (NT2 -OWKh RCINEORCNO NNO ANGLE 3' w 3' I 3/16' . 3'- 6' LO. (A36) SEEDEO TO BOT1M OF EASE PLATE.) GROUND LUG DETAIL 1 1 /O � IT ( ). k (I) 6 /V/ (13635. ! A) MAK NNT I understand that the Plan r( - -•• • 1,,/6 A112173 \� I 0- 31/243.) - n ( 0/Ir• Nan NANDNOTT 64011.45 W1 ®i- KAN01= RING -- ir �J III1 r - 5 6 � (17° PADLOCK TAB ,_ -t 1J x 3/16 111 11 ' - (A36) COVER Vii' / 4/16 0 REIN, RING DETAIL 0 1b4 24" ACCESS' PORT SECTION "B — B" 9' X 24' ACCESS OWNING a A. 8 DETAIL • i( �7 ••• Of Wnsh y y •' ' . `;• 4� • / N c � .� ' y C • 0 2 , y } _ 1 94. 26311 0 r" a • • ..... • ; • . 40 Rare 411111 5/3 STEP BOLT DETAIL WNW KAT • CT. (3/I41 - 431) 7/V. HOtc (LOCATED ALONG t FLAT 415) EACH 140142 • TAO WELDED TO T MATERIAL i .5/3 %/ GALV. WT. 89 MK. NO. CS13220 349060 -1 DESCRIPTION SHAFT ASSY. (TOP SECTION) KELLUMS HOOK ASSY. 3/8'{ x 2 3/4' LONG C.H.H.C.S. 3 STANDARD WT. PIPE CAP SHAFT ASSY. (MIDDLE SECTION) 10) B- 46.OT.5 TOP SETTING TEMPLATE 349049 -1 WAVEGUIDE BRIDGE GS46856 (As8 • b- t,I Y O) 1 ,/ TACK 3/Y (A38) HOOK BOLT ./ N.N., I.M. Y PAWUT N KELLUMS HOOK DETAIL Lug LOCATED • S RATS 2,4.5, 8.10, • 126 /ROM TOP or sTRUcIURE B RATS 3£9 8' MOVE CABLE PoRT 1AU st1 RACER n9... rat 4^� /, u 11 II 3 1/2' 0.0. CABLE PORT DETAIL SECTION "B — B" F.M. 30 ' (TIP.) SECTION "A — A" 20'0 OPENING U.T 8 7/16' SECTION "C — C" 45' (TYP) 14'• OPENING 3/19' 5/16' U.T. (12) 1 3/101 HOLES CR A 25 3 4'0 B.C. IS 3C APART 52 1/2'• ROUND . (BEFORE TRIMMING) (3) 4E 14 BOLT CIR RC E t 43 'x2' 1 3 • - 7 (Asia- •CARTED) 4 1/2' RAD. (TIP.) TM VANE HOOK (NIT.) HANDHOLE DETAIL t 4' x or (A572 -0195) RCINORCNO RING ANGE 3' x 3' 1 3/16' x 3'- B• Lc. (A36) (�PLATE) I understand that the PI?n f( - -•' 1,1/B' A112173 .r -.•- t t2'x1/Yx • O' - 3 1/2' (4.30) N. (2) 9/16'O HOLES GROUND LUG DETAIL �/' MAN•IgLL BACK -u• PM C `mid/ r NANCHOIE RING 4' I 1/I' ID. 11.4N0401E RING MONO REIN, RING DETAIL O .+ �r 46 l� 9' X 24' ACCESS OPENING 4w A 4 I► . • ••.•Y••rr 0 r k • l4 4.$y.. • • :,s- ytz, 12 ' ''.0 ' 9 1G311 • ihk /STEI • 9/r• ■ a-1 (AMr NOON M STEP MT •/ E I/r. NtA NUT i SAP (4.343 Or. A) SW'NE NUT 3/19 COMA P1. 1 3/9'• • 2 3/4' Le B OALSLC S. 13' • • • • 24" ACCESS' PORT 5' RAD. PADLOCK TAB t 13' x 3/10' x - 33/4' (436) COVER t STEP Rai Sr(T. (Wirt - ASS) STEP BOLT DETAIL, 7/r'r IK.I UPPER SUPPORT t M/ 5TIFF. t UPPER STRAND -VICE CABLE RESTRAINT SWPORT BRACKET INTERMEDIATE CABLE RESTRAINER /RACKET (AT 20' HA . APART VERTICALLY) 3/Y• STAINLESS STEEL SAFETY CABLE COMPRES90N SPRINO ASSY. (14T6. t 4' x 1/2' M O' -5' 4.38) BORON SAFETY BRACKET COMPRESSION SPRING ASSY. LOMEN SIRMD -VICE SAFETY CLIMB ATTACHMENT DETAILS (LOCATED ALONG I MT 96) MATERIAL REQ'D. PER ASSEMBLY NW 4 8 ASSEMBLY NAAKINO PROCEDURE EACH INDIVIDUAL ASSEMBLY SHALL HAW A METAL TAG WELDED TO IT WHICH WILL BE ENGRAVED WITH THE ASSEMBLY NARK NO. AS SHOWN IN THE MATERIAL BLOCX. (MIN. Of S /B' HIGH LETTERS) 100' POLE - SEATTLE, WA (ALLENTOWN) - GS46856 SIT; LOCATION: SEATTLE, WA (ALLENTOWN) GS12962 SHAFT ASSY. (BOTTOM SECTION) 9' x 24' ACCESS PORT COVER COLTS ./ (2) HOC NUTS -BIMH) EACH : /(1 Hock (1) LB. NUT EACH BOLT COMMUNICATION STRUCTURE ASSOISLY AND ERECTION PROCEDURES AB060 S10006 RLPE100 8- 46.08.5 M �5 /29/91 100' SAFETY CLIMB KIT SAFETY CLIMB BELT 055101 (N ACCORDANCE WITH CIA 2220 80 MPH BASIC MIND SPIED 1/2' RADIAL ICE USC 1980 - 80 MPH CASE I - OPERATIONAL 50 MPH WIND ALLOW ROTATION - 0.82 DEG. • 95' CASE 11 - SURVIVAL 90 MPH WIND HARDWARE AS FOLLOWS: 10'- 8' ANTENNA PLATFORM BOTTOM SETTING TEMPLATE TOTAL GALV. STR. WT. TOTAL ANCHOR BOLT WT. GENERAL NOTES 1) ALL W(1D1 SHALL SC IN ACCORDANCE WITH All 8.1.1. 2) LL Kc SEAM SUDS THE 0 0 . SECTION or TIE SLIP JOINT 3, FOR PROPER WAFT AUON110n. A 2' HORIZONTAL MUD DEAD MO A NARK *NM AM MOTIONED ON CAW WAR AT EACH SPLICE. THE Y HORIZONTAL MOD SCADS MC ON MATCHING CORNER. 11I5 MOW WAY= 15 ON AN ADJACENT RAT. THE NORIZONTN. MAD SEMI CORN=S SILL SC ALIGNED UV TO SOTT014 W SE POLL ISMS NUIY= S E ALL PE HATCHED 4) nEID WOOLY NUTS (1' 01*) ME LOCATE) COI O POSNO SECTION RATS MOAT N• 60.04 SPU RCN JACKING SLATS TDOCIH0. 31 1NE BOT10M Or Tit TAPER =mow WAU. it 143SOOPm IN THE RAD TO WIMW IY OF THE MELD ORIENTATION MARK ON INC LOSER SECTION. I) A SLOT 1 1/2' x 4' IS REQUIRE AT Tit SDP Of THE 90TT04 SECTION AND AT TEL BOTTOM OF THE TOP SCCDON EEL NAJOUNG WRING GALVANIZING. 7) POLES SHALL 9C HOT DIP GALVANIZED A1'TE1 FABRICATION 0) POLE TAPER - .2320 IN./FT, DESIGN NOTES REF. DWG, THIS DRAWING IS CONFIDENTIAL AND MAY NOT BE LOANED. REPRODUCED. COPIED 511110 MOW OR IN PART. OR MADE PUBMC IN ANY WANNER WITHOUT THE WRITTEN CONSENT or ENGINEERED ENDEAVORS. INC. - oF DESIGN OR INVENTION ARE RESERVED 100' MONOPOLE C.O. /SEATTLE 1'4. x 4 1/4' L0. (4.325) HOC BOLT ./ (1) PINI000 NUT B (2) F.W.r 9 1 5 5 CASEtl 90MPNWI - =1,; 4 . ITY OF TUKWILA 7S:E CE "2" 'V ' ROVED CASE 1 - morel BO MPH RAND 1/2' ICE B fkt 2 /1991 Lr ga :TRUE I I i ISION .7:'E • S uit station 40 7T ».t 61It. 140 Mentor. Oh10 44080 • ono 974-8060 RECEIVED CITY OF TUKWILA JUN 1 7 1991 PERMIT CENTER (VP. 3 PLACES) TYP. KNEERAIL CONNECTION 0 CORNER B SECTION B — (TYPICAL 3 PLACES) PLAN VIEW ELEVATION VIEW SECTION H —H (SUBSTITUTE 11Th 27 IN PLACE OF 23 0 OPPOSITE ENO OF HATCH) O. 4 BEACON SUPPORT SEE NOTE R SECTION C —C (TYPICAL 6 PLACES) TYP eve O IPAI __.............a0.1. I* 1 01111=111111MIIMMOINIIIIIIIIMIIIIIIIIIIII : O N to SECTION F —F SECTION A —A (GRATING NOT SHOWN FOR CLARITY) jj IuL i: .. .. SECTION D -0 (TYPICAL 3 PLACES) SECTIO N A —A GRATING INSTALLATION VIEW JPPORT C -C LACES) TYP SECTION F -F SECTION A -A (CRATING NOT SHOWN FOR CLARITY SECTION D -D (TYPICAL 3 PLACES) SECTION A -A GRATING INSTALLATION VIEW N0 P.I:a ewes QTY. I 348242 348255 3 10 346047 12 11 346241 0 12 348107 23 346210 34 348061 -2 163 Icx NUT 340550 36 346052 -e 37 346061 -4 3a 345004 - 4 30 348106 40 346051 -6 4 S/6'• 1 1/2' DOLT 41 348001 - 3 4 42 348059 -3 4 REF, DWG# MI -00 -33 SITE 2 4 VARIOUS MATERIAL 5 4 21/2 x 2 165 l /2 1000444911 6/6'• 14c( NIIT 5/8 LOOCWA9 C 1 GRATING SECTION E -E (TYPICAL 24 PLACES) LIST 0050bt100 r 3/15 x 10-4 3/r 2 345030 5 4 2X281/4113 - -10 it/if 3 348215 1 PLAT/13441 140C/1T Malt • 348220 3 4 2 x 2 x 1/6 x 5 -3 1/8 4 3 1/2 x 3 8 5/15 x 10' -5 t /4 • 346112 4 4 2 1/2 x 2 8 3/10 x 4'- 1 1 /4' 7 345044 2 0441*40. Cl x 62 X5 345045 3 04410443. CS x 5.7 X 18-4 3/8' f 348113 • 4 2 1/2 x 2 x 3/18 X 8-4' R 3/10 X 3 1/4 X 5 16/15 I3 3/18 X 3 1/4 X 3' -5 3/8" r PL 3/16 X 3 1/4 X 5 15/15' 13 346101 2 CPT. 1/8 x I' 0 1 3/15 C/C x $ x 4' -10 1/4 14 346102 3 O1T.� X 1 • 1 3/16 C/C x 5 5/6 X 1' -4 1/4 15 345202 3 4 3 8 3 8 1 /4X0' -11 $5 348115 1 . 222x/ • X1' -f/ 17 348111 1 4 2 X 2 x t/e x 7-8 3/U" II 348130 I RATrC081 LA0001 1101DIQIT IS 346026 1 6.2 x 2 Xj x 2• - II 1/4" 20 348027 1 4 2 x 2 2 1/6 X 7 -1 1/6' 21 346123 1 4 ; 1/3 X 2 x 3/16 x 2' - 3/15 - 22 348124 1 4 2 1/2 x 2 x 3/16 x 2' - 1/2" 23 341127 1 4 5 8 3 X 1 / 4X0' -3 1 34 346117 1 114701 ORATING 11E1DY NT 25 346202 1 04415E1 Cl X 8.2 X 5 1/r 1/2 x 2 8 3/111 x 4' -1 I .• 27 3441126 1 6.5 x 3 8 1/4X0' -3 I/II' 20 3441111 I OPT. 1/6x1' • 1 3/15 0/0 x 1'x2' -8 ./1r 3461111 1 OtT. I/8 x 1' 0 1 3/15 C/C X I' -5' x 2' 30 348004 - 241 3/8 X 1 15/18 X 3/4 C/C 4 -00LT 31 340061 -1 28 3/r. NISI NUT 32 346055 -1 26 3/6'4 L000,4324124 33 348052 -I 165 1/2"5 x 11/2' N.S. 50,7 3 3/4'4 2 2' 111 6017 3 3/4'4 $8x NUT 3 3/4' =m ac" 12 3 /I6' Sal 4/ 9/18'4 1101E NOTES: 1. ".,EE KEY ASSEMBLY FOR BOLT TORQUE REQUIREMENTS. 2. SEE KEY ASSE1 BLY TO SEE IF REQUIRED. 10/ -8" CELLULAR PLATFORM ASSEMBLY DWG it S10014 Mt** 171 4 35 100.1 27.5 2164 47.5 e6.4 216.7 7.0 6.4 62.2 5a 100.4 18.5 13.5 St 45 51.5 4.11 3.7 84 6.1 I .8 42.1 43.6 23.8 la 11.4 e.f 2.1 0.5 • 0.2 20.1 11.5 2.4 1.1 0.3 0.1 2.4 0.8 0.3 0.1 43 343135 -1 4 5/6" 570. 017 1A31811 0.3 44 348053 -S l21• 3 1/g' 90LT 12.0 45 \4.1168 -3 ti I/ NOC NUT 3.5 4 17 1' 10001 1.1 Efil 1NEERW ENDEAVORS INCORPORATED * 8500 Station Street Suite 240 Mentor. Ohio 44080 * (218) 974 -0080 REBAR CAGE IS NOT SHOWN FOR CLARITY F- 4-1/2'+—CLEAR N 3' CLEAR =II POLE SHAFT BASE PLATE 1'CHAMFER 12' 6' MIN F MAX II 1 1 - -I I !i ll U,N,O, — III —III 111 -1 III = III- -I I [ I I 11I ;,11 1 ,17 - 2 1. GROUND WIRE (SEE NOTE 7) III ANCHOR BOLT (SEE NOTE 5) z w J LAP T BARS <16') as 6 T BARS CONCRETE PIER V BARS EQUALLY SPACED T BARS (SEE NOTE 8> V BARS I I I I = ) IIII 3 . PIE 4-TOP OF PIER E� EXISTING GRADE 46'DIA, OLT CIRCL VIEW A -A ANCHOR BOLTS <SEE TABLE) 100 FT STRUCTURE TYPE— HEIGHT NOTES 1, FOUNDATION DESIGN I ZEMAN & ASSOCIATES, 2, GAP BETWEEN TOP OF A NON— SHRINK GROUT. 3. GROUNDWATER INTRUS CONCRETE PLACEMENT SOIL AND WATER INT BE CONSULTED PRIOR CONSTRUCTION INSPE 4, TEMPLATES SHALL B OF THE FOOTING TO 5, SEE POLE FABRICAT DETAILS AND REQUIR 6, USE ASTM GRADE A6 28 DAYS OF F'C =400 7. GROUND WIRE SHALL BOLTED TO POLE. 'C USE A ONE —PIER DIA 8. V AND T BAR ARE C BOTTOM, (SEE SCHED 9, PIER DIAMETERS ARE LARGEST AVAILABLE 10, F ❑UNDATI ❑N IS DESI FOUND DIAMETER ANCH (INCHES) BOLT 66 8 FDUNI)ATI11 N SCHEDULE STRUCTURE FOUNDATIDN SUMMARY TYPE - HEIGHT DIAMETER (INCHES) ANCHOR BOLTS EMBED LGTH <FEET) SIZE T BARS S T BAR(IN) V BAR SIZE NUMBER OF V BAR 100 FT 66 8 20 #4 12 #11 14 T BARS 6' MIN GROUND WIRE (SEE NOTE 7> CONCRETE PIER � — V BARS EQUALLY SPACED T BARS (SEE NOTE 8) V BARS A �-- POLE SHAFT BASE PLATE 1'CHAMFER 12' 1' MAX PIE 4 TOP OF PIER EXISTING GRADE 46'DIA. OLT CIRCL VIEW A -A ANCHOR BOLTS <SEE TABLE> NOTES 1. FOUNDATION DESIGN IS BASED ON SOIL INFORMATION PRIVIDED RITTENH❑USE- ZEMAN & ASSOCIATES, INC, IN THEIR SOIL REPORT DATED JANUARY 3, 1991, 2, GAP BETWEEN TOP OF F❑❑TING AND BOTTOM BASE PLATE SHALL BE FILLED WITH A NON- SHRINK GROUT. PROVIDE. DRAINAGE FROM BOTTOM OF POLE THROUGH GROUT. 3. GROUNDWATER INTRUSI ❑N AND SIDE WALL CAVING ARE EXPECTED. SPECIAL CONCRETE PLACEMENT METHODS WILL BE REQUIRED TO PRECLUDE INTRUSION OF SOIL AND WATER INTO THE EXCAVATED CAVITY. THE RZA SOILS REPORT SHOULD BE CONSULTED PRIOR TO CONSTRUCTION, GEOTECHNICAL INSPECTION AND CONSTRUCTION INSPECTION ARE REQUIRED. 4. TEMPLATES SHALL BE USED ABOVE THE TOP OF FOOTING AND NEAR THE BOTTOM OF THE F❑❑TING TO INSURE FIT OF BASE PLATE. 5, SEE POLE FABRICATOR'S DRAWINGS FOR ANCHOR BOLT, TEMPLATE, AND BASEPLATE DETAILS AND REQUIREMENTS. 6, USE ASTM GRADE A615, GRADE 60 REINFORCING AND CONCRETE STRENGTH AT 28 DAYS OF F'C =4000 PSI. 7, GROUND WIRE SHALL BE 4/0 COPPER WITH A 2 -HOLE NEMA PAD CONNECTION BOLTED TO POLE. 'CAD -WELD' TO REBAR CAGE AT TOP AND BOTTOM OF CAGE, USE A ❑NE -PIER DIAMETER PITCH. 8. V AND T. BAR ARE CONTINUALLY RUN FROM 3' BELOW PIER TOP TO 3' ABOVE PIER BOTTOM, <SEE SCHEDULE FOR SIZES AND NUMBERS OF BARS.). 9. PIER DIAMETERS ARE MINIMUM. HOLE SIZES MAY BE INCREASED TO NEXT LARGEST AVAILABLE AUGER SIZE, 10, FOUNDATION IS DESIGNED IN ACCORDANCE WITH EIA- 222 -D, ▪ ne • ' . •• o f W4 „ A„5. 4 . ( 0 N . , .4 .p 26311 a • •• • SIQHRt de s7,- ENGINEERED ENDEAVORS INC. CELLULAR ONE 100 FT MONOPOLE ALLENTOWN SITE- TUKWILA, WA ANCHOR BOLT FOUNDATIONS ENGINEERING & CONSULTING SERVICES INC. P.O. BOX 14378 SPOKANE, WA 99214 609 928 -1707 ACAD 8Y' DILL DRAWING' ALLEN 5 -30-91 REV subject to r" ENGINEERED ENDEAVORS, INC. 8500 Station Street, Suite 240 Mentor, OH 44060 FOUNDATION DESIGN CALCULATIONS for CELLULAR ONE 100' MONOPOLE ALLENTOWN SITE - TUKWILA, WA MAY, 1991 RECEIVED CITY OF TUKWILA JUN 1 7 1991 PERMIT CENTER ��- .•�� WASy� � • sit. �y G� t % . .o • 2&311 Engineering & Consulting Services Inc. P.O.: Box 14378, Spokane, WA 99214 (509)928 -1707 FOUNDATION INFORMATION No. of A.B. A.B. Circle Diam. (in.) Min. Pier Dia '. (in.) Req'd. Pier Pier Anaa(in^2) Pier Moment of |ngrdaUn^41 64.32 ' 3.421.19 931/420.18 • SITE: • kips & ft-k FOUNDATION LOADS OPERATIONAL LOADS Axial Shear 2,600.00 3.38 lbs & in-lbs SF* (kips & ft-k) Moment SURVIVAL LOADS Shear Moment Axial 12,000.00 10.80 8,300.00 10.79 8 757.51 2.157.800.00 233.74 12,000.00 10.80 SOIL INFORMATION Layer No, 1 Layer from G.L. from pier top 12 96 96 132 132 432 Phi (deg.) Gamma (pc 0.0550 - 0.0550 0,0347 k Value (pci) c Value (psf) E50 Value Wagaing (in/in) / / .c SHADED AREAS ARE TO BE INPUT CLEAR AREAS ARE CALCULATED SUBJECT DATE • wgot Engineering & Consulting Services Inc. BY JOB NO. SHEET NO. ����� ******************************* * * *** * * * * * * * * * * * * * * * * * * * * * * * * ** D A T E * D R I L L E D P I E R F0UNDAT I ON 0 ES I GN *05 BY ENGINEERING & CONSULTING SERVICES INC. Suite 4, South 424 Sullivan Road, Veradale, WA 99037 * T 1 M E * *copyright 1987 *Ray D. Ullrich & Assoc., Inc. *rev. 12- 16'87 ** 15:12:53 JOB NAME / NUMBER : ALLENTOWN SITE - SEATTLE WA PIER DESIGNATION : 100' MONOPOLE SUMMARY OF INPUT DATA LOADS APPLIED TO TOP OF PIER (OLF) Moment ,(. 