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HomeMy WebLinkAboutPermit D98-0041 - CASCADE BUSINESS PARK - BUILDING ACascade Business Park, Bldg. A d98-0041 18436 cascade avenue south ft� � Jn October 1, 2002 Sincerely, Mike Ruhl 918 118th Avenue SE Bellevue, WA 98105 xc: fFile;No:DD98 =0041' File No. D98- 0040 1 �. < {ittta^�ta rj3 e tf;}R e ent o , CommunU p8rtm f � Development Steve zancasrer, Director Dear Mr Ruhl: ,. This letter . hereby authorizes the release of the bond referenced above in the amount of $26,278.73 for 'the on -site architectural and landscape improvement for the property located at 6540 South Glacier Street, Tukwila, Washington. I have enclosed a copy of the bond for your reference. If you should have any questions, please contact our office at (206)431- 3672. . 6300. Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431.3670 • Fax: 206.431.3665 , 'te V Z1 --: W 14 „. g Ve-F.71 • F--il; . V A , A As km ' ., .....41:1%.2 rim- . hi ' 4 id .1 ! ' ,r, 0 . i, At 4, . • - off loi,.. vo:4 NAME OF DEVELOPMENT: /, - 4 DAM: - .' , DEVELOPMENT ADbRESS: i 0 ok-- PERMIT NO.: CASH ASSIGNMENT NAME i ii - _........1 • TEL NO. • . SHALL BE REFUNDED BY MAILING TO: ADDRESS: 111, itglh Sz (plisse print) CITY/STATEZIP / _ 4 . .s. AI ' 6 1..... ' TtscRIFIloN OF - - TO : .0 ri. —5 ' C E .11■1t.- ,,i, =i fi „s _ ;.■ 1, - , . ) - b. i " - a,t, )et. a/tea. (24 th 4 ( 01 1 11.717 /-1 -i-t a , a c-^ )) 1 01'1 ci t-oee;i lot h ti I-) /u1 12'S J , O / — - . t II rj ( l' (1 /I •? ill 4.•,/ t (4.-16 /ryi bp( . <X I; • ,2 ,7 As the qwner, or authodzedagent of the owner, I hereby submit cash or cash equivalent In the amount of 0150 of value to complete work described above) and attach supporting $_____,:'.Q ra,.1./LZ.3._..,— % documentation for value of work. I will have this work carried out and call for a final inspection by this date: ( 12- / I OFL), or risk having the City use these funds to carry out the work with their own contractor or in-house manpow r. If I fall to carry out the work, I hereby authorize the City to go onto the property to carry out completion of the above deficiencies. I further agree to complete all ork listed ave p .-r t. frig inspection and release of these funds. SIGNED: G TffLE _. A* .-p.n.N. • 12/2V96 MUN 13:26 FAX OPUS NW -p44 OPUS NW MAIN QEF IZ 001 UIy ikwfla • SIGNED: CASH DEPARTMENT HEAD: AMOUNT: CASH EQUIVALENT DEPOSITED THIS DATE: v. _,:a1M5M12: THIS FUND IS A THOME TO SE ACCEPTED. rwronirmmim CITY RECEIPT NO. RECEIVED BY: I • , tr4v#,A1 rty+3 a 72 HOUR NOTIFICATION FOR INSPECTION AND RELEASE OF FUNDS DEVELOPERS REPRESENTATIVE marOci=rriar''A "%7AP lja •t•. 4 "OM. CASH EQUIVALENT- LETTER AUTHORIZING RELEASE CASH 0111' CHECK No. DEVELOPER'S PRvJECT WARRANTY REQUEST FORM All work Identified In Section 1 of this form has now been completed and returned to department which authorized warranty. I hereby request inspection and release of my cash/cash equivalent. DATE: Upon o3mpletion through Section Z Finance personnel shall send copies to; — Developer — Finance Department — Permit Coordinator, DOD I have reviewed the above work and found It acceptable and therefore authorize the abase of e above cash assignment. AUTHORED BY: DEPARTMENT: 60 Upon completion of entire form, Finance personnel shall send copies to: — Developer — Finance Department -Permit Coordinator. DOD o9/11.60 On r2421/4t before me, 6v4i 6k , Notary Publ personally appeared V.... 1.4ajAc itokt personally known to me (or proved to me on the basis of satisfactory evidence to be the person whose name is subscribed to the within instrument and acknowledged to me that he executed the same in his authorized capacity, and that by his signature on the instrument the person, or the entity on behalf of which the person acted executed the instrument. WITNESS my hand and official seal es4oNse 'cell:14_04 to, e _, ‘ ,„„....., , c„ 4,•.. Signature eviinsa44,C....4.4.)2„/ 4 . 4 4 .7 :14. „ :0 ■0 I N A R e i ! r i 3r : $ : . ; ...0•40•■ . . 4; •• 41 . P . U ... 111 .!: ; ■ ; - tx"\+6e ••,: vv NSI ' gel ft, ta ss Alexa Berlow Planning Department City. of Tukwila 6200: Southcenter Blvd Tukwila; WA 98188 ' Re: Cascade Business Park Opus Northwest, '� � F'. . •tY 4 1r Inc ARRE\ Real Estate Oeveloprnent Serv1ces; . D ear Ms. Berlow, I am enclosing the following documents you requested for the C of O for the OPUS - Cascade Business Park Building B, City of Tukwila Building Permit #D98- 0040. Enclosed is the following: (,�. ",Jd tijnt,�1ls 4 �i � �.�;�� {.� t"e' G �,; F . � t ! � t� � �`� t } . N * '' i i r ✓v ! r "t !- t -''!1 ,� r 7 ` ,. t . v ri r' . 13 '5;�,.� 500 Union Street, Suito'900 Seattle, Washington 98101 Tel: (206)749.9484 Fax: (206) 749.9483 Va Dana Warren Enclosure Bond for On Site Architectural and Landscape Improvements Completed Bond Cost estimate Drawing showing location of improvements 2. The Developer's Project Warranty Request Form CC: Mike Ruhl — Opus NW Terra Whareham — Opus NW Wayne Eddy — Opus NW f$Qeur„ +rya w' d'':��tt= S.Y'a2:357ht"'y ,f Please feel free to call me at (206) 749 -9484 should you have any questions: Very truly yours, WARREN COMPANY �7 W ALL MEN BY 'THESE PRESENTS: HAT we, Opus Northwest, LI.0 , as Principal, and the St. Paul Fire and Marine insurance ompanyi a corporation organized and existing under and by virtue of the laws of the State of ington, as Surety, we held and firmly bound and obligated unto City of Tukwila, as bligoe, in the Mi and just sum of TWENTY SIX THOUSAND TWO HUNDRED SEVENTY - BIGHT DOLLARS MI) SEVENTY THREE CENTS ($26,278.73 ) lawful money of the United • States, for the payment of which sum well and truly to be made, we do bind ourselves, our and each of our heirs, executors and administrators, successors and assigns, jointly and severally, thinly by these presents. W HEREAS, the Principle, has been granted a building permit # D98-0040 to develop a certain