1.30) = 757.51 K -FT Vertical ( 0.90) = 10.80 K Shear ( 1.30) = 10.79 K SHAFT DIAMETER = 66.00 IN CONC. COVER = 3.00 IN SUMMARY OF OUTPUT DATA SUMMARY OF SHAFT.. DESIGN * MATERIAL PROPERTIES F'c = 3500 PSI Fy = 60 KSI MINIMUM TIE SIZE No.. 4 TOTAL'PIER.SHAFT LENGTH = PROD. ABOVE GRADE. ZONE. OF WEATHERING EFFECTIVE EMBEDMENT, = SHAFT DIAMETER.. - 66, 1N BELL DIAMETER _. 66. IN . ..SHAFT DESIGN LOADS (ACI ULTIMATE) Moment (Mu) = 836.05K-FT. .Vertical force (Pu) = 10.80 K Shearfor,ce. (Vu) = 98.70 K'. VERTICAL REINFORCING = 12 No. 11 BARS LATERAL REINFORCING = 11 No. 4 TIES AT 22.00 IN 0.C. REINFORCING CAGE:GEOMETRY TIE OUTSIDE'DIAMETER VERT.:BAR SPACING. SPACE BETWEEN BARS RADIUS TO CTR BARS MATERIAL'OUANTITIES CONCRETE'-. 23.76 CF/LF. STEEL 69.92 LBS /LF. `VERTICAL.BAR LENGTH ;. _ TIE LENGTH .(lap, = .12 in) _ 19.50 FT 1.00 FT 3.00 FT 15.50 FT 60.00 IN 15.16 IN ON CENTER 13.76 IN CLEAR 29.30 IN TOTAL VOLUME: = 17.16 CY TOTAL. WEIGHT = 1333,17 LBS 19.00 FT 198.92 IN JOB NAME / NUMBER : ALLENTOWN SITE - SEATTLE WA.' PIER DESIGNATION 100' MONOPOLE SUMMARY.OF:SOIL DATA MAXIMUM SOIL LOAD VALUES INCLUDE A FACTOR OF SAFETY OF .1.50 DEPTH LATERAL END SKIN BEARING BEARING FRICTION (FT) (KSF) (KSF) (KSF) 0.00 5:00 5.00. 10.00 10.00 15.00 15.00 20.00 20.00 25.00. 25.00 30.00 SOIL LOADING SOIL DATA FILE NAME :'ALLEN LOWER PASSIVE PRESSURE 18.50 6:18 6.13 UPPER PASSIVE PRESSURE .8.25 2.19 2.63 BEARING PRESSURE' . 18.50 0.51 6.13 SUMMARY OF ANALYSIS DATA. DEPTH ACTUAL ALLOWABLE (FT) (KSF) : (KSF) MIN...STEEL-AREA RATIO (RHO MIN).,= ; 0.005032. ACT. STEEL':AREA'RATIO (RHO). 0.005472 :PP = O 1`,F'c A g Y. Phi.: = 1710..60 K Pbal = 4901.23 K. BALANCED ;ECCENTRICI.TY (Eba(). = '. 18.26 IN `ACT..ULT :'AXIAL'LOAD :'(P bar) = 34.61'K ALLOWABLE.AX LOAD:(Pu) 31.15 K. EFFECTIVE Phi (Pu /Pbar), = 0.900. AXIAL''LOAD ECCENTRICITY (e) = 928.94 IN CONCRETE SHEAR CAPAITY. (Vc) = 403.43,K SHEAR,STEEL'CAPACITY REQO(Vs)= O.00 K STIRRUP, / TIE ; SPACING LIMITS : . 'SS1'(min: Av) '_ 0.00 • SS2 (rqd: Vs) = 0.00 ,SS3 (D /2- 12in)'= 0.00' TS1. (16 Db) =' 22.00 . 'TS2 (48 Dbt) .24.00' TS3'(Dia.) 66.00 0.88 2.63 4.38 6.13 7.88 9.63, 0.88 2.63 4.38 6.13 7.88 9.63 0.06 0.06 0.14 0.14 0.26 0.26 * PROGRAM LPILE 3.0 * (C) COPYRIGHT ENSOFT, INC., 1989 * ALL.RIGHTS•RESERVED * * * Prepared for * * * Engineering & Consulting Services, ,Inc. South 424 Sullivan Road, Suite'4 * Veradale, WA 99037 * License No. 366- 110690 * * Program to be'used only by Licensee Duplication permitted only for backup, copy * PROGRAM LPILE Version 3.0 (G) COPYRIGHT 1986, 1987,1989 ENSOFT, INC. ALL,RIGHTS RESERVED 'ALLENTOWN SITE - TUKWILA, WA, 100' MONOPOLE (5/31/91) UNITS -- ENGLISH UNITS THE. LOADING. IS STATIC .. PILE',GEOMETRY.AND PROPERTIES.. PILE LENGTH 2 POINTS' SOILS INFORMATION J O P U.T '.1 N FORM A T I O N *** * * * ** **** ** ** *** ** ****'** **** ** X, DIAMETER MOMENT OF AREA 'MODULUS,OF`.:; INERTIA • ELASTICITY. IN IN IN * * 4 ' IN * *2 , LBS /IN * *2. .00 66.000 ,9310 +06 :: .3420 +04: :3000' +07 252.00 66.000 .9310 +06 .3420 +04 :3000 +07 ' `:.. X AT: THE GROUND SURFACE - 12.00:IN 252.00 IN ,Z/ ` SRO. E1711368; gip= O; Oy.2 ° O a r 0,459 3 LAYER(S) OF SOIL LAYER 1 'THE SOIL IS A SAND X AT THE TOP OF THE LAYER. X AT THE BOTTOM OF THE LAYER MODULUS OF SUBGRADE REACTION 12.00 IN 96.00 IN .2000 +02.LBS /IN * *3'. LAYER 2 THE SOIL IS A. SAND X AT THE. TOP OF THE LAYER = 96.00 IN X AT THE BOTTOM OF. THE LAYER - 132.00 IN MODULUS OF SUBGRADE REACTION = .200D +02 LBS /IN * *3 BOUNDARY AND LOADING CONDITIONS LOADING NUMBER BOUNDARY-CONDITION CODE LATERAL LOAD AT THE PILE MOMENT AT THE PILE:HEAD AXIAL LOAD, AT THE PILE HEAD LOADING NUMBER 132.00 IN 432.00 IN .1250 +03 LBS /IN * *3 DISTRIBUTION OF EFFECTIVE UNIT WEIGHT WITH DEPTH 6 POINTS X,IN WEIGHT,LBS/IN**3 12.00 .55D -01 96.00.. .55D -01 96.00 ..55D -01 132.00 .55D -01 132.00 .35D -01 432.00 .35D-01,. DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH 6 POINTS X,IN C,LBS/IN**2 `. PHI,DEGREES E50' 12.00 000D +00 2600+02.' 96.00 0000 +00 2600 +02 96.00 0000 +00 .2600 +02 132.00 ." .000D +00 .2600 +02 132.00 .0000 +00 .3200 +02 432.00 .0000 +00 . . 320D +02 .260D +04 LBS .216D +07 I,N=LBS, .1200 +05"LBS ; LAYER . 3 THE SOIL IS ,A SAND. ' X AT THE TOP OF. THE. LAYER , X AT THE BOTTOM OF THE LAYER- - . MODULUS"OF SUBGRADE REACTION BOUNDARY - CONDITION CODE = 1 LATERAL LOAD AT THE PILE HEAD = .830D +04 LBS MOMENT AT THE PILE HEAD = .6990 +07 IN-LBS AXIAL LOAD AT THE PILE HEAD = .120D +05 LBS FINITE - DIFFERENCE PARAMETERS .NUMBER OF PILE INCREMENTS = 252 DEFLECTION TOLERANCE ON DETERMINATION OF CLOSURE _ .1000 -03 IN MAXIMUM NUMBER OF ITERATIONS ALLOWED FOR PILE ANALYSIS = 100 MAXIMUM ALLOWABLE DEFLECTION = .12D +02 IN OUTPUT CODES KOUTPT = 1 KPYOP = 0 INC = 5 LOADING NUMBER 1 O U T P U T I N F O R M A T I O N ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** BOUNDARY CONDITION. CODE = 1 LATERAL LOAD AT THE PILE HEAD = .2600 +04 LBS MOMENT AT THE PILE HEAD = .2160 +07 IN-LBS AXIAL LOAD AT THE PILE HEAD = .1200 +05 LBS X DEFLECTION MOMENT SHEAR SOIL TOTAL FLEXURAL REACTION STRESS ROTATION IN IN LBS-IN LBS LBS /IN LBS /1N * *2 DEGREE * * * ** * * * * * * * * ** * * * * * * * * ** * * * * * * * * ** * * * * * * * * ** * * * * * * ** ** * * * * * * * * ** .00 .1280 +00 .2160 +07 .2600 +04 .0000 +00 .8000 +02 .4210-01 5.00 .1250 +00 .2170 +07 .2600+04 .0000 +00 .804D +02 .419D -01 10.00 .1210 +00 .2180 +07 .2600 +04 .0000 +00 .8090 +02. .4170-01 15.00 .1170 +00 .2200 +07 .2590 +04 - .7040 +01 .8130 +02 .4140 -01 20.00 .1140 +00 .2210 +07 .2530 +04 - .1820 +02 .8180 +02 .4120 -01 25.00 .1100 +00 .2220 +07 .241D +04 - .2860 +02 .8220 +02 .4100 -01 30.00 .1070 +00 .2230 +07 .2240 +04 - .3840 +02 .8260 +02 .4080 -01 35.00 .1030 +00 .2240 +07 .2030 +04 - .4740 +02. .8300 +02 .4050-01 40.00 .9950-01 .2250 +07 .1770 +04 - .5570 +02 .8340 +02 .4030-01 45.00 .9600-01 .2260 +07 .1470 +04 - .6330 +02 :8370 +02 .4010-01 50.00 .9250-01 .2270+07 .1140 +04 -.7030 +02 .8390 +02 .3980-01 55.00 .8900 -01 .2270 +07 .7690 +03 .7660 +02 .8410 +02 .3960-01 60.00 .8560 -01 .2280 +07 .3720 +03 - .8220 +02 .8420 +02 .3940-01 65.00. .8210-01 .2280 +07 -.5170 +02 - .8710 +02 .8420 +02 .3910-01 70.00 .7870 -01 .228D +07, - .4980 +03 .9130 +02 .8410 +02 .3890-01 75.00 .7540-01 .2270 +07 -.9640 +03 - .9500 +02 .8400 +02 .3870.01 80,00 .7200-01 .2270 +07 - .1450+04 - .9790 +02 .8380 +02 .3840-01 85.00 .6870-01 .2260 +07 - .1940 +04 -.1000 +03 .8350 +02 .3820-01 90.00 .653D -01 .2250 +07 - .2450 +04 - .1020 +03 .8310 +02 .380D-01 95.00 .6200-01 .2230 +07 -.2960 +04 - .1030 +03 .8260 +02 .3770-01 100.00 .5870-01 .2220 +07 - .3440+04 - .9470 +02 .8210 +02 .3750-01 105.00 .5550-01 .2200 +07 -.3910 +04 - .9500+02 .8140 +02 .3730-01 110.00 .5220-01 .439D +04 .9470 +02 .8070 +02 .3710-01 115.00 .4900-01 .2160+07 - .4860 +04 - .9370 +02 .7990 +02 .3680-01 120.00 .458D-01 .2130 +07 -.5320 +04 - .9220 +02 .7900 +02 .3660 -01 125,00 .426D-01 .2100 +07 -.5780 +04 -.9000 +02 .7800 +02 .3640-01 130.00 .395D -01 .2070 +07: -.6220 +04 -.8730 +02 .7690 +02 .3620 -01 135.00 .3630-01 .2040 +07 -.7970 +04 - .4580 +03 .7570 +02 .360D-01 140.00 .332D-01 .1990 +07 -.1020 +05 - .4390+03 .7410 +02 .3580-01 145.00 .3010-01. .1940 +07 - .124D +05 - .4170 +03 .7210 +02 .3560 -01 150.00 .2700-01 .1870 +07 -.1440 +05 - .3910 +03 .6970 +02 .3540-01 155.00 .2390-01 .1790 +07 - .1630 +05 - .3610 +03 .6700 +02 .352D-01 160.00 .2080-01 .1710 +07 - .1800 +05 -.3280 +03 .6400 +02 .3500-01 165.00 .1780 -01 .1610 +07. - .1950 +05 -.2910 +03 .6070 +02 .3480 -01 170.00 .1470-01 .1510 +07 - .2090 +05 -.2510 +03 .5710 +02 .3470.01 175.00 .117D -01 .1400 +07 -.2200 +05 -.2070 +03 .5330 +02• .345D-01 180.00 .8720 -02 .1290 +07 -.2290 +05 - .1590 +03 .4930 +02 .3440-01 185.00 .5730 -02 .1180 +07 - .2360 +05 - .1080 +03 .4520 +02 .343D -01 190.00 .274D -02 .1060 +07 -.2400 +05 -.5340 +02 .4090 +02 .341D -01 195.00 -.2340-03 .9360 +06 - .2410 +05 .4710 +01 .3670 +02 .3400-01 200.00 - .3200-02 .8150 +06 -.2400 +05 .6640+02 .3240 +02 .340D-01 205.00 .6160-02 .6970 +06 •.2350+05 .1320 +03 .2820 +02 .3390-01 210.00 - .9110 -02 .5810 +06 - .2260 +05 .2000 +03 .2410 +02 .3380-01 215.00 .1210 -01 .4710 +06 - .2150 +05 .2730 +03 .2020 +02 .3380 -01 220.00 - .1500.01 .3670 +06 - .19 +05 .3490 +03 .1650 +02 .337D-01 225.00 - .1790-01 .2720 +06 -.1800+05 .4280 +03 .1320 +02 .3370 -01 230.00 - .2090-01 .1880 +06 - .1560 +05 .5110 +03 .1020 +02 .3370-01 235.00 - .2380 -01 .1170 +06 -.1290+05 .5980 +03 .7650 +01 .3360 -01 240.00 - .2680-01 .6060 +05 -.9640+04 .6890 +03 .5650 +01 .3360 -01 245.00 .- .2970-01 .214D +05 - .5960 +04 .783D +03 .4270+01 .3360 -01 250.00 - .3260-01 .1810 +04 -.1800+04 .8810 +03 .3570 +01 .3360 -01 THE MAXIMUM MOMENT IMBALANCE FOR ANY ELEMENT =; ..380D-02 1N-LBS THE'MAX. LATERAL FORCE IMBALANCE -FOR ANY ELEMENT = .1910 -02 LBS, * * ** WARNING. * * *.* MAXIMUM MOMENT IMBALANCE FOR'ANY ELEMENT = * * ** WARNING * * ** MAX. LAT. FORCE IMBALANCE FOR ANY ELEMENT = .1910-02 LBS OUTPUT SUMMARY PILE-HEAD DEFLECTION = .1280 +00 IN COMPUTED SLOPE AT PILE HEAD = .4210-01 DEGREE MAXIMUM BENDING MOMENT = .2280 +07 LBS -IN MAXIMUM SHEAR FORCE = -.2410 +05 LBS NO. OF ITERATIONS = 5 NO. OF ZERO DEFLECTION POINTS = BOUNDARY CONDITION CODE = 1 LATERAL LOAD AT THE PILE HEAD = .8300 +04 LBS `MOMENT AT THE PILE HEAD = .6990 +07 IN -LBS AXIAL LOAD AT THE PILE HEAD = .120D +05 LBS LOADING NUMBER 2 X DEFLECTION MOMENT SHEAR SOIL TOTAL FLEXURAL REACTION STRESS ROTATION IN IN LBS-IN LBS LBS /IN LBS /IN * *2 DEGREE * * * ** * * * * * * * * ** * * * * * * * * ** * * * * * * * * ** * * * * * * * * ** * * * * * * * * ** * * * * * * * * ** .00 .4790 +00 .6990 +07 .8300 +04 .0000 +00 .2510 +03 .159D +00 5.00 .4650 +00 .7030 +07 .8300 +04 .0000 +00 .2530 +03 .1590 +00 10.00 .4510 +00 .7080 +07 .830D +04 .0000 +00 .254D +03 .158D +00 15.00 .4370 +00 .7120 +07 .8260 +04 -.2620+02 .256D +03 .1570 +00 20.00 .4240 +00 .7160 +07 .8020 +04 - .6780 +02 .2570 +03 .1560 +00 25.00 .4100 +00 .7200 +07 .7590 +04 -.1070+03 .2590 +03 .1560 +00 30.00 .3970 +00 .723D +07 .6960 +04 - .1430 +03 .2600 +03 .155D +00 35.00 .3830 +00 .7270 +07 .6160 +04 -.1760 +03 .2610 +03 .1540 +00 40.00 .3700 +00 .7300 +07 .5210 +04 - .2070 +03 .2620 +03 .1530 +00 45.00 .3560 +00 .7320 +07 .4100 +04 - .2350 +03 .2630 +03 .1530+00 50.00 .3430 +00 .7340 +07 .286D +04 -.2610 +03 .2630 +03 .1520 +00 55.00 .3300 +00 .7350 +07 .1500 +04 -.2840 +03 .2640 +03 .1510 +00 60.00 .3170 +00 .7350 +07 .2670 +02 -.3040 +03 .264D +03 .1500 +00 65.00 .3040 +00 .7350 +07 - .1540 +04 - .3220 +03 .2640403 .1500 +00 70.00 .2900 +00 .7340 +07 - .3190 +04 - .3370+03 .2630 +03 .1490 +00, 75.00 .2780 +00 .7320 +07 -.4900 +04 -.3500 +03 .2630 +03 .1480 +00 80.00 .2650+00 .7290 +07 -.6680 +04 - .3600 +03 .2620 +03 .1470 +00 85.00 .2520 +00 .725D +07 -.850D +04 -.3680 +03 .2600 +03 .1470 +00 90.00 .2390 +00 .7200 +07 -.1040+05 - .3730 +03 .2590 +03 .1460 +00 95.00 .2260 +00 .7150 +07 -.1220 +05 - .3760 +03 .2570 +03 .1450 +00 100.00 .2140 +00 .7080 +07 - .1400 +05 -.3450 +03 .2540 +03 .1440 +00 105.00 .2010 +00 .7010 +07 -.1570+05 - .3440 +03 .2520 +03 .1440 +00 110.00 .1890 +00 .6930 +07 -.1740 +05 - .3420 +03 .2490 +03 .1430 +00 115.00 .1760 +00 .683D +07 -.1910 +05 -.3370+03 '.2460 +03 .1420 +00 120.00 .1640 +00. .673D +07 -.2080 +05 - .3300 +03 .2420 +03 .1420+00 125.00 .1510 +00 .6630 +07 - .2240 +05 -.3200 +03 .2380 +03 .1410 +00 130.00 .1390 +00.. .6510 +07 -.2400 +05 -.3080 +03 .2340 +03 .1400 +00 135.00 .1270 +00 .6380 +07 -.2940 +05 -.1510 +04 .230D +03 .1400 +00 140.00 .1150 +00 .6220 +07 -.3690 +05 - .1500 +04 .2240 +03 .1390 +00 145.00 .1030 +00 . .6010 +07 -.4430 +05 -.1420 +04 .2170 +03 .1380 +00 150.00 .9060-01 .5770 +07 - .5110 +05 -.1310 +04 .2080 +03 .1380 +00 155.00 .786D -01 .550D +07 -.5740 +05 - .1190 +04 .1980 +03 .1370 +00 160.00 .667D -01 .5200+07 -.6300 +05 -.1050+04 ..1880+03 .1370 +00 165.00 .5480-01 .4870 +07 .