parcel of land which is knOwn as Cascade Business Park. The Principle has requested issuancc of the Certificate of Occupancy prior to completion of all the obligations of this permit. " " • • • • " • WHEREAS, the Obligee, requires that a good and sufficient bond be furnished by said Principle guaranteeing the satisfactory completion of the following items: 1. Install approxhnately 10 foot wide lawn area along west side of building 2. Install asphalt and curb along east side of southwest planter island 3. Install landscaping along West Valley frontage between future sidewalk and parking/loading area 4. Complete building painting NOW, THEREFORE, the condition of this obligation is such that said Principle shall well and truly construct the said improvements to the satisfaction to the City of Tukwila. This obligation shall remain in Rill force and effect until ',mitten release Is received from City of Tukwila, If legal action by City of Tukwila is necessary to collect on the bond, the surety shall reimburse City of Tukwila, In addition to the bond amount, for legal fees and costs necessary to enforce said collection. BO site Atemecturil & Landscape improvements Bond Number • 409 .JZS:',9146'' • . • , • • • • •• • .. • Signature o rinciple OPUS NORTHWEST, L.L.C. ST. PAUL FIRE AND MARINE INSURANCE COMPAN N ote of Surety 385 Washington Street Signed aid waled this _ th day of `; January - ,1999 If this finsnciai.gtinleC is collected upon for any reason, City of Tukwila will not acne Subsequent guarantees from the above Principle: s5r Printed name of Principle 10350 Bren Road East Address Minnetonka, MN 55343 -9600 City State Surety's signature &' £:i„kii K st th t ,7 r G !6; b.\ �,``t•i�'M^S c 1i, Y '�. P[ x:,1;6 . S f y; 6,x' p �t7, �....v 4 . }r.sl Zip • STATE OP MINNESOTA, COUNTY OP Hennepin On this 7th Stephen J. Steichen STATE OP MINNESOTA COUNTY OP HENNEPIN On this (Seal) SG•2422IEP 1191 7th of the Opus Northwest, L.L.C. day of MVIVY SURETY ACKNOWLEDGMENT I ss . January to me personally known, who, being duly sworn, did say that he is the Attorney -in -Pact of the St. Paul Fire and Marine Insurance Company that the seal affixed to the foregoing instrument is the corporate seal of said corporation; that said instrument was signed and sealed on behalf of said corporation ,by authority of its Board of Directors, and said Stephen J. Steichen acknowledged said instrument to be the free act and deed of said corporation. BEVERLY M. GRAF NOTARY PUBLIC - MINNESOTA My Commission Expires Jim. KIWI day of CATHERINE M. APPEL NOTARY PUBLIC-MINNESOTA My Commission Expires Jon. 91.2000 ACKNOWLEDGMENT OF PRINCIPAL SS. s For Corporation January Elizabeth F. Schorle Notary Publ My commission expires to me known, who, being by me duly sworn, did depose and say; that he resides in Minnesota that he is the Controller ,19 99 , before me appeared My commission expires January 31, 2000 County, Minn. i ,19 99 , before me personally came the corporation described in and which executed the above instrument; that he knows the seal of said corporation; that the seal affixed to said instrument is such corporate seal; that it was so affixed by order of the Board of Directors of said corporation, and that he signed his name thereto by like order. 01/31/2000 PRINTED IN U.S.A. ''MSti1Au1 ST. PAUL FIRE AND MARINE INSURANCE COMPANY CERTIFICATE OF Surety Z Tashington Street, St Paul, Minnesota 551 AUTHORITY NO. CERTIFIED For verification of the authenticity of this Power of Attorney, you may telephone toll free 1- 800 -421 -3880 and ask for COPY NO. the Power of Attorney Clerk. Please refer to the Certificate of Authority. No. and the named individual(s). GENERAL POWER OF ATTORNEY - CERTIFIED COPY 2015693 F -14366 (Original on File at Home Office of Company. See Certification.) ' KNOW ALL MEN BY THESE PRESENTS: That St. Paul Fire and Marine Insurance Company, a corporation organized and existing under the laws of the State of Minnesota, having its principal office in the City of St. Paul, Minnesota, does hereby constitute and appoint: Donald L. Meier, B. L. Kellar, Patricia A. Karth, Deborah Sutherland, Stephen J. Steichen, individually, Minneapolis, Minnesota its true and lawful attorney(s)-in-fact to execute, seal and deliver for and on its behalf as surety, any and all bonds: and undertakings, recognizances, contracts of indemnity and other writings obligatory in the nature thereof, which are or may be allowed, required or permitted by law, statute, rule, regulation, contract or otherwise, Nar TO E2CCEED IN PENALTY THE SUM OF TEN MILLICN DOLLARS ($10 , 000, 000) EACH and the execution of all such instrument(s) in pursuance of these presents, shall be as binding upon said St. Paul Fire and Marine Insurance Company, as fully and amply, to all intents and purposes,' as if the same had been duly executed and acknowledged by its regularly elected officers at its principal office. This Power of Attorney is executed, and may be certified to and may be revoked, pursuant to and by authority of Article V,- Section 6(C), of the By -Laws adopted by the Shareholders of ST. PAUL FIRE AND MARINE INSURANCE COMPANY at a meeting called and held on the 28th day of April, 1978, of which the following is a true transcript of said Section 6 (C): "'The President or any Vice President, Assistant Vice President, Secretary or Service Center General Manager shall have power and authority (1) To appoint Attorneys -in -fact, and to authorize them to execute on behalf of the Company, and attach' the Seal of the Company thereto, bonds and. , undertakings, recognizances, contracts of indemnity and other writings obligatory in the nature thereof; and (2) To appoint special Attorneys -in -fact, who are hereby authorized to certify to copies of any power -of- attorney issued in pursuance of this section ' and/or any of the By-Laws of the Company,'and (3) To remove, at any