-.6790 +05 - .8970+03 .1760 +03 .1360 +00 170.00 .4300-01 .4520 +07 -.7190 +05 .7300 +03' .1640 +03 .1360 +00 175.00 .3110-01 .4160 +07 - .7510 +05 - .5490 +03 .1510 +03 .1350 +00 180.00 .194D -01 .3780 +07 -.7740 +05 -.3530 +03 .1370 +03 .1350 +00 185.00 .762D-02 .3380 +07 - .7860 +05 - .1440 +03 .1230 +03 .1340 +00 190.00 - .4090 -02 .2990 +07 -.7880 +05 .7980 +02 .1090 +03 .1340 +00 195.00 -.1580-01 .2600 +07 -.7780 +05 .3170+03 .9560 +02 .1340 +00 200.00 - .2740 -01 .2220 +07 - .7560 +05 .5690 +03 .8200 +02 .1340 +00 205.00 - .3910 -01 .1850 +07 - .7210 +05 .8350 +03 .6890 +02 .1330 +00 210.00 - .5070-01 .1500 +07 , -.6720+05 .1120 +04 .5650 +02 .1330 +00 215.00 -.6230-01 .1180 +07 .6090 +05 .1410 +04 .4520 +02 .1330 +00 220.00 - .7390-01 .8890 +06 - .5370 +05 .1490 +04 .3500 +02 .1330 +00 225.00 -.8550-01 .6400 +06 •.461D +05 .1550 +04 .262D +02 .1330 +00 230.00 - .9710-01 .429D +06 - .3820 +05 .1610 +04 .1870 +02 .1330 +00 235r00 - .1090 +00 .2590 +06 - .300D +05 .1660 +04. .127D +02 .133D +00 240.00 - .120D +00 .1300 +06 -.215D +05 .1730 +04 .8120 +01 .1330 +00 245.00 - .1320 +00 .4470 +05 -.127D +05 .1780 +04 .5090 +01 .1330 +00 250.p0 - .143D +00 .364D +04 -.3690 +04 .1830 +04 .3640 +01 .133D +00 OUTPUT VERIFICATION THE MAXIMUM MOMENT IMBALANCE FOR ANY ELEMENT = .290D -01 IN -LBS THE MAX. LATERAL FORCE. IMBALANCE FOR ANY ELEMENT = .146D -01 LBS * * ** WARNING * * ** MAXIMUM MOMENT-IMBALANCEFOR ANY ELEMENT * * ** WARNING * * ** MAX. LAT. FORCE IMBALANCE FOR ANY ELEMENT = OUTPUT SUMMARY PILE-HEAD:DEFLECTION . COMPUTED SLOPE AT PILE HEAD .MAXIMUM BENDING MOMENT.. MAXIMUM SHEAR Font'. NO. OF ITERATIONS = ' NO. OF. ZERO DEFLECTION POINTS .= .290D -01 IN-LBS BOUNDARY CONDITION BC1 .26000 +04 .83000 +04 BOUNDARY CONDITION BC2 . .21580 +07: .69920 +07 : TABLE ** * * * * * * * * ** * * * * * * * * * * * *r AXIAL PILE HEAD MAX:. MAX: LOAD DEFLECTION. - MOMENT. SHEAR', IN LBS IBS :22770 +07' '`-.24150 +05 :.73520 +07. :78870 +05 LBS .12000 +05 .1200D +05 IN .1282D ±00. :4788D +00 .1460-01`LBS .4790 +00 IN .1590 +00 DEGREE .7350 +07 LBS -IN - .7890 +05 LBS 11 ANDREW Prepared B Checked By ANDREW STRUCTURES CORPORATION 301 Ouck Road Grandview, MO 64030 structural calculations design criteria loading summary roof live load calculations bending check shear floor live load calculations bending check shear wall design wind load roof axial load lateral wall capacity bending wall design seismic loading zone 4 design calculation pullout and shear capacity design criteria wall to roof connection weld front view side view wall to roof connections analysis #1 line of force wall to roof connection analysis #2 wall to roof connection analysis of connection at floor to wall shear capacity analysis of floor to wall connection analysis of floor to wall connection weld capacity tension capacity analysis of floor to wall connection uplift wall to wall connection foundation tie down connections foundation slab seismic forces seismic forces anchor connections shear and tension anchor connections shear plane length plate bending � :�ZA. RITTENHOUSE -ZEMAN & ASSOCIATES, INC. • Geotechnical & Environmental Consultants 511 :001 1400 140th Avenue N.E. as Bellevue, Washington 98005 -4594 wilirlibrol (206) 746- 8020 /FAX (206) 746 -6364 3 January 1990 Cellular One 101 Elliott Avenue, Suite 435 Seattle, Washington 98109 Attention: Mr. Dave Ruggi, Project Manager Subject: Limited Geotechnical Engineering Study Proposed Communications Tower, Allentown Site Tukwila, Washington Gentlemen: So ; Is Pa lo FILE COPY I understand that the Plan Check approvals are nVh nrl �;, •.ry lr�f� nr.t7rr . .. .• W -7341 This letter presents the results of our Subsurface Exploration and Limited Geotechnical Engineering Study conducted at the above referenced project. This scope of work is limited to design recommendations for drilled piers for the tower, and foundation support for the modular building, per our proposal, P -3329. Authorization to proceed with this study was granted by Mr. Dave Ruggi of Cellular One on 18 December 1990. This report has been prepared for the exclusive use of Cellular One, and their agents, for specific application to this project, in accordance with generally accepted geotechnical engineering practices. SITE AND PROJECT DESCRIPTION The site is presently a vacant lot located between 12224 and 12234 51st Place South, Tukwila, Washington as shown on the Site Vicinity Map, Figure 1. To the east of the site is approximately a 4 to 10 foot high embankment with trailer parking located on top of the embankment. The site was generally vegetated with weeds with some bushes. Along the fence line located at the eastern property line were blackberry bushes. We understand that at this time a 100 foot wooden monopole is to built on the site, with a small equipment building. RECEIVED CITY OF TI IKWILA JUN 1 7 1991 PERMIT CENTER Cellular One 3 January 1991 W -7341 Page 2 SUBSURFACE CONDITIONS One test boring was advanced a total . depth of 33 - feet on 2 January 1991. The location of the boring is approximately as shown on the attached Site and Exploration Plan, Figure 2. Drilling was performed using a hollow stem auger and samples were obtained by using the Standard Penetration Test Procedure as determined by ASTM:D 1586. The samples collected were taken to our laboratory for visual classification. The log for this boring is presented at the end of this letter report. The soils at the boring location consisted of approximately 1 foot of topsoil underlain by approximately a 6 foot layer of medium stiff, sandy silt. Below the sandy silt layer was generally a sand with some silt with silty sand seams. This layer was very loose from approximately 7 to 11 feet, grading to medium dense to a depth of 16 feet then grading to dense from 16 feet to the bottom of the boring at 33 -1/2 feet. Groundwater, at the time of exploration, was observed to be at approximately 7 feet. Groundwater levels may vary with changes in precipitation, season, site usage, and other factors. CONCLUSIONS AND RECOMMENDATIONS The proposed project presently consists of a 100 -foot wooden tower located just south of an existing residence at 12224 51st Place South in Tukwila, Washington. The subsurface conditions disclosed by our borings are adequate for supporting tower foundations and a small equipment building. We recommend utilizing an allowable bearing pressure of 1500 pounds per square foot (psf) for foundations bearing directly upon the undisturbed, native medium stiff sandy silt to silty sand. A minimum embedment of 18 inches below ground surface is recommended for frost protection. We understand that the foundation for the tower may consist of a drilled pier in order to provide uplift and horizontal resistance. We recommend that the drilled piers be embedded at least 10 feet below ground surface. For vertical loading, the recommended value for bearing capacity is 0.9 D /B, in tons per square foot (tsf) for piers embedded from 10 to 17 feet deep, where D is the embedment depth (in feet) below 10 feet and B is the diameter of the pier in feet. For piers embedded below 17 feet a bearing capacity of 1.8 D/B tsf may be utilized. The ultimate end bearing capacity for the pier embedded below 17 feet is 17 tsf for piers embedded at least 8 pier diameters below 17 feet. Cellular One 3 January 1991 W -7341 Page 3 ' For frictional resistance, acting both downward and in uplift, we recommend using an allowable skin friction of 0.03 tsf for the upper 10 feet, 0.07 tsf from 10 to 17 feet deep and 0.13 tsf from 17 to 35 feet. The frictional resistance applies to that portion of the pier embedded below 3 feet. Due to the water table, the pier should be designed to withstand hydrostatic uplift pressure from 7 feet below ground surface. For lateral pressures, we assume the pier would be relatively rigid and would act as a pole. Interaction between a pole and the soil is complex and may be modelled by elastic methods. The passive pressure approach presented herein is more straight forward and is conservative by neglecting redistribution of vertical stress and shear at the pier bottom and below the point of fixity, which would likewise serve to resist lateral loads. We therefore recommend using an allowable passive pressure of 175 pounds per cubic foot (pcf), expressed as an equivalent fluid weight, acting over 2 pile diameters wide and 8 pile diameters deep, neglecting the uppermost 3 feet of embedment below the ground surface. According to NAVFAC Design Manual 7 -2, a lateral deflection equal to about 0.02 times the pier length would be required to mobilize the allowable passive pressure presented above. Higher deflections would mobilize higher passive pressure. A factor of safety with respect to ultimate available passive pressure is greater than 1.5, which is commonly applied to transient or seismic loads. Due to the relatively shallow water table and the loose nature of the upper sands, we anticipate a drilled pier hole would be highly susceptible to caving. The hole would also be susceptible to bottom disturbance from the high water table in the sand. For these reasons, we anticipate that the pier hole will need to be cased for the majority of its depth. No more than about 1 inch of sloughed material should remain in the hole prior to concrete placement. Water or an appropriate slurry mix should be maintained within the casing to prevent bottom heave. The concrete would need to be tremied to prevent segregation. We recommend we be contacted to review any alternative construction methods proposed by the contractor. • t Cellular One 3 January 1991 W -7341 Page 4 We trust this letter is sufficient for your current needs. We will .. be able to review the final pier design using the above parameters or to refine these estimates based on specific pier diameters and lengths, as well as provide constructionrobservation services and to answer any questions you Respectfully. submitted, RITTENHOUSE -ZEMAN & ASSOCIATES, INC. P . D Ry Larry A. Boge, P.E. or FM Project En • ineer ' y � may have • _ :�WM 1111111.1.1rUm James S. Dransfi Id P.E. Associate ti .4; Enclosure::.. Figure 1 - Site and Vicinity Map Figure 2 -Site and. Exploration Plan Boring Log B -1 W.O. W - 7341 BY ___ LAB DATE JAN 1991 SCALE N.T.S. Consultants 1400 140th Avenue N.E. Bellevue, WA 98005 CELLULAR ONE -- ALLENTOWN SEATTLE, WASHINGTON VICINITY MAP FIGURE 1 RITTENHOUSE -ZEMAN & R ZA ASSOCIATES, INC. Geotechnical & Environmental . APPROXIMATE . PROPERTY LINE 12224 51st PLACE SOUTH LEGEND W.O. W-7341 BY LAB DATE . JAN 1991 SCALE N.T.S. EXISTING FENCE B-1 NUMBER AND APPROXIMATE LOCATION OF BORING CELLULAR ONE - ALLENTOWN SEATTLE, WASHINGTON SITE &. EXPLORATION PLAN RITTENHOUSE -ZEMAN & ASSOCIATES, INC. Geotechnic & Environmental Consultants 1400 140th Avenue N.E. Bellevue, WA 98005 FIGURE 2 � Topsoil, roots and organics 0 .. 10 • 15 20 30 35 40 1 1 2 3I '(- q I I aill Medium stiff, brown, moist to wet, sandy SILT • P ATD Very loose, brownish -gray, saturated, SAND with some silt , �� Medium dense, gray, saturated, SAND with some sil 1116. g !kik. Dense, gray, saturated SAND with same silt to silty SAND ilk lit M II 25 — --- __ — . �._. ___.. ,.__ .._r Total depth 33 feet. Completed 2 January 1991. -- • v. • ti RZA woo RITTENHOUSE -ZEMAN & ASSOC., INC. Geotechnical / Environmental Consultants SOIL DESCRIPTION Ground Surface Elevation Approximately SAMPLING = 2' OD SPLIT SPOON SAMPLE 1[ 3' OD SHELBY SAMPLE 2.5' ID RING SAMPLE B BULK SAMPLE * SAMPLE NOT RECOVERED Feet WATER LEVEL AT TIME OF DRILUNG. z a. 2 N GROUND WATER BORING NUMBER B-1 W 0. 11-7341 PROJECT NAME Cellular One, Allentown 0 E ce o a3 SEAL DATE STANDARD PENETRATION RESISTANCE • BLOWS PER FOOT (140 lb. hammer. 30 Inch drop) O 10 20 30 40 OBSERVATION WELL TIP LABORATORY TESTS • % WATER CONTENT NP. NON PLASTIC --• I .— LIQUID LIMIT �-- NATURAL WATER CONTENT /PLASTIC LIMIT March 10, 1993 Cert No. 9108 -108 City of Tukwila Building Department 6230 Southcenter Boulevard Tukwila, Washington 98188 Attention: Dave Larson Reference: Allentown Cellular One 12228 51st Place South Permit N Dear Mr. Larson: This is to advise you that special inspections are completed for the above .referenced project. Special inspections were performed for the following activities and copies of reports have been sent to you. 1. Reinforced concrete cast in place for footings All work inspected conformed to Tukwila Building and Land Development approved plans, specifications Director's Rules, SBC and related codes and /or verbal or written instructions from the Engineer of Record. Our last and only report is dated 8 -29 -91 and is number 67907. Respectfully, CASCADE TESTING LABORATORY, INC. Deahnis H. Stack President CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS / GEOLOGISTS KIRKLAND: 12091 923 -9800 12919 N,E., 128TH PLACE KIRKLAND, WASHINGTON 98034 FAX: (209) 823 -2203 SEATTLE: (2091525-8700 EVERETT: (208J 259-0817 NV 1 1 1993 DE vELCflI, • ro ect :. c. c.+. L A ,e.. 0a� Ype o nspactio ;�►' �� Address: /22 2.8 S( Pc. S Date Called: Special Instructions: Date Wanted: am. p.m. Requester: Phone No.: INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Er Approved per applicable cod COMMENTS: /r ER R (206) 431 -3670 0 Corrections required prior to approval. nspector: L7 $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100, Call to schedule reinspection. . ro ect j I . ; ` ype o nspect n: Addre Viz- 91 Date Called: .