time any such Attorney -in -fact or Special Attorney-in-fact and revoke the authority given him." Further, this Power of Attorney is signed and sealed by facsimile pursuant to resolution of the Board of Directors of said Company adopted at a meeting duly, called and held on the 5th day of May, 1959, of which the following is a true excerpt: "Now therefore the signatures of such officers and the seal of the Company may be affixed to any such power of attorney or any certificate relating thereto by facsimile, and any such power of attorney or certificate bearing such facsimile signatures or facsimile seal shall be valid and binding upon the Company and any such power so executed and certified by facsimile signatures and facsimile seal shall be valid and binding upon the Company in the future with respect to any bond or undertaking to which it is attached." IN TESTIMONY WHEREOF, St. Paul Fire and Marine Insurance Company has caused this instrument to be signed and its corporate seal to be affixed by its authorized officer, this 30th day of November, A.D. 1990. ST. PAUL FIRE AND MARINE INSURANCE COMPANY On this 9th day of August 19 96 , before me came the individual who executed the preceding instrument, to me • ` personally known, and, being by me duly sworn, said that he/she is the therein described and authorized officer of St. Paul Fire and Marine Insurance Company; . •'• that the seal affixed to said instrument is the Corporate Seal of said Company; that the said Corporate Seal and his/her signature were duly affixed by order of the Board of Directors of said Company. IN TESTIMONY WHEREOF, I have hereunto set my hand and affixed my. Official Seal, at the township of Bedminster, New Jersey, the day and year first above written. STATE OF NEW JERSEY i ss: County of Somerset f 29550 Rev. 12-96 Printed in U.S.A. was, .w....r wa.+,.« wry. w+.. wn..«..,.. rn. w. ew...... n............- ..w..- ....- .-. • CERTIFICATION I, the undersigned officer of St. Paul Fire and Marine Insurance Company, do hereby certify that I have compared the foregoing copy of the Power of Attorney and affidavit, and the copy of the Section of the By -Laws of said Company as set forth in said Power of Attorney, with the ORIGINALS ON FILE IN THE HOME OFFICE OF SAID COMPANY, and that the same are correct transcripts thereof, and of the whole of the said originals, and that the said Power of Attorney has not been revoked and is now in full force and effect. IN TESTIMONY WHEREOF, I have hereunto set my hand this 7th day of January , 19 99 KENNETH J. RYAN, Secretary LINDA SM, Notary Public, Middlesex, NJ My Commission Expires December 16, 2001 MICHAEL ANDERSON, Secretary Only a certified copy of Power of Attorney bearing the Certificate of Authority No. printed in red on the upper right corner is binding. Photocopies, carbon copies or other reproductions of this document are invalid and not binding upon the Company. ANY INSTRUMENT ISSUED IN EXCESS OF THE PENALTY AMOUNT STATED ABOVE IS TOTALLY VOID AND WITHOUT ANY VALIDITY. la I C5 CASGADIE BUILDINGS A 4 B. TUKWILA, WA law • arm • • • 'a gir* • sco.,0 1101110.11 On Site Architectural & Landscape Improvements Cascade Business Park Opus Northwest LLC 1/6/99 ITEM Install 10 ft wide lawn at building west side Install asphalt & curb at SW planter Install landscaping along West Valley frontage Complete building painting Subtotal Fee WSST TOTAL PROJECT COST BOND AMOUNT (150% x project costs) $4,100.00 $15,025.00 $1,202.00 $1,292.15 $17,519.15.. $25,278.73 Weather dependent Weather dependent To be complete in conjunction with; West Val frontage improvements Weather dependent City Of Tukwila It (206) 431-3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 Parcel No: Address: Suite No: Location: Category: Type: Zoning: Const Type: Gas /Elec.: Units: Setbacks: Water: Wetlands: WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. 788890 - eo o-. 1844 CASCADE AV S NOFF DEVPERM III -N 001 North: KENT Permit Center Authorized Signature: Signature: Print Name : ___� DEVELOPMENT PERMIT This permit shall become null and void 180 days from the date of issuance, or for a period of 180 days from the last Permit No: Status: Issued: Expires: Occupancy: OFFICE UBC: 1994 Fire Protection: SPRINKLERED .0 South: .0 East: .0 West: .0 Sewer: TUKWILA Slopes: N Streams: D98 -0041 ISSUED 07/29/1998 01/25/1999 Contractor License No: OPUSNLL050J5 OCCUPANT CASCADE BUSINESS PARK -BLDG A 18436 CASCADE AV S, TUKWILA WA .98188 OWNER ESTATE OF JAMES CAMPBELL C /O "INTERNATIONAL,. 20206 72ND: :AVE CONTACT DANA WARREN WARREN COMPANY, 300.UNION ST #900, SEATTLE CONTRACTOR 'OPUS ` NORTHWEST L L C . 200.112 AV NE STE 205, BELLEVUE WA 98004 .************ ***4e***************** * * * * * * * *,r * * * * ** * * * * * * * * * * * * * * * *. ** * * * * * * * * * * * ** Permit Description: CONSTRUCT NEW OFFICE BUILDING (BLDG "A ")- 54,070. SF WAREHOUSE AND 6,000 OFFICE SPACE. ************ ih************************** * * * * * ** * ** * ** * * * * * * * ** * * * * *4 * *: 4t * * * * * * * * * * ** Construction Valuation: # 1,657,226.60 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng Appr: JJS Curb Cut /Access /Sidewalk /CSS: Y :Fire Hydrant: Y No: Size.(i.n): .00 Flood. Control Zone: N Hauling: N Start Time: End .Time: Land Altering: Y Cut: 1500 Fill: 12900 Landscape Irrigation: Y Moving Oversized Load: N Start Time: End Time: Sanitary Side Sewer: Y No: Sewer Main Extension: N. Private: N Public: N Storm Drainage: Y Street Use: N Water Main Extension: N Private: N .Public: N k**************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL DEVELOPMENT PERMIT FEES: $ 12,288.89 i******* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * ** **************************** Date: / _H? Phone: (206)872 -4680 S, KENT WA 98032 Phone: 206 749 -9484 WA 98101 Phone: 425-453-4100 I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development per it Date: q_(./ Y q.25 if the work is not commenced within if the work is suspended or abandoned inspection. Address Smite: Tenant Status:: ISSUED Tvoe: DEVPERM i Applied: 02/10/1993 Parcel• # '7 Issued: 07/29!1998 '• k• k• k* ***,*• k k • kkk.• k*• k• k*• k• k` kk• k*• k*• k`, k.*• k*• k• kk***• k• k• k• k•k•k•kk•k•k•k'k*•k *•k *•k•k•k• k•k•k•k•k•k '•k•k•k••k Permit No: D98 -0040 Permit ;Co'n:d.i t,l o.ns :. 1 No ciianaes..w.il'l be made to the plans unless approved by the �Architect::.or Engineer and the ,ukw..i.: a Building division. Piumb permsts sha e ,+ hta in l�,l - inedY.through., the Seattle .t::irig C punty De Oar°tmerit o . P tub``fic" Health Pluinibiriq• will be insne'cted: by thdt�.,a,+ieiicv, '-Ni no]udin'g ail gay ~ °'p,inin,a g9. 6 ' 4 722_) .l ,. ,.� y E lectrical pef;frritc,..ahalgi be obtained. thr au± h .,; the Wngton; State'.Divi•i�a s of�. Lsab'or ? and Industries, and? ` ashi eleCtr j:ce1 . work wi 1 T ire insoec.ted l ve; :'that ager` (,L4C= 6�630�1 ,. All mecl7an`ica'j. wc�r k sha'i be' under seuarat.e per ,'iss th e c of 'Tuk,wi la, •:: • • .,' 1,1,� t 0. All p . iis, inspactiont;r;e ords, airiti approved ".p ava i Tab`l e'at the„ 'J,ob site u`r' i or� to' .the start of •any con 1 strut' iari"7 `,,These ; docum nts s e.^to be maintaine�i''�an'Lavai ;abl '�unt�i "I.'``f'ina`1 ins pection .aoorova.;l is granted. A014 rtructu'al concrete` s'ha`ll be special inspecte.d.:(UB Seer 306(a)1) :• ' A :l -i a*tructura'}1 welding s: l be • e, bv,•.W A.B.O. cer ti:fie'. we�lders special ins pectt. ed (UBC. ; 30b(a)5) ''` Al l,,.,` h i,g s,trength,,bb l t�t ng:,sha l l be speCi.a l inspected (UBC S ec t 306(a)b) . , .e• WhejVi speci`al inspection isl required ,eithei the owner .arehlitet�.tx; :. r ena iriee'r' °slia'l1 nirt'if.f TJkwi,la Bui1dina : DNi ;,tiion'o.'- ••1appointment of the l inspection ' ori;or't .the b ul lasing inspection. ,C.00i6 f- "S .al,l-�•special pec <,.• r ,, ? instion { .repor.ts shall be subnri tted to` the, ,.Bu i lid i nq : 0ivi IOn. in a timely manner.. R.epo s,h addt'es�s�J' ;pro e'Ot ,.name, per`>it.i,t number and , tofu, inspection being�� ` perform e d. ,.. . 10. .The spei a,,1 Inspector � , s. : hall submit a final s igned�' r :stating whether -the work" reguirina pec�•i'al insp,ection!:=i»ra to the beW,Of the inspector's "kn'owledge, An confor.niarli:e with approvedsp.lans a.nd speci,f•teat.�iois and the �i ppi -�y workmanship pa soh' of t� l 1,1 ;t {{rrr i' i' ' ; :,. x $ ( f. f.// 11. . Read i 1 v access''i b'1 ac.C.ess to raof�, ni`o rrted eou =i required . ,.. 12. Engineered truss draw`i•nas' and ; sha l l be on site and available to the building `' • 1nspect'or for inspection purposes . Documents shall bear the seal and signature of a Washington State Professional Engineer. 13. Any exposed insulations backing material shall have a Flame .Spread Rating of 25 or less, and material shall bear identi- fication showing the fire performance rating thereof. 14. Subgrade preparation including drainage, excavation, compaction,'•.,,and fill requirement shall conform strictly with recommendations !liven in the soils report. 15..A statement from the roofing contractor verifying fire retardant class of roof will be required prior to final inspection (see attached procedure). 16. All construction to be done in conformance with approved plans and requirements of the Unifornr.Building Code (1994 Edition) as amended. Uniform Mechanical Code. (1994 Edition). yu: 4: s':•". �i: �s: �' Li ;:t'.i.'9�' and Washington State :Energy Code (1994 Edition) . • Notify, the Citb oi' Tuk;wfla Building Division prior to placing any; concrete.. This procedure is in addition.:to any requi.rements'for. special inspection. 1.3.All wood to 'remain.in placed concrete shall be treated wood.: *Smoke & Heat Vents* 20 .sky') ights' shown .on construction documents, and at minimum one drat t curta in 'C in 'accordance with UBC 906.6) shall be installed as a .condition: of final inspection approval . kv.lights used for smoke & heat •venting.shall be of the heat `actuated `releasina type' which, openautomaticaliv in the .even,t of :;fire. approved heat sensitive glazing designed to shrink and .:drop'out .of the vent opening. Toilet. room. facilities for leach sex must be provided for the warehouse use.• in accord.a:nc:.e...w..i.t,h UBC' rab1'e 29 -A for a ;Group .F occupancy :: Toilet mAaicbi l i:;tise•s.,�must be completed and 'wi 11 be a co ricijlc r of._final i~_ - -: ;;�:� _.__._,... -, and. • certificate of o ccupavic•y. • 22 Til automa spr. =ir klert System; is toy" be installed in 'ar:cordance with "UB Stan ar•d 9 =1. Provi for�''b're,vent- • urn water ,terfiper below 4.0. degrees F. 'must be iristalled and operaftfonalz, prrior to :t final inspect =i -on appruva-l. if'icate crup"a,n ocy ''3pace``.h,eating for the warehouse ar ea i s l r m to `•t.he : ca'pac i t i e s out4.in in requirements : "Semtheated" spay.e requiremen , , 23 Therez' hal1. be no ;occupancv�of the' bui lding(s) until the f ina}l � inspect i on has been co•mu,.le'ted by the Tukw i'la Build i rig 4 of r a�� ii,,.• ^•' '.:' r: ti , 24 A CERTIFICATE OF OCCUPANCY .4ILL BE REQUIRED FOR THIS FERMI 25 Validity of PermitThe issuance of a? pe•r-_mit or approval plans specif•icati.on_s: and , +'compu,tatijons..:sh;al l not be ct'rued. to be :':a °permi 'an .a'61..ovai .Oft any violation of r any of ,;the provisions of? ;the building ,, code or of.,any other ordsinance` of.,..the - i urisdictsion.`' No permit presunilnq,,t givai. authority to> violate or'• cancel• the;.; provisions ..of thi coati) : shalil ` :be'. 26; ; , s : ;,`':. *,.POBLIC. : Temporar er osi.,on 'control measures ;sh,al l--be implemented as the •f:-irst order of business to prevent pse.dime.ntat�ion ot f-- 1 e,w ti .site':`ur, into existing storm dra f'act iti:'es. 2L.. The site shall have permanent er=osion' contro1=•.measures in place 'a:s »�'�� .:`.