-- '1 ;. Special Instructions: Date Wanted: , r �p�� lI am. p.m. Requester: Phone No.: -22'g' 1 'S Z9 2/ CITY. OF TUKWILA BUILDING DIVISION COMMENTS: wt) „etZe nspect Approved per applicable codes. INSPECTION. RECORD . R etain a copy with permit 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 0 Corrections required. prior to approval. $30.00 REINSPECTION FEE REQUIRED. Prior tq reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule4reinspection. Receipt No,: • ; .Date: • VAppro(rbkii codes. COMMENTS: ' r INSPECTION RECORD - Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT No. (206) 431 -3670 ❑ Corrections required prior to approval. nspector: Date: ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. . , , ress: ,....:. :te - e, ; Special Instructions: Date Wanted: ff /1.....1 am. p.m. Requester: AJA Phone No.: pry/ b 5 VAppro(rbkii codes. COMMENTS: ' r INSPECTION RECORD - Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT No. (206) 431 -3670 ❑ Corrections required prior to approval. nspector: Date: ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. PROJECT: II r 1 . 4 I PERMIT NO. SITE ADDRESS: / • a a---v � ? I l DATE CALLED: DATE WANTED: - c9-3 -- I , --`� -) `" TYPE OF INSPECTION: ei.-1 - .) -- (, oL(0 --q / pp.m -SPECIAL INSTRUCTIONS: "Dy_ka REQUESTER: PHONE NO.: 79 — c:2757 INSPECTION RESULTS /COMMENTS: ff DATE: -1. INSPECTOR: -f ) --.P. ' INSPECTION RECORD _ CITY OF TUKWIL-A Dept. of Community Development - Building Division Phone: (206) 431 -3670 _ 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: i .'gg.,,, LIIJ ?" 7 _ PERMIT NO. ! Q'2 L1-( - - 8 - q q 1.60 SITE ADDRESS: DATE CALLED: 75 TYPE OF INSPECTION: 1 Fo F. ', i 634/ DATE WANTED: I i?'1 I a. . SPECIAL INSTRUCTIONS: "` s / Q ' (•-� REQUESTER: l' :It ✓ ql/t4/ r. r 1 PHONE NO.: q- CO INSPECTION RESULTS /COMMENTS: . c�. f — .,R.a.c hi r 4 _,19 in�c�-r -- ►. C a st O I b -'- -- -a � �.� .-- Y• INCPFC`_TAR6 ( .-(- DATE! Tr , 2i01 -- ) CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 : 3670 INSPECTION RECORD ftyi^. ' d' r3rIG .0 :fktrt (nitt`Ht.'d+,riJ: 704' 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 7. 1,....1.7tt,,74.MtM47;t:CIV.,t1.4.?..{.A1;,,,li,"0"F.ITZ,71,77•71,uM4:7177,77,;;,*,77MMIPMZr.;;;ZMIC7CW:gPla7air-qr!;;T:VP'V,a5W741.AKAZY,Wenf,l,tKk. 4A A 4(9 City of Tukwila 1905 FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188-7661 (206) 575-4404 TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Project Name ( L . 471 Address Retain current inspection schedule Needs shift inspection Control No Permit No. Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre-Fire: Permits: Autil Signature :FTNALAPPFRM• Gary L. VanDusen, Mayor Suite Date 4111111•11•10111111110■11/ CASCADE TESTING LAB .1 March 10, 1993 Cart No. 9108 -109 Attention: Dave Larson Dear Mr. Larson: Denis H. Stack President DHS :lam TEL No.2068232203 CASCADE TESTING LABORATORY, INC. TESTING & I JSPE TNDN / ENGINEERS / GEOLOGISTS 12919 N.B.. 129TH PLAQ6 KIRKLAND: (8O6) 623 -6900 KIRKLAND. WABHINOTON 990.34 PAX: (I3QB) 323-2200 City of Tukwila Building Department 6230 Southoenter Boulevard Tukwila, Washington 98188 Reference: Allentown Cellular One 12228 51st Place South Permit No. 6746 This is to advise you that special inspections are completed for the above referenced project. Special inspections were performed for the following activities and copies of reports have been sent to you. 1. Reinforced concrete cast in place for footings All work inspected conformed to Tukwila Building and Land Development approved plans, specifications Director's Rules, SBC and related codes and /or verbal or written instructions from the Engineer of Record. Our last and only report is dated 8 -29 -91 and is number 67907. Respectfully, CASCADE TESTING LABORATORY, INC. Mar 10,93 8:27 No.004 P.02 geATTLE: (toe) 525-B700 BvERfi1T: (toe) 2Se -Oe17 RE MIR 1 0 1993 °►^v� =gut -r Plan Review Fee $ 22.50 (sub-total $.22 31.50 54.00 (sub- to tal) $ .75..50 Total THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED, NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY Sr ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. o CO TYPE OF INSURANCE PO LICY NUMBER . POLICY EFFECTIVE POLICY EXPIRATION LIMITS LTR DATE (MMIODIYY) DATE (MOONY) GENERAL LIABILITY GENERAL AGGREGATE S 2,000,000 A x„ COMMERCIAL GENERAL LIABILITY GL6065398Q3 12/31 /90 12/31 /91 PRODUOTS•COMP /OP AGG $ 1,000,000 CLAIMS MAOE x OCCUR. PERSONAL A ADV, INJURY $ OWNER'S A CONTRACTOR'S PROT, 1 , 000 , 000 EACH OCCURRENCE a 1,000,000 FIRE DAMAGE (Any one tire) S .x. WA Stop Gap 50,000 MEP. EXPENSE (Any one aereon) S 5 40 AUTOMOBILE LIABILITY f COMBINED SINGLE $ ANY AUTO BUA206539805 12/31 /90 12/31/91 LIMIT 1,000,000 ALL OWNED AUTOS BODILY INJURY SCHEDULED AUTOS (Per prison) S. I HIRED AUTOS S0IILYINJURY NON.9wHED AUTOS ' (Ppr ncNtlenI) $ x GARAGE LIABILITY • PROPERTY DAMAGE S � EXCESS LIABILITY EACH OCCURRENCE $ .--..— UMBRELLA FORM AGGREGATE S • OTHER THAN UMBRELLA FORM WORKER'S COMPENSATION STATUTORY LIMITS EACH ACCIDENT 5 AND Dt$EA3E POLIoY LIMIT S EMPLOYERS' LIABILITY DISEASE —EACH EMPLOYEE C OTHER ...- -...---- DESCRIPTION OF OPERATIONS /LOCATIONSNEHICLES /SPECIAL ITEMS - It is agreed that City of Tukwila is added as Additional Insured, but only as respects that portion of the work performed by or on behalf of the named insured regarding Cellular One - All antown, but then only insofar as coverage is provided therefore in the captioned policies. • PRODUCER INSUREO CORROON & BLACK, INC. Construction Industry Division P.O. Box C -34201 Seattle WA 95124 (206) 386 -7400 Buchanan General Contracting Co. P.O. Box 40069 Bellevue WA 98004 COVERAGES City of Tukwi la Public Works Department 6200 Southcenter Blvd Tukwila WA 98188 AcoRb "2B.s (7/90) — . .... ..v vv.I , v\1 A/:ORII1e CERTIFICA1 IN SURANCE ISSUE DATE (MMIDLVYY) nR /10/91 . I'll$ 4ERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. COMPANY A LETTER Transportation Insurance Company Continental Casualty Insurance Company COMPANY jo • LETTER COMPANY G. LETTER COMPANY D • LETTER COMPANY E LETTER ■.• lK D k.•UIV ti 1 N. COMPANIES AFFORDING COVERAGE C j 003 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING COMPANY WILL ENDEAVOR TO MAIL 3A. DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE COMPANY, ITS AGENTS OR REPRESENTATIVES. AUTHORIZED REPRESENTATIVE OONALD W. DACIC •! •r9ACOP CORPORATu1tJ into CITY OF TUKWILA 6200 SOUTHCENTER BOULEVARD, TUKWILA, WASHINGTON 98188 August 19, 1991 Dear Mr. Kirsten: Joe Kirsten c/o Cellular One 617 Eastlake Avenue East Seattle, WA 98109 I'IIONE k (2061433.1800 RE: Cellular One - Allentown, 12228 51st Place South Utility Permit Approval (Plan Check No. 91-251) 3. Hauling Permit (Permit Fee = $25.00). The following items are required as conditions of this permit prior to any hauling activity: A. Copy of Certificate of Insurance coverage - minimum amount of $ 1,000,000.00. $ 2,000.00 bond made out to the City of Tukwila for possible property damage caused by hauling activities. Please contact Denise Millard, Permit Coordinator at 431 -3672, have the following permits prepared for pickup: 1. Curb Cut /Access /Sidewalk Permit (Permit Fee = $25.00) Please note that your access road must be paved for a distance of 20 feet from the edge of existing pavement. All work within the public right -of -way requires proper signing in accordance with the Federal Manual on Uniform Traffic Control Devices (MUTCD). 2. Land Altering Permit (Permit Fee = $76.50) In accordance with our telephone conversation on 8/15/91, the project involves 220 cubic yards of excavation and 180 cubic yards of fill. The above fee is based on these quantities. Gay L. liiDusrn, Mayor The Public Works Department has reviewed and hereby approves the site plan for the referenced project with minor revisions as noted on the plan. C. . Route map for hauling activity (5 copies 4. Storm Drain Permit (Permit Fee = $25.00) You are referred to other City Departments, including Fire and Community Development, for other possible requirements and approvals . which may affect the commencement of this work. If you have any questions, please call me at -0179. Sincerely John A. Pier.., P.E. Associate Enz neer Public Works Department xc: Greg Villanueva, City Inspector (w /site plan) Permit Coordinator Development File: Cellular One Read File Enclosure : Approved Site Plan JP /amc:7 CITY OF TUKWILA 6200 SOUTIICENTER BOULEVARD, TUKWILA, WASHINGTON 98188 Plan Check #91 -251: Cellular One 12228 51 P1 S PHONE N (206) 433.1800 THE FOLLOWING COMMENTS APPLY TO TUKWILA BUILDING PERMI j F THE APPROVED 1. No changes will be made to the plans unless approved by the Architect and the Tukwila Building Division. 2. Electrical permit shall be obtained through the Washington State Division of Labor and Industries and all electrical work will be inspected by that agency (872- 6363). 3. All permits, inspection records, and approved plans shall be posted at the job site prior to the start of any construction. 4. When special inspection is required either the owner, architect or engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project and . permit number__of..the project being inspected. 5. All structural concrete to be special inspected (Sec. 306, UBC). 6. All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1988 Edition) and Uniform Mechanical Code (1988 Edition). 7. Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8. Validity of Permit. The issuance of a permit or approval of plans, specifications and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction. No permit presuming to give authority or violate or cancel the provisions of this code shall be valid. Gary 1.. VanDuscn, Mayor "X" REQUIRED INSPECTIONS PHONE DATE APPROVED INSPECT. INITIALS DATE(S) CORRECTION NOTICE ISSUED 1 Footings 431 -3670 X 2 Foundation 431 -3670 3 Slab and/or Slab Insulation 431 -3670 4 Shear Wall Nailing 431 -3670 5 Roof Sheathing Nailing 431 -3670 t 6 Masonry Chimney 431 -3670 7 Framing 431 -3670 8 Insulation 431 -3670 9 Suspended Ceiling 431 -3670 10 Wall Board Fastening 431 -3670 11 12 13 x 14 FIRE FINAL Insp: 575 -4407 x 15 PLANNING FINAL 431 -3670 x 16 PUBLIC WORKS FINAL 431 -3670 x 17 BUILDING FINAL 431 -3670 CITY OF TUKWILA Department of Community Development - Permit Center 6300 Southcenter Boulevard, Tukwila WA 98188 (206) 431 -3670 SITE ADDRESS: 12228 51 P1 S BUILDItC3 PERMIT INSPECTION RECORD (Post with Building Permit In conspicuous place) SUITE NO.: BUILDING (o PERMIT NO. U/ DATE ISSUED: PROJECT: Cellular One CALL FOR INSPECTIONS AT LEAST 24 HOURS IN ADVANCE INSPECTOR COMMENT SECTION ON REVERSE) INSPECTION PROCEDURES AND REQUIREMENTS 1 All approved plans and permits shall be maintained available on the site in the same location. 1. FOOTING - When survey stakes and forms are set and rebar is tied in place. 2. FOUNDATION - When forms and rebar are in place. 3. SLAB - If structural slab or if underslab insulation is required. 4. SHEARWALL NAILING - Prior to cover. 5. ROOF SHEATHING NAILING - Prior to cover. 6. MASONRY CHIMNEY - Approximately midpoint. 7. FRAMING - After rough -in Inspections such as mechanical, plumbing, gas piping, electrical and fire stopping is in place. 8. INSULATION - After framing approval, but before installation of wallboard. Baffles must be installed to keep attic ventilation points clear. 9. SUSPENDED CEILING - Fasten diffusers, lights and seismic bracing. 10. WALL BOARD FASTENING - Prior to taping (see UBC Chap. 47 and Table 47G). 11 12. 13. 14. FINAL FIRE INSPECTION - Contact Fire Department for their requirements. 15. FINAL PLANNING INSPECTION - Contact Planning Department for their requirements. 16. FINAL PUBLIC WORKS INSPECTION - Contact Public Works Department for their requirements. 17. FINAL BUILDING INSPECTION - When all work, corrections, reports and other inspections are complete. OTHER AGENCIES: Plumbing (including gas piping) — King County Health Department — 296 -4732 Electrical — Washington State Department of Labor and Industries — 277 -7272 A preconstruction meeting with the Building Inspector may be scheduled prior to starting the job by contacting the Department of Community Development, Building Division at 431 -3670. Although not required, a meeting of this type can often eliminate problems, delays and misunderstandings as the project progresses. 09/1493 PLC-AN REVIEW COMMUCIS Plan Check No.: " � 'v I _ Project: AL REQUIRED INSPECTIONS No changes will be made to the plans unless approved by the Architect and the Tukwila Building Division. 