- soo•as po "ss, i b l e of ter i na l grading' has., been complete : • and prior to Final Inspection'. 29. It shall ,b`e,vei'l.f'ied in 'Writing to the ..C'i•ty Uti 1,.� Inspector ,t'ha,t the' fire loop system for the buildin g's:.o contains a r "'ta�t,e DeparYtment;'� of�� HeaJ th•,.approveci .det�.e:ct double check' "'va;i ve assembly. t• This `; sha l be done.''' fir i ar to the Final Inspc.tl,on. • 30. Driveways shall compl.v;,wi.th City comme,r .s;tandar•ds. Driveway width shall' :°';a':,:: a'f minimiiiian'35' maximum. Slope shall be a maximum of" 15%a': Turning radii shall be a minimum of 10', 31. The driveway shall be designed and sloped so that drainage from the driveway does not flow onto the existing road surface. 32. Sidewalks and curb ramps shall comply with City standards. 33. Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. Traffic , Control Plans shall be submitted to the Inspector for prior approval. 34. All double check valve assemblies shall be approved by the State Department of Health. 35. Hauling over SO cy shall require application f r a Hauling Permit prior to an( Associated activity. 36. Any material spilled onto any street shall be c "teased up immediately. It shall e v r.if:ied i :ri writing to. the. :Uti T.ities'Insp'ector; }that the landscape, �r.igai ion system contains State Department' of :Heal approved double check : va lbe assembly. Thi sha 1 T' be :done; prior to the Final Inspection. `38 �A.11 pr,'ivate r stom'dr,ain. pipe, shall be either concrete Or :reinforced: ADS pipe Treated. corrugated' metal pipe may be ,used for detention: facilities 9 The water meter` box' .shal1 be located: Within City' right'-a way at the, property l i n e . e }The exempt meter.. work shall . include a'State Department' o ;Health approved ; double check valve assembly, The deduct meter shall read flow quantities, in cubic, feet ,Applicant shall ;provide Street improvement plans for.West:< Valley Highway to City for review prior; to August 15. ;1998. 5tr eet Improvements h �i l be= const;rcircte tf pr to ;Certificate ot: Occu anc�r ',/8004,:i cant -:`sha 1.1 prc�v iie a µ utatutar v war raiity 'tit l e ep c onstriction e t nraCe etc „ti to complete the • tu rn ov er p r �c`e psr to`a�' ertiticate of Occupa litor iiiatiot alp handout y regardinq the tur n di/ et'prote:,s�tis avai lab i,,c:P.(6 i tv: ,., 04 Y r �, , A , k r ecm omend:” the i:Q r.ec+ n t i der they p rct po o sed • dr~ ive41 0 , 7W..;idt.fik6s; _,sh` cn�th ar chi tectura,;l , site p.lfan r - ..fir.! t �'. Publ i l Woriks recommends' the :}nortfi x dr ivewav b � 1;5 iat t e side ia�� ',a nd throat ar ea� then r educe to 31 . a 7 ory � southwest!*, ivewav we y recommend he width be. 40' "fi`w radius in .the .si dewalk, done and the ands cape curbing wi t l . acrd r'adi�us will fac.i 1,i;tate large trucks :maFrinq a X13 :5 .4 4‘ `dp r0e turn into the'si ,`?A1te rnativelu the designer ma V. i3h w; to .consult tlxe: turning teTrrp'l�ate`s tor additionai • :i n `do(yrm t i a,n y y „ a�,' ! '; r • Ap hall provide " ;subsantiaticin ott;propert t valuat t of "ISO OQ p.e`r ,�cl rar`ze :; foot 'usi`naj males docueiffi = :` ��ir P i co mp rab °le :.:,ales ana lv to {', e,sso.rs r� r" ata or. s ri`la;` f��s v ehi tI i abl '� m i y t r a � e f)ethodoiogv..;s ) ; ,, , • r4 g a, • Tli t :ralttii mitigat'ion tee for n s, =pro•e`ct- currently ,tor b'e, #'31 885 r, b u i l d s n rs " Y.., B. c ac �.s :,4� A ;� a n;ci,... oath b i e d) Addi�, tonal t�i affic anal ysi's miah,t 66'; r equir4dr7. nal • determination of ,tratf.ic mitiaa,tion fee /cff;s`e�t w`ili belma ;with any due e ' to the Citv,payable pr ior�^ Certif of Opo an ` cv. w `fLF £ ;4 Y fa• ts r F r ,6 ATER RI D.L;It ; `:'O RK Pro ect Name/Tenant: v ) `- i,' : i.. - « ICE C�SCAQr P hi G TCR. �CD�t A ; Value of Construction: / Site �dglrrgs §: it�.Statg/Zi Ta drebl N m er: Pro ert O er Building Square Feet: /4 A existing 60 070 new Phone Street o Address: + Avc (SIC * 05 �Gi(WVIC f I�V111. r0Os ip: ax #: � '!.S ' .. �-���i C e r 4 ,R� M43T (.LL- P hone: 1 - 41 00 � (/7 _ Street Address: Ci State /Zi : Zoo - I12 M t. LIE *�o5 ge(Ievke. vuA Cgov Fax #: efts — 45 nil/ A JC O►tZO. 1- 64 LL5'TMers Al'dl TS Phone Z1SS• 4 f . S S•SUM Street 61 IA 12 Are. NE ( Be I(evkt f WA . City State/Zip: e goo5 Fax # 5. HISS• X 135 Engineer:A lieL Ctrl Phone: � 3 if+vz_ • Street Ad 2215 N. 50-, s1: e0 City State/ : covviq ttA. 8134 Fax #: 253 25'12 Contact Person:jON NI 60 l t — 0 PkA 1 4 W Phone: — 5, 1 • 4+I0O ZOO • Address: 1 12-4. • Ave N' , Rele t/�e . ty eiato Fax #: � 'f 7 , l 1(Zi Description of work to be done: NEw •vet -blste Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑Hospital ❑ Church ❑ Manufacturing j p e otel/Hotel ❑ Office . ❑ School /College /University ther Ler Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family Warehouse ❑Hospital El Church ❑ Manufacturing ❑ Motel /Hotel Office ❑ School /College /University , Other AMP . Will there be a change of use? ❑ yes X no I If yes, extent of change: Existing fire protection features: ❑ sprinklers ❑ automatic fire alarm Cl none other (specify) tt• irti 1, Building Square Feet: /4 A existing 60 070 new I Area of Construction: (9f 13 0 Sr - Will there be storage of flammable /combustible hazardous material in the building? Attach list of materials and stora. a location on seaerate 8 1/2 X 11 paper indicating � ❑ yes g no quantities & Material Safety Data Sheets New Commercial / Addition / Multi - Family Permit Application .4 CITY OF T '+_ CWILA Permit Center" 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mall or facsimile. APPLICANT - REQUEST FOR PUBLIC. WORKS SITE/CIVIL PLAN REVIEW,: OF THE: FOLLOWING: (Additional:revlews.may be determined'by.:the:Public Works: Department) agChannelization /Stripin acurb cut/Access /Side Ik PI Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Flood Control Zone ❑ Hauling and Alterinc Cut 1500 cubic yds. Fill 3 01 00 cubic yds. ❑ Moving an Oversized Load: Start Time: End Time: Sanitary Side Sewer #: / ❑ Sewer Main Extension 0 Private 0 Public Storm Drainage ❑ Street et Use ❑ Mater Main Extension 0 Private 0 Public I Water Meter /Exempt #: Size(s): l /a t 0 Deduct r ,� , Water Meter /Permanent # ' Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: gal Schedule: ra Miscellaneous Landscape Srr6 gr,Cf'i Y) NCPERMIT,DOC 1/29/97 Permit ';Number: D 3! • 0 Water Only Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is Issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: Date application expires: l o -!is 10 g ra Applfctaken by: (Initials) PLEASE SIGN BACK OF APPLICATION FORM BUILDING OWN j OR ' "f H 0 • D AGENT: Signature: it 7..G L '.4 ,. .,d? �� Date: :u " . ; 9 Print name: G in ( . . : ; t : , rvoS,Gti , opus NW 5 .Phone: 415. 