2. Plumbing permit shall be obtained through the King County Health Department and plumbing will be inspected by that agency, including all gas piping (296- 4722). Electrical permit shall be obtained through the Washington State Division of Labor and Industries, and all electrical work will be inspected by that agency (277- 7272). 4. All mechanical work shall be under separate permit through the City of Tukwila. All permits, inspection records, and approved plans shall be posted at the job site prior to the start of any construction. When special inspection is required, either the owner, architect or engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name and permit number of the project being inspected. All structural concrete to be special inspected (Sec. 306, UBC). All structural welding to be done by W.A.B.O. certified welder and special inspected (Sec. 306, UBC). 9. All high- strength bolting to be special inspected (Sec. 306, UBC). 10. Any new ceiling grid and light fixture installation is required to meet lateral bracing requirements for Seismic Zone 3. 11. Partition walls attached to ceiling grid must be laterally braced if over eight (8) feet in length. 12. Readily accessible access to roof mounted equipment is required. 13. Engineered truss drawings and calculations shall be on site and available to the building inspector for inspection purposes. Documents shall bear the seal and signature of a Washington State Professional Engineer. 14. Any exposed insulations backing material to have Flame Spread Rating of 25 or less, and material shall bear identification showing the fire performance rating thereof. 15. Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with recommendations given in the soils report prior to final inspection (see attached procedure). 16. A statement from the roofing contractor verifying fire retardancy of roof will be required prior to final inspection (see attached procedure). All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1988 Edition), Uniform Mechanical Code (1988 Edition) 18. All food preparation establishments must have King County Health Department sign -off prior to opening or doing any food processing. Arrangements for final Health Department inspection should be made by calling King County Health Department, 296 -4787, at least three working days prior to desired inspection date. On work requiring Health Department approval, it is the contractors responsibility to have a set of plans approved by that agency on the job site. 19. Fire retardant treated wood shall have a flame spread of not over 25. All materials shall bear identification showing the fire performance rating thereof. Such identification shall be issued by an approved agency having a service for inspection at the factory. Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 21. All spray applied fireproofing, as required by U.B.C. Standard No. 43 -8, shall be special inspected. 22. All wood to remain in placed concrete shall be treated wood. 23. All structural masonry shall be special inspected per U.B.C. Section 306 (a) 7. Validity of Permit. The issuance of a permit or approval of plans, specifications and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction. No permit presuming to give authority or violate or cancel the provisions of this code shall be valid. 25. A Certificate of Occupancy will be required for this permit. j. Footings V 2. Foundation 3. Slab /Slab Insulation 4. Shear Wall Nailing 5. Roof Sheathing Nailing 6. Masonry Chimney 7. Framing 8. Insulation 9. Suspended Ceiling 10. Wall Board Fastening 11. 12. ) 13. 114. Fire Final ✓15. Planning Final 4 6. Public Works Final V17. Building Final PLC-AN REVIEW COMMUCIS Plan Check No.: " � 'v I _ Project: AL REQUIRED INSPECTIONS No changes will be made to the plans unless approved by the Architect and the Tukwila Building Division. 2. Plumbing permit shall be obtained through the King County Health Department and plumbing will be inspected by that agency, including all gas piping (296- 4722). Electrical permit shall be obtained through the Washington State Division of Labor and Industries, and all electrical work will be inspected by that agency (277- 7272). 4. All mechanical work shall be under separate permit through the City of Tukwila. All permits, inspection records, and approved plans shall be posted at the job site prior to the start of any construction. When special inspection is required, either the owner, architect or engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name and permit number of the project being inspected. All structural concrete to be special inspected (Sec. 306, UBC). All structural welding to be done by W.A.B.O. certified welder and special inspected (Sec. 306, UBC). 9. All high- strength bolting to be special inspected (Sec. 306, UBC). 10. Any new ceiling grid and light fixture installation is required to meet lateral bracing requirements for Seismic Zone 3. 11. Partition walls attached to ceiling grid must be laterally braced if over eight (8) feet in length. 12. Readily accessible access to roof mounted equipment is required. 13. Engineered truss drawings and calculations shall be on site and available to the building inspector for inspection purposes. Documents shall bear the seal and signature of a Washington State Professional Engineer. 14. Any exposed insulations backing material to have Flame Spread Rating of 25 or less, and material shall bear identification showing the fire performance rating thereof. 15. Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with recommendations given in the soils report prior to final inspection (see attached procedure). 16. A statement from the roofing contractor verifying fire retardancy of roof will be required prior to final inspection (see attached procedure). All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1988 Edition), Uniform Mechanical Code (1988 Edition) 18. All food preparation establishments must have King County Health Department sign -off prior to opening or doing any food processing. Arrangements for final Health Department inspection should be made by calling King County Health Department, 296 -4787, at least three working days prior to desired inspection date. On work requiring Health Department approval, it is the contractors responsibility to have a set of plans approved by that agency on the job site. 19. Fire retardant treated wood shall have a flame spread of not over 25. All materials shall bear identification showing the fire performance rating thereof. Such identification shall be issued by an approved agency having a service for inspection at the factory. Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 21. All spray applied fireproofing, as required by U.B.C. Standard No. 43 -8, shall be special inspected. 22. All wood to remain in placed concrete shall be treated wood. 23. All structural masonry shall be special inspected per U.B.C. Section 306 (a) 7. Validity of Permit. The issuance of a permit or approval of plans, specifications and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction. No permit presuming to give authority or violate or cancel the provisions of this code shall be valid. 25. A Certificate of Occupancy will be required for this permit. Fire Department Review Control 491 -251 (512) Re: Cellular One - 12228 -51st Place South Dear. Sir: City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Gary L. VanDusen, Mayor July 22, 1991 The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with . the following concerns: 1. The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10 B:C) dry chemical type. Travel distance to any fire extinguisher, must be 75' or. less. (NFPA 10, 3 -1.1) (UFC 10 -1 (3 -1)) Extinguishers shall be installed on the hangers or in the brackets supplied, mounted in cabinets, or set on shelves (NFPA 10, 1 -6.6), and shall be installed so that the top of the extinguisher is not more than 5 feet above the floor. (NFPA 10, 1 -6.6) (UFC 10.301) Extinguishers shall be located so as to be . in plain view (if at all possible), or if not in plain view, they shall be identified with a sign stating, "Fire Extinguisher," with an arrow pointing to the unit. (NFPA 10, 1 -6.3) (UFC 10.301) 2. Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. (UFC 12.104b) Exit hardware and marking must meet the requirements of Uniform Fire Code Sections 12.104 & 10.402(a). Exit signs shall be installed at required exit doorways and where otherwise necessary to clearly 0 ..moo . City "tf Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Page number 2 Gary L. VanDusen, Mayor indicate the direction of egress. Signs shall be of a contrasting color with the surrounding area and shall have letters not less than six inches high with a minimum letter width of 3/4 ". (UBC 3314) (UFC 12.108) Exits shall be illuminated at any time the building is occupied. An emergency system shall automatically provide exit illumination upon failure of the main power supply. (UFC 12.107(a)(b)) 3. An approved fire alarm system is required per City Ordinance #1327. An approved automatic sprinkler system may be installed in lieu of a fire alarm system. (Plans must be submitted to the Fire Prevention Bureau for approval prior to installation.) Local UL Central Station supervision is. required. (City Ordinance #1327) 4. All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NEC 70) (UFC 85.101) All electrical wiring is to be inspected by the State Electrical Inspector, Washington State Department of Labor & Industries. (NEC 70) 5. Your street address must be conspicuously posted on the building and shall be plainly visible and legible from the street. Numbers shall contrast with their background. (UFC 10.208) This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. rC . 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FLOOR AREA Veirm i o1g• 0 PLAN CHECK NUMBER 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 DATE: 'otE SENT BY :CELLULAR ONE WAC 19741470 oescrtption of proposal T install 100- fo � d wooden telephone pole which will include 12 directional antennas mounted on an am. •latform at the to of the pole. In addition, installation of a 12' X 28' electronic e'ui'ment vault. Proponent_ . Interstate Mob _ileohone Co C�11n1�r 4n location of Proposal, including street address. if any 12660 61st Pla,�,r ,. South Section 10 7 n 2 R c. Lead Agency: City of Tukwila File No. EPIC.6-91 The lead agency for this proposal has determined that it does not have a probable significant adverse impact on the environment. An environmental impact statement (ELS) is not required under RCW a 3.21C,030(2)(c). This decision was made after review of a completed environmental checklist and other information on file with the lead agency. This information is available to the public on request. There is no convent period for this DNS This DNS is issued under 19741- 340(2). Comments must be submitted by • The lead agency will not act on this propose oar aye rom e a e below. Responsible Official Rick Beeler 4ddress 20 S uthcenter 6 ul yard late ; 6 -17 -91 ; 15 :32 ; DETERMINATION OF NONStGNIFZCANCE Signature Yk PROJECT OFFICE-+ u :s wa:l ti, 9: 9 4r Phone, A3h .. • tea 206 431 36654 2 (Cu may appeal this determination to the City Clerk at City Halt, 6200 Southcenter 3oulevard Tukwila, WA 98186 no later than 10 days from the above date by written appeal stating the basis of the appeal for specific factual objections. You may be 'squired to bear some of the expenses for an appeal. ;epics of the procedures for SEPA appeals ars available with the City Clerk and 'lanning Department. CITY OF TUKWILA 6200 SOUTHCENTER BOULEVARD, TUKWILA, WASHINGTON 98188 May 20, 1991 NOTICE OF DECISION Interstate Mobile Phone Company (Cellular One) 617 East Lake Avenue East, Suite 200 Seattle, W.A. 98119 RE: Notice of Decision by the Planning Commission and the Board of Architectural Review File Numbers: 91 -2 -CUP and 91 -5 -DR This is to confirm that the Planning Commission and Board of Architectural Review (BAR) approved both applications as presented on May 16, 1991. (The conditions are listed on Attachment A ) The BAR also adopted the findings and conclusions contained in the Revised Staff Report dated May 10, 1991. Any changes to the specific design approved by the. Planning Commission and BAR will require further Planning Commission and BAR approval. Minor, incidental changes may be administratively approved by the Director of Community Development. The decision of the Planning Commission and BAR is not final until the appeal period has elapsed, which is ten calendar days after the above date of decision. Appeals must be filed in writing to the City Clerk by 5:00 pm on the final day of the appeal period. Where the final day of an appeal period falls on a weekend or holiday the appeal period will be extended to 5:00 pm on the next work day. If you should have any question regarding this project, please feel free to write or call. Sincerely, Darren Wilson Assistant Planner PHONE 11 (206) 433.1800 Cary L. VanDusen, Mayor ;111;1 ADDITIONAL CONDITIONS:. ADOPTED BY THE PLANNING COMMISSION AND BOARD OF ARCHITECTURAL REVIEW COMMITTEE; Move the driveway to the southerly portion of the property and place'. a 3 -foot barrier, set back 15- feet .. front '. the public right -of -way with chain across the front for maintenance use only. 4 -_ 2. Place landscaping on both sides of the 3 -foot barrier. DATE: May 17, 1991 FILE: 91 -2 -CUP & 91 -5 -DR; CELLULAR ONE The Planning Commission and Board of Architectural Review approved the .91 -2 -CUP. and 91 -5 -DR (Cellular One) application on May 16, 1991, with the following conditions. 