45 410 City /State /Zip: taC Ikt vw Fax #:4j , 4S3 . n c , wi P• i to 0 5 Address: , 11 z4 t ALL NEW COR1/l'1E/'CIA1 'l 7D /T /ON /MUI AM1LY PERMIT APPLICATIONS MUST; SUBMITTED WITH THE FOLLOWING: N/A SUBMITTED ❑ t /1 Copy of recorded Legal Description from King County Certificate of water /fire flow availability (Form H- 1a). Contact the Public Works Department (206) 433- 0179 for servicing district. 't r " ' �� X ❑ Certificate of sewer availability (Form H -11). Contact the Public Works Department (206) 433=0179 for servicing district.' ,' V . ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amoun of lumbin fixtures (Form H -13). Business Declaration required (Form H -10). 'M'_ Five (5) s is of working drawings, which include : ❑ Site Plan , , 1. North arrow and scale. 2. Existing and proposed utilities and existing hydrant location(s). 3. Property. lines; dimensions, setbacks,. names of adjacent roads, any'proposed or existing easements. .4. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions. 5. Location of driveways, parking, loading & service areas, with parking calculations & location & typeiof dump- , ster recycling screening. 6.. Location and screening of outdoor storage. 7., Limits of clearing /grading with existing & proposed topography at 2' intervals extending 5' beyond property's • boundaries, erosion control measures & three buffer protection measures. • 8. Identify location of sensitive areas slopes 20% or greater, wetlands, watercourses and their buffers (TMC ' 18.45.040). . 9. 'Identify location and size of existing trees, note by size and species those to be maintained and those to be removed. y NG '6 B '.STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED 10. Landscape plan 'with irrigation: -Existing trees to be saved by size and species. Proposed: Include size, species, location and spacing. Location of service areas and vault with proposed screening. 11. Location of high water mark of the Green /Duwamish River if site is located within 200' of the high water mark. 12. Lowest finished floor elevation (if flood control zone permit required). 13. Civil plans to include size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. 14. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H -9). yrt Vicinity Map showing l'ocation of site Building Elevations (Include dimensions of all building facades and major architectural elements) • Mechanical Drawings Structural Drawings (detiii of sprinkler hangers, pipe, duct & vent penetrations in structure) Architectural drawings Specifications (if separate document) Structural Calculations Sprinkler structural calculations indicating load of water - filled sprinkler piping S'wt c_i • Height Analysis Soils Report stamped by Washington State licensed Geotechnical Engineer Topographical and Boundary Survey Tree Coverage Analysis (Multifamily only ) Vl ,ington State Energy Code; Data and Non - Residential Energy Code Compliance Form H -7 Completed Land Use Applications if not previously submitted (i.e. SEPA, BAR, Variance, Shoreline or Tree permit) Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions ' Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Pub- lic Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) Copy of Washington State Department of Labor and Industries valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent If the applicant is other than the owner, registered archltect/engineer, or contractor licensed by the State of• Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. I HEREBY CERTIFY THAT I HAVE[I?EAD AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE NCPERMIT.DOC 1/29/97 S OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. -; •• 1- • •-or 1 v. •• . • . . • ."., • •• .• • • • • . , . , , • , • • , " •, . • • • , „ i 07/3i 9719' *. **h k t , �A47 *r * * * * * 4 ;> 1 * k* *4:1.k1744k : 4 hk A744k * T.3Y U 'Tll I i.y. ,Vlt3` � t � TRomcim t . A **A: '�1** #.*,**** *. *I*04.0AA �r sV � �±FA: d il•. st�kk h474A4:A•b•kA•h. *a*Aie.1k,* ( N u m be r ft, f u0 -HmaLiiitt 1.928.50 '07/24/98 1i .i:7, ha iuerlt MOthad. `IiCCi(: No6at;i ar�;:OPUG`' IMit„ .KJP : <. '•This': aVni e M Ne,rmit :Noc:: D98 > -0 041 .' Tvne.'DE.VPERM DEVL'LOPi41 U1 PERMIT- N r^ee1 ; Nax: 7f3C3890 00i•0 w ite .,:Address. '10436 CASCADE Total Fees. 12 «288.83.. 'ate(.' ALL Pmtric. 12.208,.89 Balance. .00 a *s1 *i1 ".4 A•A *44.71 *k•h * k *kit *fiA* *oli *iti** *A.k.A.* •s4 *;1 * * * * *- ** * * **0* * * * (lc court I;'' Code ,, Desr.ristiort Amount 000/322.1'00 . BUILDING - t1OMREr -4.498.64 000/ °5 4.83p PLAi '.CHECK - NQNRES. 4.434.14 000/345.83.0 PLAN CHECK - . UTILITY 40.00 000/345.830 '' ..PLAN CHCCI( - WATER ME'f ER :.. 10.00 000./386.904' STA1 E BUILDING SURCNAR 0E 4.50 000/342.40'0 INSP FEE UTILITY ';30.()0 401/342,, 400.: INSP. .,FEE - f 1 H /LI /WME i• J.. GO 412/342.400 INSN FEE. M STORM' DRAIN 15.00 402/ I'4.. 400 I NSP:` FEE :iME /88S 20. 401/388.102 WATT R. CONNECTION X225.'. "00. 401 /386.5.20 ' ' • W 1ER: I: 118.1 (IL LA.TION ; (DEP).. .350.,00 ::. 