1. They agreed with staff's (3) three recommendations. VI A . The applicant shall provide a three foot barrier aloh4 the roiit of the property which shall be set back 15 -feet from'.-the property. 1,..S B. The applicant shall provide two 2" (inch) caliper, large stature trees in front of the barrier to minimize any visual impacts. The applicant has that if the lease is terminated, the site will return to its current state. NOTICE OF DECISION CONDITIONS C. The applicant shall provide a sprinkler system for the landscaping around the entire one story cell base station. L Place a metal monopole instead of the proposed treated wooden telephone pole. SITE ADDRESS: 12228-51ST PLACE SO. TUKWILA, WA PROJECT OWNER: CELLULAR ONE 617 EASTLAKE AVE, EAST SEATTLE, WA 98109 (206) 624 -5700 PARCEL OWNER: ROBERT & ALBERTA BURKE 7166 S. 198TH STREET RENTON, WA 98055 ASSESSOR'S PARCEL #017900— I955 -08 5 BUILDING AREA: 336 SQ. FT. BUILDING TO OVERALL PROPERTY COVERAGE: LESS THAN 1 %. BUILDING DATA: THIS BUILDING IS AN UNMANNED ELECTRONIC EQUIPMENT VAULT. BUILDING IS A TYPE I FIRE— RESISTANT, REINFORCED CONCRETE STRUCTURE, NON — SPRINKLERED WITH HALON 1301 PROTECTION SYSTEM. PERCENTAGE OF BUILDING TO LEASE AREA COVERAGE: 13.4 %. GENERAL PURPOSE OF PROJECT: TO CONSTRUCT A 100 —FOOT CELLULAR COMMUNICATIONS POLE AND A 12' x 28' ELECTRONIC EQUIPMENT VAULT, Hedges & Roth Engneering, Inc. CONSULTING ENGINEERS • PLANNERS • SURVEYORS KIRKLAND, WASHINGTON (206)827 -8793 (206)682 -7426 1- 800 -835 -0292 INTERSTATE MOBILEPHONE COMPANY ALLENTOWN SITE SE 109 BOUNDARY LEGAL DESCRIPTIONS OVERALL PARCEL DESCRIPTION LOTS 9, 10, II AND 12, BLOCK II, PLAT OF ALLENTOWN ADDITION TO CITY OF SEATTLE, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 12 OF PLATS, PAGE 100, RECORDS OF KING COUNTY, WASHINGTON; EXCEPT THE NORTHWESTERLY 13 FEET OF LOT 9. SITUATE IN THE COUNTY OF KING, STATE OF WASHINGTON. PROJECT DESCRIPTION THAT PORTION OF LOTS 9, 10, II AND 12, BLOCK II, PLAT OF ALLENTOWN ADDITION TO CITY OF SEATTLE, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 12 OF PLATS, PAGE 100, RECORDS OF KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTHWEST CORNER OF THE ABOVE— DESCRIBED PARCEL; THENCE S 32'31'24 "E ALONG THE SOUTHWEST LINE OF SAID BLOCK II, A DISTANCE OF 47.00 FEET; THENCE N 57'28'36 "E, A DISTANCE OF 53.47 FEET TO THE POINT OF BEGINNING; THENCE N 32'3I'24 "W, A DISTANCE OF 25.00 FEET; THENCE N 57'28'36 "E, A DISTANCE OF 50.00 FEET; THENCE S 32'3;'24 "E, A DISTANCE OF 50.00 FEET; THENCE S 57'2.8'36 "W, A DISTANCE OF 50.00 FEET; THENCE N 32'31'24 "W, A DISTANCE OF 25.00 FEET; TO THE POINT OF BEGINNING. .,,* p Y 3 �4, . • o f wnsy, 0 O 2 stSIONM. S 126TH T. N 4 9 S 130TH ST. v; yr F- 4 s, 's ALL 122ND ST TOWN ti 4 VICINITY MAP or= I MILE ± - I I I INDEX DWG, NO. DRAWING TITLE r PROJECT SITE 1 s 4 DRAINAGE PLAN ADDITIONAL IMPERVIOUS AREA ADDED TO THE PROPERTY IS LESS THAN 2500 SQUARE FEET. RUNOFF FROM THE AD2,I„.1,J IMPERVIOUS AREA WILL BE OLLEC AN r OUTED THROUGH AN ON SITE ETENTION STR. TURE, ROOF RUN FF W I L,L.. ,.ONE.RL D TO EXISTING OPEN DITCH CONVEYANCE SYSTEM. GRADING PLAN ALL MATERIAL EXCAVATED ON THE SITE INCLUDING IMPORTED TO THE SITE WILL NOT EXCEED 400 CUBIC YARDS. PROPERTY ZONING M2 (HEAVY INDUSTRIAL) PROPERTY DATA OVERALL PRNERTY: 10,005 SQ.FT., 0,23 AC. LEASE AREA: 2500 SQ.FT., 0,06 AC. NUMBER OF PROPOSED PARKING STALLS: ONE TITLE, INDEX AND VICINITY MAP SITE PLAN & GRADING FOUNDATION PLAN & r I understand that the Plan Check Approvals are subject to errors and omissions and approval of plans does not authorize t violati of any adopted c• ►.- or ordinance. Receipt contractor's copy of a • ,.r• • plans ac owledg B Date, t t ' 1 Permit No RACE IC" cIN t�� jet I7S91. PERMIT CIN ?ER FILE COPY CITY OF TUKWILA APPROVED AUG - ° °`'1�I 40 JO BUILDI G r IVISION /91 rlr'rlrlrlrlr 1 rlf e.18 �....�....>..... SCALE As Shown DRAWN J.L. FIELD DK. DES. CONS T. DATE 6-7-91 Jos 33 -07 BENCHMARK NOTE: 32.60 = NOAA BENCHMARK #D 460 (SET BY NGS). VERTICAL BRASS DISK 13' SOUTHWEST OF ' THE SOUTHWEST RAIL OF THE NORTHEASTERLY MOST "CHICAGO ST. PAUL & PACIFIC RAILROAD" TRACK AND IN THE NORTHEAST FACE OF THE 2ND CONCRETE PIER SOUTHWEST OF THE NORTHEAST END OF THE 50TH AVE. S. OVERPASS. SCALE EX. 6' HIGH CHAIN LINK FENCE BURIED UTILITIES IN AREA CALL BEFORE YOU DIG 1 -424 -5555 EXIST. LOT LINES I4 "CEDAR S. 124TH STREET SITE PLAN DRAINAGE SWALE C5 SET PK MIN. PLACE ONE LAYER OF QUARRY SPALLS ON SIDES OF ADS TEE TO ANCHOR TEE. DO NOT BLOCK RESTRICTOR ORIFICE OR OVERFLOW. 2 "0 ORIFICE DRILLED IN CAP IE = 9.9 PROVIDE 2'x3'x3' N SEDIMENT POND AT BASE OF TEE (TYP.) EMERGENCY OVERFLOW OPEN 6" LEG OF TEE BERM L• ELEV, =II.0 MIN 6 "0 ADS N -I2 MIN, S = 0,5% MIN, SPREADER LENGTH = 20' LONGITUDINAL SLOPE = 0,0% 6 "0 ADS N -I2 MIN. S = 0,5% w00000000axP -- MINIMUM COVER 6 "ADS TEE WITH 2 - 10' LONG 6" SLOTTED ADS DRAIN PIPE WITH FABRIC FILTER WRAPS AND CAPPED ENDS. PLACE SLOTTED PIPE LEVEL WITHIN TRENCH, FILL TRENCH WITH Ir INCH MINUS WASHED ROCK. LEVEL FLOW SPREADER TRENCH DETAIL 3-INCH MINIMUM DEPTH CRUSHED ROCK UNDISTURBED NATIVE GROUND EXIST, LOT LINES REVISIONS DESCRIPTION SITE DETAI CE UJLAR ON TEMPORARY EROSION CONTROL FENCE CONSTRUCT VAULT FOUNDATION F.F. 11.7 EXIST, CONTOUR LINE Hedges & Ro j Enie . g erir g, Inc. CONSULTING ENGINEERS • PLANNERS • SURVEYORS KIRKLAND, WASHINGTON (206)827 -8793 (206)682 -7426 1 -800 -835 -0292 CITY OF.TUKWIIA APPROVED AU t.',2 1901 BUI DING DIVISION JAN • 1 por''` C�NjE ALLEiVTOWN SITE SE 109 STE PLAN, GRADING & DETAILS t III�I_ iIiIIII�I�I (�IIIIf rl 1II 'III! i1111 3 4 5 L TABLE A GUARDRAIL • TYPE WOOD POSTS AUGER & BACKFILL STEEL POSTS AUGER & BACKFILL DRIVEN \T E REVISIONS AP DESCRIPTION DATE 6 -6 -9I DESIGN G.H. SCALE As Shown DRAWN J,L FIELD 8K. DES. CONST, JOB 33 -07 Hedges & R • th Eng nER I Inc. DMO. 2 CONSULTING ENGINE R E S » • -- PLANNS • SURVEYORS KIRKLAND, WASHINGTON (206)827 -8793 (206)682 -7426 I- 800 - 835 -0292 OF 2 JUN 1 7 wsi PEPMITCEN1ERALLEN SE 109 FOUNDATION PLAN & DETAILS A • I Z. c r I /2" EXPANSION JT. FABRIC - SURFACE SHALL BE LEVEL AND FLAT WITHIN I /8" L_ SEE FOUNDATION DETAIL A ELECTRONIC EQAPMENT VAULT FOUNDATION PLAN NTS PRE- ENGINEERED BLDG. (DESIGN BY OTHERS) FOUNDATION ANCHOR PER BLDG. MANUFACTURER 2% • BUILDING i BANKRUN GRAVEL BACKFILL c`J I/8 A : 3 „ STEP DETAIL NTS • • �/ Z8 • ••3 / \� /` No 4 BARS G / / /,,, / /% 0 0 No. 4 BARS 18" O.C. °, . ••3,; .. Q P. 6" FLOOR 12" ---- PROVIDE DOBIE BRICKS TO MAINTAIN MINIMUM CLEARANCE AND CONCRETE COVER. CA) FOUNDATION DETAIL NTS CONSTRUCT SHALLOW COLLECTOR SWALE PER SITE PLAN 3:1 MAX PARKING AREA BASE OF POND -/ UNDISTURBED NATIVE MATERIAL PER FOOT SLOPE 6 X 6- 10 /10 W M 0 0 0 0 4" 4' X 4' X 4" THICK CONCRETE STEP CONCRETE PER NOTES 2% EQUIPTMENT SHELTER ANCHORED TO FOUNDATION----,, CONCRETE ---+ FOUNDATION FIELD LOCATE 4' X 4' STEP PER DETAIL N- Cifi IO ROAD z r, ► 9 •• 4 �•% O ..,v.■ v . v io. ■ o £ &4 6 . 41,9 W 7°L • ENTRANCE ROAD DETAIL NTS VAT Altral \, FENCE DETAIL N.T.S. frignitirantaMIRMIte: A . , / / /\" .A /A • a,. 1 ( EXCAVATE ALL ORGANIC NATIVE MATERIAL AND TOPSOIL, BACKFILL WITH COMPACTED BANKRUN GRAVEL PER GENERAL NOTES. DEPTH VARIES 6 -- 9 INCHES. FOUNDATION TO BUILDING ANCHOR NTS SEE COTE "A" �---- CRUSHED ROCK EXISTING FENCE PROVIDE 3" MINIMUM COMPACTED DEPTH CRUSHEC ROCK PER GENERAL NOTES I MAX • EQUIPTMENT SHELTER ANCHOR PLATE ASSEMBLY (4 TOTAL, 2 EACH SIDE) PROVIDED BY BUILDING MANUFACTURER. INSTALLED BY CONTRACTOR, FOR POSTS AND BLOCKS SEE NOTE 1 AND WOOD ASSEMBLY POST DETAIL ANCHOR TO FOUNDATION WITH 2 5/8" CONCRETE ANCHORS WITH 2" MINIMUM EMBEDMENT. .:1111 mu. .1 I. A d 1, Co N r 3/4" HOLE GROUND LINE NOTES 5/8" x 18" BUTTON HEAD BOLTS WITH 1/32" OVAL GRIP AND RECESSED HEX NUT. §l(s" x • 1 V4" BUTTON HEAD SPLICE WITH 7/32" OVAL GRIP AND RECESSED HEX NUT. (12 REQUIRED PER SLICE) GUARD RAIL DETAIL N.T.S. / FILTER FABRIC (MIRAFI IOOX OR EQUIV. 36" WIDE ROLLS) . USE STAPLES OR WIRE RING TO ATTACH FABRIC TO WIRE 1. POSTS AND BLOCKS SHALL BE 6 "x8" TREATED TIMBER OR W6x9 OR "C" SHAPE 5.875" x 4.4340" x .170" POSTS. 2. GUARDRAIL POST SPACING SHALL BE 6' -3" ON CENTER. 3. A TOLERANCE OF 3% ON ANY DIMENSION OF THE RAIL ELEMENT WILL BE ALLOWED. I .■n ■u ■■ ., u u I ' ... ■■ ■ ■.Y.... ■.■ III II 1 .■.■■....■....■.S M.■ 'IIIIIIIIIIIIII III;II ■►••• II l.IIMElf ■.........r.. I...r ..... ■...■.■ M.. MIIIMIMMOMMONNOMMWITINO 'II:IIIIII•IIII.II '.■..■ I ■■...m.■ .....r. I I a \ \�. ./\ .� \ •R"� -�,.:. ..:9E:s::. , ii::: •i.lE=�illi!l {; 11 BURY BOTTOM OF FABRIC MATERIAL IN 8 "X 8" TRENCH 6' MAX, _ -_.®' 1 u 2 "X 4" WOOD POSTS, STANDARD OR BETTER GRADE OR EQUAL. @ 6' O.C,, ALTERNATE: STEEL FENCE POSTS FILTER FABRIC FENCE DETAIL N.T.S. CI CAD /ALLEN /3307 -DET DATE PLOTTED: 6 -I1 -91 .7 -13/4" DIA POST BOLT WASHER 2 "X 2 "X 14 GA, WIRE FABRIC OR EQUAL - iI 0 0 FILTER FABRIC o _ MATERIAL � i:• i 2 0P. S to PROVIDE 3/4" - I I /2" DIA, WASHED GRAVEL BACKF!LL IN TRENCH AND ON BOTH SIDES OF FLITER FENCE FABRIC ON THE SURFACE I u • 8 MIN, LJ FILTER FABRIC FENCE NOTES: I. THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID USE OF JOINTS, WHEN JOINTS ARE NECESSARY, FILTER CLOTH SHALL BE SPLICED TOGETHER ONLY AT A SUPPORT POST, WITH A MINIMUM 6 -INCH OVERLAP AND BOTH ENDS SECURELY FASTENED TO THE POST, 2, THE FILTER FABRIC FENCE SHALL BE INSTALLED TO FOLLOW THE CONTOURS (WHERE FEASIBLE). THE FENCE POSTS SHALL BE SPACED A MAXIMUM OF 6 FEET APART AND DRIVEN SECURELY INTO THE GROUND (MINIMUM OF 30 INCHES). 3, A TRENCH SHALL BE EXCAVATED, ROUGHLY 8 INCHES WIDE AND 12 INCHES DEEP, UPSLOPE AND ADJACENT TO THE WOOD POST TO ALLOW THE FILTER FABRIC TO BE BURIED. 4. WHEN STANDARD STRENGTH FILTER FABRIC IS USED, A WIRE MESH SUPPORT FENCE SHALL BE FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY -DUTY WIRE STAPLES AT LEAST I INCH LONG, TIE WIRES OR HOG RINGS. THE WIRE SHALL EXTEND INTO THE TRENCH A MINIMUM OF 4 INCHES AND SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE, 5. THE STANDARD STRENGTH FILTER FABRIC SHALL BE STAPLED OR WIRED TO THE FENCE, AND 20 INCHES OF THE FABRIC SHALL BE EXTENDED INTO THE TRENCH. THE FABRIC SHALL NOT EXTEND MORE THAN 30 INCHES ABOVE THE ORIGINAL GROUND SURFACE, FILTER FABRIC SHALL NOT BE STAPLED TO EXISTING TREES, 6. WHEN EXTRA - STRENGTH FILTER FABRIC AND .'.LOSER POST SPACING ARE USED, THE WIRE MESH SUPPORT FENCE MAY BE ELIMINATED. IN SUCH A LASE, THE FILTER FABRIC IS STAPLED OR WIRED DIRECTLY TO THE POSTS WITH ALL OTHER PROVISIONS OF STANDARD NOTE 5 APPLYING, 7. THE TRENCH SHALL BE BACKFILLED WITH 3/4 -INCH MINIMUM DIAMETER WASHED GRAVEL. 8. FILTER FABRIC FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED. 9. FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REQUIRED REPAIRS SHALL MADE IMMEDIATELY. GENERAL NOTES: NOTE "A" CONCRETE SHALL BE 2500 PSI F'C 28 DAY STREANGTH. REINFORCING BARS SHALL BE SIZE AS SHOWN ON THE PLAN AND 40,000 PSI YIELD STREANGTH, ASTM 615. BARS SHALL BE SUPPORTED ON CHAIRS OR DOBIE BRICKS. FIELD WELDING OR HEATING IS PROHIBITED. ALL CONCRETE CONSTRUCTION SHALL BE IN ACCORDANCE WITH ACI- 3I8 -83 BANK RUN GRAVEL. SHALL CONFORM TO 9- 03.10, AGGREGATE FOR GRAVEL BASE, 1988 STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL • CONSTRUCTION APWA/WSDOT AND SHALL BE COMPACTED TO 95% MDD IN ACCORDANCE WITH A.S,T,M, D 1557 MODIFIED PROCTOR, CRUSHED ROCK SHALL BE 5/8 MINUS CRUSHED ROCK CONFORMING TO 9- 03.9(3), 1988 STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION APWA/WSDOT AND SHALL BE COMPACTED TO 95% MDD IN ACCORDANCE WITH A.S.T.M. D 1557 MODIFIED PROCTOR. PERMITS, FEES, AND INSPECTIONS SHALL BE ARRANGED AND PAID FOR BY THE CONTRACTOR, RETURN ONE SET OF PLANS WITH REDLINES SHOWING "AS- BUILT" TO THE OWNER. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE UBC, 1988 EDITION. FILTER FABRIC SHALL BE DEWITT WEED BARRIER NO. 5. PLACE FABRIC UNDER ALL CRUSHED ROCK THAT IS LOCATED WITHIN THE SITE FENCE. THE TOP OF THE CHAIN LINK FABRIC SHALL BE SIX FEET HIGH ABOVE GRADE, USING SIX -FOOT HIGH CHAIN LINK FABRIC, AND SURMOUNTED BY THREE STRANDS OF BARBED WIRE AT A 45' ANGLE EXTENDING AWAY FROM THE INTERIOR OF THE ENCLOSED AREA. CHAIN LINK FABRIC SHALL BE NINE -GAUGE STEEL WIRE WOVEN IN A TWO -INCH MESH WITH A 1.2 OUNCE ZINC COATING CONFORM- ING TO ASTM-A-392. FABRIC SHALL BE KNUCKLED AT ONE SELVAGE AND TWISTED AT THE OTHER SELVAGE, BARBED WIRE SHALL BE DOUBLE STRAND TWISTED I2 - /2 GAUGE GALVANIZED WITH 14 GAUGE, FOUR POINT BARBS SPACED ON APPROXIMATELY FIVE -INCH CENTERS. EXTENSION ARMS TO ACCOMODATE BARBED WIRE SHALL WITHSTAND A 250 -POUND PULLDOWN LOAD FROM END OF ARM. POSTS AND RAILS SHALL BE ROLL- FORMED, SELF -- DRAINING SHAPES WITH TWO OUNCE ZINC COATINGS PER SQUARE FOOT OF SURFACE AREA CONFORMING TO ASTM- A -I23, OR ASTM -A -I20 FOR TUBULAR SECTIONS. CORNER AND LINE POSTS SHALL BE TUBULAR SECTION 2.375" O,D. SCHEDULE 40 PIPE WEIGHING 3.65 POUNDS PER LINEAL FOOT. MAX SPACING SHALL BE IO' O.C. TOP AND BRACE RAILS SHALL BE I -5/8" O.D. SCHEDULE 40 PIPE WITHIN 2.27 POUNDS PER LINEAL FOOT. TOP RAIL COUPLINGS SIX INCHES MINIMUM IN LENGTH SHALL BE SPACED AT MAXIMUM 2I -FOOT CENTERS AND NINE -GAUGE FABRIC TIE WIRES SHALL BE SPACED AT 24 -INCH MAXIMUM CENTERS. GATES SHALL BE TWO - SECTION CENTER SPLIT SWING GATES WITH CONCRETE SUPPORTED LOCKING POST AND SIZE AS SHOWN ON THE PLANS. GATE FRAMES SHALL BE HOT -DIP GALVANIZED TUBULAR SHAPED, 1.90 INCH OUTSIDE DIAMETER WITH WELDED OR STEEL FITTED CORNERS. BRACES AND TRUSSES SHALL BE OF ADEQUATE DESIGN AND STRENGTH TO PROVIDE SATISFACTORY OPERATION OF GATE. ALL FITTINGS SHALL BE PRESSED STEEL OR MALLEABLE IRON AND SHALL BE HOT -DIP GALVANIZED CONFORMING TO THE REQUIREMENTS OF ASTM-A153-73. TIE WIRES SHALL BE CITY OF TUKWILA MINIMUM NINE -GAUGE ALUMINUM WIRE. APPROVED AUG 22 1991 AS NOTED• 4. 4 5;(9i li oF e►sH'• •. s BIIILDING DIVISION F ROT 1Q WAte,. N r � I I I I I 14I ,I , I,I,I,1, _ I I I I 1 I ,I,' G � 3 5 I 1 No.18 ."REST IS NOT IDLENESS, AND TO ON'THE'GRASS UNDER THE --' TREES ON A SUMMER'S DAY, LISTENINGiTO:THE MURMUR OF WATER, OR WATCHING THE CLOUDS FLOAT ACROSS THEHSKY, IS BY NO :MEANS A- OASTE OF TIME.” SYMBOL COMMON/BOTANICAL NAME QNTY. MIN•SIZE CONDITION REMARKS TREES: SHRUBS: GROUND COVERS: ALL TECHNIQUES 'AND METHODS USED DURING THE LANDSCAPE PORTION OF THIS PROJECT SHALL BE*OF FIRST QUALITY AS COMPARED TO THE STANDARDS OF THE INDUSTRY AND ALL ASPECTS OF THIS PORTION OF THE WORK MAY BE SUBJECT TO THE REVIEW AND APPROVAL OF THE LANDSCAPE ARCHITECT. • ALL SHRUB AND GROUND COVER AREAS SHALL HAVE A MINIMUM OF 6" OF NEW TOP SOIL INCORPORATED INTO THE EXISTING SOIL. THESE PLANTING AREAS SHALL HAVE AS THEIR FINAL SURFACING A 2" LAYER OF MEDIUM SIZED DARK BROWN BARK MULCH. • THE NEW TOP SOIL THAT IS USED THIS PROJECT SHALL BE A GOOD CLEAN FRIABLE SANDY LOAM TYPE SOIL FREE OF WEEDS, WEED SEEDS AND OTHER DELETERIOUS MATERIAL. THIS TOP SOIL SHALL BE THOROUGHLY ROTOTILLED INTO THE TOP 8" OF SOIL (INCLUDING THE NEW SOIL) TO ELIMINATE POSSIBLE "LAYERING". DURING THIS OPERATION, THE CONTRACTOR SHALL REMOVE ALL STICKS, ROCKS AND OTHER DEBRIS LARGER THAN 1" IN ANY DIMENSION AND SHALL DISPOSE 0? THIS MATERIAL OFF. SITE. • THE "SPECIAL PLANTING MIX" (AS CALLED FOR IN THE TREE STAKING DETAILS) SHALL BE A THREE-WAY-MIX COMPOSED OF EQUAL. PARTS: NEW TOP SOIL; COMPOS- TED FINE BARK MULCH OR SAWDUST, AND; COMPOSTED COW MANURE OR APPRO- PRIATE SUBSTITUTE. . WHEN PLANTING THE TREES AND SHRUBS, A TABLET SLOW RELEASE TYPE FERTIL- IZER SHALL BE PLACED IN THE PLANTING HOLES AT THE RATE AS RECOMMENDED BY THE MANUFACTURER. THIS FERTILIZER SHALL BE AS MANUFACTURE BY "AGRO" OR APPROVED EQUAL. . THE LANDSCAPE CONTRACTOR SHALL BE RESPONSIBLE FOR KEEPING HIS CONSTRUC- TION DEBRIS TO A MINIMUM WHILE WORKING AND SHALL CLEAN UP THE ENTIRE SITE PRIOR TO THE FINAL INSPECTION. THIS CLEAN UP SHALL TAKE THE FORM OF PICKING UP ALL DEBRIS AND SWEEPING AND WASHING ALL HARD SURFACED AREAS. 7 . THE LANDSCAPE CONTRACTOR SHALL BE RESPONSIBLE FOR THE MAINTENANCE OF THE OF THE LANDSCAPE PORTION OF THIS 'PROJECT DURING CONSTRUCTION AND FOR A MINIMUM OF 30 DAYS AFTER FINAL ACCEPTANCE. 8. ALL PLANT MATERIAL SHALL BE IN GOOD GROWING CONDITION AT THE TIME OF PLANTING AND SHALL BE GUARANTEED FOR ONE FULL YEAR OR UNTIL THE NEXT SPRING SEASON (WHICHEVER TIME PERIOD IS LONGER) AFTER THE FINAL ACCEPTANCE. ANY REPLACEMENT PLANT MATERIAL REQUIRED SHALL BE EXACTLY THE SAME AS ORIGINALLY SPECIFIED AS TO TYPE AND SIZE. THE CONTRACTOR SHALL RE-DO ANY TREE STAKING AS APPROPRIATE DURING THIS PERIOD. - FLAME ASH/FRAXINUS VARIETY 3 -- L • OSBARDY POPLAR/P0OULUS 32 NIGRA 'ITALICA' SHIROFUGEN CHERRY/PRUNUS SERRULATA 'SHIROFEGEN' DWARF RED LEAF PLUM/PRUNUS 21 CISTENA FORSYTHIA 'LYNWOOD GOLD'/ 22 22-24" CAN MULTI STEM FORSYTHIA INTERMEDIA HYBRID !EWA 441.3 I i 4Alr 54F i ari . 7,48; '0005" 57A,Ct 4, Ai LW, "rl/MYJCICa 0- UPC PALC-14.7.- ge,sSATI. .Vi.C7r4h1N4 Nirti 11 41)A 5L suct ;5)! .5rzcLit.7. ?WON gEN I Pe qtYrit4: PV't",:ty 4 — 2"c. B&B 8-10' B&B 2 1 1/2"C. B&B 2 GALLON CAN --LC .514Aa PLANT AT 3'0"0.C. ,„. t ; fill v i 11 2 ' 3 4 I 51 I 6 No.18 • • i 61411 SEE NOTE 2 DRAWING NO. SHEET SIZE MI D TITLE OF DRAWING * FCS1228 -48 -9 1 SHIPPING SET UP INSTRUCTIONS EA EA v OFFLOAD SHELTER AT SITE * FCS1228 -48 -99 1 OF 4 BILL OF MATERIALS INTERIOR DETAILS * FCS1228 -46 -99 2 OF 4 D EQUIPMENT LAYOUT * FCS1228- 48--99 3 OF 4 D ELECTRICAL SCHEMATIC * FCS1228- 48--99 4 OF 4 D CABLE LADDER DETAILS 6 FIELD SET -UP KIT. MISC. - r, co cn 1 EA 368024 -2 FCS1228-48-29 1 THRU 7 EA EA CASTING DRAWINGS CABLE LADDER WALL MOUNTING BRACKET 367954 --71 CABLE LADDER 12 ". 9' -8 1/2" NEWTON 1/2003 --21 OR= * HALON SUBMITTAL A HALON SYSTEM DETAILS z :gg' . 1 -2 1 C LIFTING DETAILS . 1 -001 -1 1 C INSTL. DETAILS APPLIES IF OPTION ORDERED F- 001- -1 1 C STD FOUNDATION DETAILS i 61411 RESPONSIBLE PARTY ITEMS CHECKED MUST BE INSTALLED AFTER DELIVERY OF SHELTER. REFER TO OWNER'S MANUALS AND /OR DRAWINGS INDICATED. REFERENCE ITEM OR DWG# ANDREW CUSTOMER v v TRANSPORT SHELTER TO SITE T -001 -2 EA EA v OFFLOAD SHELTER AT SITE L -001 --2 WHITE SILICONE SEALANT #A21130 X TIE -DOWN SHELTER TO FOUNDATION IF OPTION ORDERED 1 -001 -1 V v 4 INSTALL EXTERIOR LIGHT LENS AND BULB EA 368002 -80 5 1 EA EA 367986-114 DISTRIBUTION PANEL COVER #QOC4OUS 1 379902 - 162 -10 6 FIELD SET -UP KIT. MISC. - r, co cn 1 EA 368024 -2 TIE DOWN KIT 4- PLATES W /HARDWARE 16 2 EA EA 367954 -81 CABLE LADDER WALL MOUNTING BRACKET 367954 --71 CABLE LADDER 12 ". 9' -8 1/2" NEWTON 1/2003 --21 OR= i 61411 CC ITEM QTY. U/M PART NO. DESCRIPTION 1 2 1 1 EA EA FCS1228 -48 -99 E, M SHELTER - WHITE SILICONE SEALANT #A21130 3 2 EA - BRONZE VULKEM SEALANT #A21151 TAPCON SCREWS (PKG OF 12) 4 1 EA 368002 -80 5 1 EA EA 367986-114 DISTRIBUTION PANEL COVER #QOC4OUS 1 379902 - 162 -10 6 FIELD SET -UP KIT. MISC. - r, co cn 1 EA 368024 -2 TIE DOWN KIT 4- PLATES W /HARDWARE 16 2 EA EA 367954 -81 CABLE LADDER WALL MOUNTING BRACKET 367954 --71 CABLE LADDER 12 ". 9' -8 1/2" NEWTON 1/2003 --21 OR= i 61411 CC L i Ili (il 9 f illI�III Ji `. � L . ' liil�il�l Ili , ill C iiii ', till Z w „ .. �III� T ffilliCii 8 . •-.-....•- - -- .....10111, • PACK --UP MATERIALS ON ADDITION TO ITEMS FROM PACK -UP INSTRUCTIONS) 48" PACK UP W /BLDG. 48" PACK UP W /BLDG. 48" PACK UP W /BLDG. 48 " PACK UP W /BLDG. SCRAP SCRAP X C) X D) FIELD SET -UP INSTRUCTIONS v REFER TO RESPECTIVE SALES ORDER DETAIL TO DETERMINE IF OPTIONAL SERVICE WAS ORDERED. X E) PACK -UP INSTRUCTIONS FOR PRE-INSTALLED ITEMS 1) ITEMS BELOW MARKED WITH AN "X" APPLY TO THIS SHIPMENT. X A) INSTALL DISTRIBUTION PANEL COVER (ITEM 5) ) DRAWINGS IN DRAWING LIST MARKED WITH AN ASTERISK ( *) ARE TO BE INCLUDED IN THE SHELTER PACK -UP MATERIALS. 3) SEAL ALL. OPENINGS PRIOR TO SHIPMENT. No.18 REMOVE AND PACK THE FOLLOWING LIGHTING ITEMS: QTY. LIGHT BULBS QTY. ACCESSORIES 1 EXTERIOR LIGHT 1 16 TAPE INTERIOR FLUOR. LIGHT BULBS IN PLACE FOR SHIPPING. X B) REMOVE AND PACK THE FOLLOWING ITEMS: QTY. DESCRIPTION 1 2" POWER ENTRY LB W /GASKET & COVER. 4 4' LONG PIECES OF CABLE LADDER W /HARDWARE & BRACKETS 2 EXTERIOR GRD. BARS IF LOCATED ON SIDEWALL. "C" SECURE 1 (QTY.) STEEL DOOR(S) WITH MORTISE DEADBOLT. EQUIPMENT WARRANTIES AND OTHER PERTINENT INFORMATION IN LITERATURE HOLDER. EXTERIOR LENS, LEAVE BASE ATTACHED TG BLDG NOTICE: These drawings and spedfkatlant; ore the property of ANDREW CORPORATION. All Information contained herein which Is not known uo ger+.r y h the field of ANDREW ehdl be confidential except to ony extent to whkh It Is established to hove been known previously from urrcee other Mon ANDREW. The** drawings and opedfkotlons may not be reproduced. copied or used as the boais for the manufacture or We of oppo►otus without written permission. A i IL�- I•'III'I,.', 11 ' ' L 1 1 1 1 1 1 1 ILI .'iillll 44 I III . III , ' I 5 I 6 1 INIT. REV A B REVISIONS DESCRIPTION APPROVALS RELEASE TO PRODUCTION REVISED PER DCN #1841 BLDG. TRANSPORTATION SPECIFICATIONS WIDTH : 12' -4 1/2" HEIGHT : 9' -11 1/2" WEIGHT : *52,000 APPROX. FROM FACTORY, *IF RADIO EQUIPMENT INSTALLED PRIOR TO SITE, RADIO VENDOR TO SPECIFY ADDITIONAL WEIGHT INSTALLED. CABLE OFFLOAD: REFER TO L- 001 --2 FOR ITEMS REQ'D FROM CRANE 00. CHECKED • J. WARD DRAWING LIST APPD APPL ENQt DA PROJE ENCR. J. MULDER APPD MFG UNLESS OTNERINSE SPECIFlEO DIMENSIONS ARE IN INCHES (MM) 0 12/4/89 DATE PLOT SC J ANDREW .5 =12 A DATE APPROVED 11/20/89 J. MULDER 12/12 89 J. MULDER 3/12 90 CITY OF TUKWILA APPROVED Al!G g2 19 AS NOTED B1111 DING DIVISIO ANDREW CORPORATION ti 2701 Ma l Rood It Denton. xi x (81) 1 111) 1 —61$8 5/62400 SHIPPING /SET UP INSTRUCT CITY OF TUKVvi CELLULAR ONE JUN 1 7 1991 Y FCS1228 --48 -9 r, 11 bill of material rough opening roof detail floor detail SITE ADDRESS: 12228 -5IST PLACE SO. TUKWILA, WA PROJECT OWNER: CELLULAR ONE 617 EASTLAKE AVE. EAST SEATTLE, WA 98109 (206) 624 -5700 PARCEL OWNER: ROBERT & ALBERTA BURKE 7166 S, 198TH STREET RENTON, WA 98055 ASSESSOR'S PARCEL #017900-1955-08 BUILDING DATA: THIS BUILDING IS AN UNMANNED ELECTRONIC EQUIPMENT VAULT. BUILDING IS A TYPE I FIRE- RESISTANT, REINFORCED CONCRETE STRUCTURE, NON—SPRINKLERED 'AH TH HALON 1301 PROTECTION SYSTEM, BUILDING AREA: 336 SQ. FT. PERCENTAGE OF BUILDING TO LEASE AREA COVERAGE: 13.4%, BUILDING TO OVERALL PROPERTY COVERAGE: LESS THAN 1 %. GENERAL. PURPOSE OF PROJECT: TO CONSTRUCT A 100 —FOOT CELLULAR COMMUNICATIONS POLE AND A I2'x 28' ELECTRONIC EQUIPMENT VAULT. Hedges 81 Roth Engineering, Inc. ij CONSULTING ENGINEERS • PLANNERS • SURVEYORS KIRKLAND, WASHINGTON (206)827-8793 (206)682-7426 1-800-835-0292 CI D: \CAD \ALLEN\3307 -T (6 -7 -91) INTERSTATE MOBILEPHONE COMPANY • ALLENTOWN SITE SE 109 BOUNDARY LEGAL DESCRIPTIONS OVERALL PARCEL DESCRIPTION LOTS 9, 10, II AND 12, BLOCK II, PLAT OF ALLENTOWN ADDITION TO CITY OF SEATTLE, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 12 OF PLATS, PAGE 100, RECORDS OF KING COUNTY, WASHINGTON; EXCEPT THE NORTHWESTERLY 13 FEET OF LOT 9. SITUATE IN THE COUNTY OF KING, STATE OF WASHINGTON. PROJECT DESCRIPTION THAT PORTION OF LOTS 9, 10, II AND 12, BLOCK II, PLAT OF ALLENTOWN ADDITION TO CITY OF SEATTLE, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 12 OF PLATS, PAGE 100, RECORDS OF KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTHWEST CORNER OF THE ABOVE -- DESCRIBED PARCEL; THENCE S 32'31'24 "E ALONG THE SOUTHWEST LINE OF SAID BLOCK II, A DISTANCE OF 47.00 FEET; THENCE N 57'28'36 "E, A DISTANCE OF 53.47 FEET TO THE POINT OF BEGINNING; THENCE N 32'31'24 "W, A DISTANCE OF 25.00 FEET; THENCE N 57'28'36 "E, A DISTANCE OF 50.00 FEET; THENCE S 32'31'24 "E, A DISTANCE OF 50:00 FEET; THENCE S 57'28'36 "W, A DISTANCE OF 50.00 FEET; THENCE N 32'31'24 "W, A DISTANCE OF 25.00 FEET; TO THE POINT OF BEGINNING. .f 4 41 a 18102 ., , � %ep ` oa41 tare i m 9 0 9 s I26TH T . ■ 1-- r` • S 130TH ST vi vi + 's ALL TOWN 122ND ST. a > . 