401/342.400... ..WATE11 .INSPECTION !:EE •1:134,00 f. 401/3 43:.4:09 • •WAVER l•URN -.ON: FEE . 25.00 000/322...100.,, . • LAN ALTER no PERMIT `FEk.. 233.'50 000/345.830 ' AND ALTERING PLAN: CFIE 1 4. 07/24 7717.' :. ' ,0 20 ... ,. w • . .... •... • . • ,... . 'T 1. r .... •• .. • • .• .« .. MN • M•40 • • •• • • ... • • • 10 . w ••■ 4 .. ,. .. t w r « .. ••. 0 A v . S CITY OF TUKWILA, WA Ieprirtd: 02/12/96 102 TRuM]:T . •.,• .•• •,,. , • ..•. • • TRNSMIT Number: 02/10 • • • • ••• , , . • •.• •• .• ; • ••• , . •••. 4r. V. E M Parc .1.:•••••110 0 0 Site Addre: 18436 , CASCA AV S • ALL :1 . • • .• .13a 1nce:.:—• - - O• irk!, 4■4 • Ac „POd • ••• ;i Am ount „ • • ••, ••1. • • ..„ • .• „..,„ „ . . • . Project: bf 1 , ,ft 4 , — T Type of Ins0jon: , , Ad ess: • • c called: , , Special instructions: D 4 — 61) f . R 445 411) Requester: . — --t Phone: INSPECTION .RE D Retain a copy with permit INSPECTION NO. CITY OF TUKWILA' BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 4.'1) PERMIT NO. (206)43,1-36701 Approved per applicable codes. 'Corrections required Prior to apprOVal. • COMMENTS: I ) / // 1.--- elf . 5 s 4 4 .1—e 2-) i4€N /40-7. ,,-, aid) e 7, "4 . sc° / 1 Inspector: Date: .71 El $47.00 REINSPEcTI N FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: INSPECTION REC Retain a copy with INSPECTION Na CITY OF TUKWIILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Projec Address: _Special instructions: Typ of Inspect:, . . Date called: Date wanted: Requester:. Phone: COMMENTS: Inspector: ilL / Ad J $47.00 REINSPECTION FE: ' SQUIRE'. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., quite 100. Call to schedule reinspection. {Receipt No: Date: A pproved per applicable codes:: Q Corrections required prior to approval. t (2)& 7 • mit %),(9-4t/ PERMIT NO. -=- (.206)4 -3670 Date: J 'Project: A aAl 0 A Type of Inspection; Address: nn '1- i S4DL 1'aul e t e hJ 8 Date called: t/ l - 2 — Special instructions:. - Date wanted: 1.- 24.. 6 H �m� pin. Requester: Phone: INSPECTION NO. ' .CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. PERMIT NO. // (206)431 -3670 Corrections required prior to approval. COMMENTS: 2i 1ff ( 14)(=U - 7- 1 Inspector: £U Date: j 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Pr 'ect: , ( of I vtior Date cal d .• iz-b7 A dress:- ML( q a,o(adip ,4v'U Special instructions: Date warted., p.m. / zi iff 7 Re nar Mori 2...._ . - J L a 3 LI/ ou • , • INSPECTION RE Retain a copy with permit INSPECTION NO.- • CITY OF TUKWILA BUILDING DIVISION 6300 SOUihcenter Blvd, #100; Tukwila, WA 98188 PERMIT NO. (206)431-3670 COMMENTS: Approved per applicable codes. 0 Corrections required prior to approval. J $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: ..■ h 4.0k;"`rzid..q.A1 • . INSPECTION RE.' ' D .J Retain a copy wit rmit INSP CTION O. . ' CITY' OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA '9818 = 1 COMMENTS: PERM NO.. Special instructions: Reques (206) 431 - 3670 Approved per applicable codes. Corrections required prior to approval. Inspector: ) Date: : 7 9" $42.00 REINSPECTION E REQUIRED.. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ION NO. PERMIT. NO. INSPE CITY OF .TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 9818 t pi—ptpproyed per applicable codes. Type o inspection: ' Date called: ' Projec'C St-tQCbe■ +l,.D61' 4'. A l l :Special: instructions:. + Date w ed: 1 7 `l Reque Phone No.: Corrections required prior to approval. COMMENTS: C 770 AM 12- Arort. 41th ( A4r (206) 431 -3670 $42. REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection, s.�ai$si :;i;�;�r: :i; � i.,. ;.i� r: ■ti Fai °3 ' INSPECTION RE D' Retain a copy with mit IN E ON Nb, . CITY OF:TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.,: #100, \jukwila, WA 98188 Type of inspection: gate wanted: Requester. Phone No.: - Approved per, applicable codes. orrections required prior to approval. PERMIT NO. (206) 431 -3670 /1/, Date: ff $42.00 EINSPECTION FEE REQUIRED. Prior to inspectio , fee must be paid at 6300 Southcenter Bbvd., Suite 100. Call to schedule reinspection. Receipt No,: Inspect L Date: INSPECTION RE Retain a copy wit INSPECTION NO. CITY :OF: TUKWILA BUILDING DIVISION 6300: Southcenter Blvd #100, Tukwila,' WA 9818 pproved per applicable codes. Ploiect: Special instructions: ,81-11 0.45(.4-c6A-te,,s Types of ins ection: ate called: Date want : �/ Reques a� er: a.m. p.m.- • Phone No.: Corrections required prior to: approval.., COMMENTS: (206) 43.1-3670, E _ + $42.00 • EINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule relnspection. pt!•r .i ;: w,e,.y !�.,.�, .��.,. 4�3%" v _ i r:. S ON N CITY OF'TUKWILA BUILDING 6300 Southcenter Blvd., #100,: Tukwila, WA 98188 P. rojec • Date called: Date wanted: Address: Requester: Phone No.: Approved per applicable codes. COMMENTS: Corrections required prior to approval. PERMIT NO. (206) 431 -3670 r /481/ . , . / .'/i V Inspector: /L Date: $42.00 REINSPECTI * T FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 1 S` + ' NO C ITY OF.,TUKWILA BUILDING DIVISION 6300. Southcenter Blvd., #100,: Tukwila, WA 98188 • Project• Address: Type of ins Date called: on: Phone No.: Approved per applicable codes. R Corrections required prior to approval. Inspector: 40 i l . PERMIT NO. (206) 431 -3670 $42,00 REINSPECTIO P EE REQUIRED. Prior to•inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION RECD \ Retain a copy with pet INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd:, #100; Tukwila, WA 98188 1 , Approved per applicable codes. MIT NO. 431 -3670 A d dress ::.. V Special instructions: :Type of i pectio, : wA Date called: 11 - 2 . Date. wanted: 12 - 9?' Requester: Phone No.: Corrections required prior to approval. _COMMENTS;;, 1M11keot 'thou/ h ewrlcti //`r f i le 114 f Sever9/ pewitit n iv) e ;4 Ti �ert1l,'n,'r+y lie be . :r,,n &nke L••. 