124TH ST. � A A � TUKWVI JA •'� , s,„ P� 4' '47141111 VICINITY MAP I/2 "= 1 MILE ± 5 J PROJECT SITE * DRAINAGE PLAN ADDITIONAL IMPERVIOUS AREA ADDED TO THE PROPERTY IS LESS THAN 2500 SQUARE FEET. RUNOFF FROM TH 'A ; AD..P,1, T,1 „Q�NAL IMPERVIOUS AREA WILL BE �OLLE i46''D. OUTED THROUGH AN ON SITE ETENTION STRU TURE. ROOF RUOFF W I, L TO EXISTING OPEN DITCH CONVEYANCE SYSTEM, GRADING PLAN ALL MATERIAL EXCAVATED ON THE SITE INCLUDING IMPORTED TO THE SITE WILL NOT EXCEED 400 CUBIC YARDS, PROPERTY ZONING M2 (HEAVY INDUSTRIAL) PROPERTY DATA OVERALL PROPERTY: 10,005 SQ,FT,, 0,23 AC, LEASE AREA: 2500 SQ,FT,, 0.06 AC. NUMBER OF PROPOSED PARKING STALLS: ONE DRAWING INDEX DWG. NO. DRAWING TITLE TITLE, INDEX AND VICINITY MAP 1 SITE PLAN & GRADING 2 FOUNDATION PLAN & DETAILS APPROVED PER PUBLIC WORKS LETTER DATED /79 j CIT YoPTu RECEIVED JIr PERMIT CENTER RECEIVED CITY OF TUKWILA JUN 1 7 WI FERMIT CENTER ' I i . 1 .� 1 � r1 l tv i r1i l � 1 , ftri f fi i `i rl-`i r v irP l i m T YP I ” I i t iT 5 � �� 2 I I ;' iiiil trtiI rmin No.18 e` t r. r - �, W) j ,Y ref t ' � iiiiiit I oidnoi Irillletiftiti - N C.0 • CI CAD \ALLEN 1307 -5 DATE PLOTTED: 6- -10 -91 DESIGN G.H. DESCRIPTION REVISIONS RATE 6.7-91 JOB 33 -07 Fit Hedges & Ro ! . En . g i h' eering, Inc. CONSULTING ENGINEERS • PLANNERS • SURVEYORS KIRKLAND, WASHINGTON (206)827 -8793 (206)682 -7426 1 --800- 835 -0292 DRAWN J.L. SCALE As Shown FIELD DK. DES. ► =-115 CDNST. DWG. or CMS DATE ALLENTOWN SITE SE 10S SITE PLAN, GRADING & DETAILS RECEIVED CITY •FT �Il CE.' , ILAR ON I 1 1991 IN Y ARK JQTi 32.60 = NOAA BENCHMARK #D 460 (SET BY NGS). VERTICAL BRASS DISK 13' SOUTHWEST OF THE SOUTHWEST RAIL OF THE NORTHEASTERLY MOST "CHICAGO,MILWAUKEE, ST. PAUL & PACIFIC RAILROAD" TRACK AND IN THE NORTHEAST FACE OF THE 2ND CONCRETE PIER SOUTHWEST OF THE NORTHEAST END OF THE 50TH AVE. S. OVERPASS. SCALE EX. 6' HIGH CHAIN LINK FENCE O \ O■k_(2) \ 3'HIGH \ STANDPIPES 28 "CEDAR \ \ c‘o \\ \ F POWER POLE \\ \ \ F\ \\ \ �'�� \ \ \ \\ \ \ \ \ \ \ \ \C4 SET P \ BURIED UTILITIES IN AREA CALL BEFORE YOU DIG 1.800- 424 -5555 :'' I %0 \ \2 44 20 0 20 40 FEET \ EL =11.37 \ \ \ \ 0 \ \ \ EXIST. LOT LINES —] I4 "CEDAR \\ ‘<\`x G /G �' � \ \ \ \ \ POWER POLE\ 124TH STREET 0," SITE PLAN 1 „ =20' \ POLE y 0 . fir 'Aj C5 SET PK \ \ $ 4 'G 7 . - "\- d)to MIN. DRAINAGE SWALE ti NTS 0 1 AN B • O PROVIDE 2'x3'x3' SEDIMENT POND AT SASE OF TEE POND BASE ELEV.= 9.9 PLACE ONE LAYER OF QUARRY SPALLS ON SIDES OF ADS TEE TO ANCHOR TEE. DO NOT BLOCK RESTRICTOR ORIFICE OR OVERFLOW. 21/4"0 ORIFICE DRILLED IN CAP IE = 9.9 — \ CAP IE = 9.65 BERM ti LEVEL FLOW SPREADER TRENCH DETAIL FINISHED SPOT ELEVATIONS " (TYP:) � 6 "0 ADS N —I2 MIN. S = 0.5% " ADS TEE MIN. SPREADER LENGTH = 20' 1 LONGITUDINAL SLOPE = 0.0% --EMERGENCY OVERFLOW OPEN 6” LEG OF TEE BERM ELEV. =II.O - MAN 6 "0 ADS N -12 MIN. S = 0.5% d rik OUTLET STRUCTURE NTS 1--4" MINIMUM COVER 0000000000 n000000000o 0000 ° OOO . REPLACE EX. FENCE 6 "ADS TEE WITH 2 — 10' LONG 6" SLOTTED ADS DRAIN PIPE WITH FABRIC FILTER WRAPS AND CAPPED ENDS. PLACE SLOTTED PIPE LEVEL WITHIN TRENCH. FILL TRENCH WITH Ir INCH MINUS WASHED ROCK. NTS .'� DEPTH CRUSHED ROCK S 0 0 ��C� 5- UNDISTURBED NATIVE GROUND 3—INCH MINIMUM ,G \O EXT• LOT IS LINE 0- \\ • - dc • \ -4) - . • .0 .� .' • • 00 SITE DETAI 10 Q 4 .0 :0 / 4 TEMPORARY EROSION CONTROL FENCE 66'?► ` .. 1 1 / CONSTRUCT VAULT FOUNDATION F.F. 11.7 \\ LIMITS OF \ EXCAVATION \\ \\ \\ \\ 5' BLDG. \ SETBACK \ ` \ LINE III 4441 SSIONa. EXIST. CONTOUR LINE `r1QTN I JI il1lilIJIIi III ;li�;lil ;l;i ��I 6i No.18 ® `*".. ..':."" uz� TABLE A GUARDRAIL TYPE WOOD POSTS AUGER & BACKFILL STEEL POSTS AUGER & BACKFILL DRIVEN 10 6' -6" 8` -6" 7 • -6 " DESIGN G.H. SCALE As Shown DRAWN J. FIELD BX. oES. COIST. Jo 33 -07 N I- ELECTRONIC EQUIPMENT VAULT FOUNDATION PLAN NTS FOUNDATION ANCHOR PER BLDG. MANUFACTURER 2% i BUILDING I/2" E'PANS I ON JT. FABRIC PRE - ENGINEERED BLDG. (DESIGN BY OTHERS) BANKRUN GRAVEL BACKFILL SEE FOUNDATION DETAIL / /\\ //, STEP DETAIL NTS SURFACE SHALL BE LEVEL AND FLAT WITHIN 1/8" 6 -� 1/8" PER FOOT SLOPE No 4 BARS 12" ---- -- PROVIDE DOBIE BRICKS TO MAINTAIN MINIMUM CLEARANCE AND CONCRETE COVER. FOUNDATION DETAIL NTS 6 X 6 - 10 /10 WNM II 0 No. 4 BARS 18" O.C. •-/ ; . ..\ ,\ is — 6" FLOOR CONSTRUCT SHALLOW COLLECTOR SWALE PER SITE PLAN 3:1 MAX PARKING AREA \/ W\ \\ \\\ BASE OF POND UNDISTURBED NATIVE MATERIAL 4' X 4' X 4" THICK CONCRETE STEP o 0 CONCRETE PER NOTES 2% EQUIPTMENT SHELTER ANCHORED TO FOUNDATION FIELD LOCATE 4' X 4' .►� STEP PER DETAIL 0• • / \ ' n Q CONCRETE --sm. FOUNDATION N N- z ( 0 ROAD /// . 4 • 4 1 ■ ■ 4 4 ` ►� 4 ►� LA. IWO! ENTRANCE ROAD DETAIL NTS FENCE DETAIL N.T.S. CONCRETE a EXISTING FENCE i0 CD CRUSHED ROCK A SEE NOTE "A", PROVIDE 3" MINIMUM COMPACTED DEPTH CRUSHED ROCK PER GENERAL NOTES :I MAX EXCAVATE ALL ORGANIC NATIVE MATERIAL AND TOPSOIL. BACKFILL WITH COMPACTED BANKRUN GRAVEL PER GENERAL NOTES. DEPTH VARIES 6 -- 9 INCHES. EQUIPTMENT SHELTER ANCHOR PLATE ASSEMBLY (4 TOTAL, 2 EACH SIDE) PROVIDED BY BUILDING MANUFACTURER. INSTALLED BY CONTRACTOR. ANCHOR TO FOUNDATION - - WITH 2 5/8" CONCRETE ANCHORS WITH 2" MINIMUM EMBEDMENT. FOUNDATION TO BUILDING ANCHOR NTS FOR POSTS AND BLOCKS SEE NOTL 1.AND WOOD ASSEMBLY POST DETAIL L_J N- 3 /4" HOLE GROUND LINE /' NOTES 5/8" x 18" BUTTON HEAD BOLTS WITH ---- 1 /32" OVAL GRIP AND RECESSED HEX NUT. §'e" x WC BUTTON HEAD SPLICE BOLT WITH 7/32" OVAL GRIP AND RECESSED HEX NUT. (12 REQUIRED PER SLICE) 1. POSTS AND BLOCKS SHALL BE 6 "x8" TREATED TIMBER OR W6x9 OR "C" SHAPE 5.875" x 4.4340" x .170" POSTS. 2. GUARDRAIL POST SPACING SHALL BE 6' -3" ON CENTER. 3. A TOLERANCE OF 3% ON ANY DIMENSION OF THE RAIL ELEMENT WILL BE ALLOWED. GUARD RAIL DETAIL N.T.S. FILTER FABRIC (MIRAFI IOOX OR EQUIV. 36" WIDE ROLLS). USE STAPLES OR WIRE RING TO ATTACH FABRIC TO WIRE FILTER FABRIC FENCE NOTES: 7 II■IIINIIY�CIIIIIIII:IMII i■■rr■r ■■■ rr■r.1 ■Ir rr •rr ■r■■■■ ■r■ ■■rur■ "I'IIIIIIIIiII • ■■rrrrr■■r■■r■■rnr■ 1NrI WOIN E N' i i ' I•• MMMM . N.i ■r■■I■I■■rr■rrru■■ r■■r■■r■■r■r■■n■nn r ' :IIIII I IIIIIIIIL " II ! ■■■■r ■■ li ■r �■■.■ ■■ ■ ■ ■n n 'r■rrrr r -"r■ ii 0 FILTER FABRIC FENCE DETAIL N.T.S. In CI CAD /ALLEN /3307 -DET DATE PLOTTED: 6 -11 -91 13'4" DIA POST BOLT WASHER 2 "X 2 "X 14 GA. WIRE FABRIC OR EQUAL II FILTER FABRIC II MATERIAL n A • L�E .. � I : I • •!.` •• .° 1i i PROVIDE 3/4" - I 1/2" DIA WASHED 18" BURY BOTTOM OF FABRIC LIB I MATERIAL IN 8 "X 8" TRENCH GRAVEL BACKFILL IN TRENCH AND ON BOTH SIDES OF FETTER FENCE FABRIC PAIN. _ _ 6' M . �► ON THE SURFACE L rte _- --- `` u u * _----ti L J --- ---_____2"X 4" WOOD POSTS, STANDARD OR BETTER GRADE OR EQUAL. @ 6' O.C., ALTERNATE: STEEL FENCE POSTS I. THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID USE OF JOINTS. WHEN JOINTS ARE NECESSARY, FILTER CLOTH SHALL BE SPLICED TOGETHER ONLY AT A SUPPORT POST, WITH A MINIMUM 6 -INCH OVERLAP AND BOTH ENDS SECURELY FASTENED TO THE POST. 2. THE FILTER FABRIC FENCE SHALL BE INSTALLED TO FOLLOW THE CONTOURS (WHERE FEASIBLE). THE FENCE POSTS SHALL BE SPACED A MAXIMUM OF 6 FEET APART AND DRIVEN SECURELY INTO THE GROUND (MINIMUM OF 30 INCHES). 3. A TRENCH SHALL BE EXCAVATED, ROUGHLY 8 INCHES WIDE AND 12 INCHES DEEP, UPSLOPE AND ADJACENT TO THE WOOD POST TO ALLOW THE FILTER FABRIC TO BE BURIED. 4. WHEN STANDARD STRENGTH FILTER FABRIC IS USED, A WIRE MESH SUPPORT FENCE SHALL BE FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY -DUTY WIRE STAPLES AT LEAST I INCH LONG, TIE WIRES OR HOG RINGS. THE WIRE SHALL EXTEND INTO THE TRENCH A MINIMUM OF 4 INCHES AND SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE. 5. THE STANDARD STRENGTH FILTER FABRIC SHALL BE STAPLED OR WIRED TO THE FENCE, AND 20 INCHES OF THE FABRIC SHALL BE EXTENDED INTO THE TRENCH. THE FABRIC SHALL NOT EXTEND MORE THAN 30 INCHES ABOVE THE ORIGINAL GROUND SURFACE. FILTER FABRIC SHALL NOT BE STAPLED TO EXISTING TREES. 6. WHEN EXTRA - STRENGTH FILTER FABRIC AND CLOSER POST SPACING ARE USED, THE WIRE MESH SUPPORT FENCE MAY BE ELIMINATED. IN SUCH A CASE, THE FILTER FABRIC IS STAPLED OR WIRED DIRECTLY TO THE POSTS WITH ALL OTHER PROVISIONS OF STANDARD NOTE 5 APPLYING. 7. THE TRENCH SHALL BE BACKFILLED WITH 3/4 -INCH MINIMUM DIAMETER WASHED GRAVEL. 8. FILTER FABRIC FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED. FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REQUIRED REPAIRS SHALL. BE MADE IMMEDIATELY. GENERAL NOTES: CONCRETE SHALL BE 2500 PSI F'C 28 DAY STREANGTH, REINFORCING BARS SHALL BE SIZE AS SHOWN ON THE PLAN AND 40,000 PSI YIELD STREANGTH, ASTM 615. BARS SHALL BE SUPPORTED ON CHAIRS OR DOBIE BRICKS. FIELD WELDING OR HEATING IS PROHIBITED. ALL CONCRETE CONSTRUCTION SHALL BE IN ACCORDANCE WITH ACI- 318 -83 BANK RUN GRAVEL SHALL CONFORM TO 9- 03.10, AGGREGATE FOR GRAVEL BASE, 1988 STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION APWA/WSDOT AND SHALL BE COMPACTED TO 95% MDD IN ACCORDANCE WITH A.S.T.M. D 1557 MODIFIED PROCTOR, CRUSHED ROCK SHALL BE 5/8 MINUS CRUSHED ROCK CONFORMING TO 9- 03,9(3), 1988 STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION APWA/WSDOT AND SHALL BE COMPACTED TO 95% MDD IN ACCORDANCE WITH A.S.T.M. D 1557 MODIFIED PROCTOR. PERMITS, FEES, AND INSPECTIONS SHALL BE ARRANGED AND PAID FOR BY THE CONTRACTOR, RETURN ONE SET OF PLANS WITH REDLINES SHOWING "AS- BUILT" TO THE OWNER. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE UBC, 1988 EDITION. FILTER FABRIC SHALL BE DEWITT WEED BARRIER NO. 5. PLACE FABRIC UNDER ALL CRUSHED ROCK THAT IS LOCATED WITHIN THE SITE FENCE. NOTE "A" THE TOP OF THE CHAIN LINK FABRIC SHALL BE SIX FEET HIGH ABOVE GRADE, USING SIX -FOOT HIGH CHAIN LINK FABRIC, AND SURMOUNTED BY THREE STRANDS OF BARBED WIRE AT A 45' ANGLE EXTENDING AWAY FROM THE INTERIOR OF THE ENCLOSED AREA. CHAIN LINK FABRIC SHALL BE NINE -GAUGE STEEL WIRE WOVEN IN A TWO -INCH MESH WITH A 1.2 OUNCE ZINC COATING CONFORM- ING TO ASTM -A -392. FABRIC SHALL BE KNUCKLED AT ONE SELVAGE AND TWISTED AT THE OTHER SELVAGE. BARBED WIRE SHALL BE DOUBLE STRAND TWISTED 12 -1/2 GAUGE GALVANIZED WITH 14 GAUGE, FOUR POINT BARBS SPACED ON APPROXIMATELY FIVE -INCH CENTERS. EXTENSION ARMS TO ACCOMODATE BARBED WIRE SHALL WITHSTAND A 250 -POUND PULLDOWN LOAD FROM END OF ARM. POSTS AND RAILS SHALL BE ROLL - FORMED, SELF - DRAINING SHAPES WITH TWO OUNCE ZINC COATINGS PER SQUARE FOOT OF SURFACE AREA CONFORMING TO ASTM- A -I23, OR ASTM -A -I20 FOR TUBULAR SECTIONS. CORNER AND LINE POSTS SHALL BE TUBULAR SECTION 2.375" O.D. SCHEDULE 40 PIPE WEIGHING 3.65 POUNDS PER LINEAL FOOT. MAX SPACING SHALL BE 10' 0.C. TOP AND BRACE RAILS SHALL BE 1 -5/8" O.D. SCHEDULE 40 PIPE WITHIN 2.27 POUNDS PER LINEAL FOOT. TOP RAIL COUPLINGS SIX INCHES MINIMUM IN LENGTH SHALL BE SPACED AT MAXIMUM 2I -FOOT CENTERS AND NINE -GAUGE FABRIC TIE WIRES SHALL BE SPACED AT 24 -INCH MAXIMUM CENTERS. GATES SHALL BE TWO - SECTION CENTER SPLIT SWING GATES WITH CONCRETE SUPPORTED LOCKING POST AND SIZE AS SHOWN ON THE PLANS. GATE FRAMES SHALL BE HOT-DIP GALVANIZED TUBULAR SHAPED, 1,90 INCH OUTSIDE DIAMETER WITH WELDED OR STEEL FITTED CORNERS. BRACES AND TRUSSES SHALL BE OF ADEQUATE DESIGN AND STRENGTH TO PROVIDE SATISFACTORY OPERATION OF GATE. ALL FITTINGS SHALL BE PRESSED STEEL OR MALLEABLE IRON AND SHALL BE HOT -DIP GALVANIZED CONFORMING TO THE REQUIREMENTS OF ASTM- AI53 -73. TIE WIRES SHALL BE MINIMUM NINE -GAUGE ALUMINUM WIRE. I . o MMM oF foie sy : F.>R N tldAta..� TONAL ALLEN TOWN SE 109 FOUNDATION PLAN & DETAILS OF TUK CIT ILA c P1 A T . 'O E PEWIT CENTER Hedges & R #h Engineiiting, Inc. CONSULTING ENGINEERS • PLANNERS • SURVEYORS KIRKLAND, WASHINGTON (206)827 -8793 (206)682 -7426 I -800- 835 -0292 Or I 1 1 1 1 I(1f' 1. I 11I i 111 I I i I 1 I I I I I i 1 1 1 1 1 1 I i I 1 1 I ' I 1 1 1 1 1 1 1 1 1 i 4 I 1 1 II �iIIIITIll i rll111111111 1) I� 2 3 5I J Nn•18 0`.:..: ='"", 1111111111i 8 � E Z. w � I rl11(i FAIT (11111111 11111111 i� . 11lii11 iiti1111► i 11�Ij111 1 61ii • • CELLONE\ALLENTWN\3307-X DATE PLOTTED: 6-14-91 SCALE As Shown FIELD BK. DES. EONST, DATE 6-14-91 JOB 33-07 „ ALLENTOWN SITE SE 109 ()PEATY „Ross_ s4cTioNs ; CELL,U.LAFVON.E.1 DWG. Or • DRAWN J.L. Hedges & Roth Engineering, Inc. CONSULTING ENGINEERS • PLANNERS • SURVEYORS KIRKLAND, WASHINGTON (206)827-8793 (206)682-7426 I-800-835-0292 11 '4 4 EX. FENCE LINE 11 F- 01 Ci whe w m I Lo o > cd ROADWAY EXIST. GRADE a. EX. .45' HIGH CEDAR EX . I HOUSE 100' POLE ILl z. w t" —I PROPOSED 6' FENCE EX. HOUSE 1 FOOTING DESIGN, EXCAVATION , & CONSTRUCTION BY OTHERS---- ANTENNAS' DESIGN BY OTHERS) (N.T.S.) EX. 64' HIGH CEDAR PROPOSEDY 6' FENCE FOOTING DESIGN, EXCAVATION & CONSTRUCTION BY OTHERS SECTION A SCALE: I"=20' Horiz. & Vert. 411 42'± 45'± II' SECTION 13-13 SCALE: I"=20' Horlz. & Vert. r. 80'± 35'± —ANTENNAS DESIGN BY OTHERS) (N.T.S.) 10' PROPOSED 6 FENCE –EQUIP. VAULT F.F, 11,7 10' 100' POLE w 0 z EX. HOUSE EX.FENCE LINE EX.FENCE LINE PROPOSED 6' FENCE EQUIP. VAULT F.F. 11.7 EX. 64' HIGH CEDAR 11 EX. FENCE LINE 1 11 NO. DESIGN G.H. BY DATE REVISIONS DESCRIPTION \\A LEASE o I . \ LINE LOCATION MAP N , T S 4 iI I I N 0.18 ern:T..4r- hliglilltillillilliglitiffillrili1111;111111 •