5' 'Pte CoNwcebbn Vor4 Z 0 t3 /,/ Owl es 'O 'km F v P(9, Wa r lc t1 !O 1 ' 5c &v when 3 Z S .DOnc 13 W vcN /-s -0 22 774( f) over yo4awtfn 7L cj►?d Cohct'e1 -e Sy' 9vJuble/ F, ✓e #ye/69 /71 I Inspector A44 Datey /3O , h y $42,00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule.reinspection. I Receipt No.: Date: � ••Y .SUF,j nS'fMjsS .yam �'.1�.. �,. '��.. nC'i INSPECTION . RL:JRD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Phone No.: COMMENTS: Corrections required prior to approval. PERMIT NO. 06)431 -3670 Inspectgr✓ Date: n $42.00 R - NSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION REC 4 1: 0 Retain copy with ; = CITY OF.TUKWILA BUILDING DIVISION 6300 Southcenter'Blvd:, #100, Tukwila, WA 98188 • Proje t: / Type of inspection: > : � aSC. a c l S l d 1 ��. i ii. G'CA -5 .. . Address: Date called: / Special instructions Date wante �;pu. �� r , e i e ate, l O Requester Phone No. ti No.: \. � y� .5 " : / Approved per applicable' codes. COMMENTS: PERMIT NO. 06) 431 -3670 Corrections required prior to approval. ri $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee `must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO.' OF;TUKWILA BUILDING DIVISION '6300` S outhcenter Blvd., . #100, Tukwila, WA 98188 Project; Type of inspection: Date called: Date wanted: Requeste Phone No.: s j Q�7 115d pproved per applicable codes Corrections required prior to approval. PERMIT NO. (206) 431 -3670 Inspector: Receipt No.: '` Date?, t 1 $42.00 RE! - PECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: INSPE ION NO. CITY OF TUKWI BUILDING; DIVISION 6300 Southcenter v d #100, Tukwila WAA98188 -f rla rL Type of inspecti : n: Date called: if j t Date wanted: 1 r 13 cfr Requester: . 'T' o t INSPECTION -13 RD R etain a copy with permit Corrections required prior to approval. PER I NO, I Inspector; Date : .. // F $42,00 EINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspeotion. P' ,j:ct 1 I' p /,4 h I IL Ir A Type of i spection^' .. b -LL ..._ L<... Add es . Date called: / : f Special instructions: '; `I '"� 1✓ VI Tom" AM : I f k(R.—..... Date wanted: l /� tI ^.!~ 98 m: p.m. Requester Phone No.: ' RD ermit '=bb4 PERMIT NO. Inspec 1�• INSPECTION NO.. CITY OFr T U KWILA BUILDING DIVISION 6300 Southcenter #100, Tukwila, WA 98188 Approved per applicable codes. r (206) 431- 3670 Corrections required prior to approval: COMMENTS: r i $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No.: Date: ; City of Tukwila Department of Community Development FAX TRANSMITTAL CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT John W Rants, Mayor Steve Lancaster, Director DATE: It t TO: WI. OM FROM: eccotagoothi,‘ FAX: AZ S • WI 57 5 4 ? COMPANY: (2R25 AlA LLL NUMBER OF PAGES, INCLUDING COVER SHEET MESSAGE: e.E. 511trtbt.E SAVel beooF co Re ATN• a4 Arn4c D &WCSAIZ?4JZb P-F = Gnor, 6 4•0 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431.3670 • Fax (206) 4313665 'r CHAP. 23, DIV. II 2310.5 2314 mm) plywood sheathing or 1 /2 -inch (13 mm) particleboard sheathing, joints shall occur over framing members and shall be covered with a continuous wood batt; or joints shall be lapped hor- izontally or otherwise made waterproof to the satisfaction of the building official. Particleboard shall be sealed and protected with exterior quality finishes. 2310.6 Hardboard. When hardboard siding is used for cover- ing the outside of exterior walls, it shall conform to Table 23 -II -C. Lap siding shall be installed horizontally and applied to sheathed or unsheathed walls. Corner bracing shall be installed in conform- ance with Division IV. A weather- resistive barrier shall be in- stalled under the lap siding as required by Section 1402.1. Square -edged nongrooved panels and shiplap grooved or non - grooved siding shall be applied vertically to sheathed or un- sheathed walls. Siding that is grooved shall not be less than 1 /4 inch (6.4 mm) thick in the groove. Nail size and spacing shall follow Table 23 -II -C and shall pene- trate framing 1 inches (38 mm). Lap siding shall overlap 1 inch (25 mm) minimum and be nailed through both courses and into framing members with nails located 1 /2 inch (13 mm) from bottom of the overlapped course. Square -edged nongrooved panels shall be nailed 3 /8 inch (9.5 mm) from the perimeter of the panel and in- termediately into studs. Shiplap edge panel siding with 3 /8 -inch (9.5 mm) shiplap shall be nailed 3 /8 inch (9.5 mm) from the edges on both sides of the shiplap. The 3 /4 -inch (19 mm) shiplap shall be nailed 3 /8 inch (9.5 mm) from the edge and penetrate through both the overlap and underlap. Top and bottom edges of the panel shall be nailed 3 /8 inch (9.5 mm) from the edge. Shiplap and lap siding shall not be force fit. Square -edged panels shall maintain a 1 /16 -inch (1.6 mm) gap at joints. All joints and edges of siding shall be over framing members, and shall be made resistant to weather penetration with battens, horizontal overlaps or shiplaps to the satisfaction of the building official. A 1/8 -inch (3.2 mm) gap shall be provided around all openings. 2310.7 Nailing. All fasteners used for the attachment of siding shall be of a corrosion - resistant type. SECTION 2311 — INTERIOR PANELING All softwood wood structural panels shall conform with the provi- sions of Chapter 8 and shall be installed in accordance with Table 23- II -B -1. Panels shall comply with UBC Standard 23 -3. SECTION 2312 -- SHEATHING 2312.1 Structural Floor Sheathing. Structural floor sheathing shall be designed in accordance with the general provisions of this code and the special provisions in this section. Sheathing used as subflooring shall be designed to support all loads specified in this code and shall be capable of supporting con- centrated loads of not less than 300 pounds (1334 N) without fail- ure. The concentrated load shall be applied by a loaded disc, 3 inches (76 mm) or smaller in diameter. Flooring, including the finish floor, underlayment and subfloor, where used, shall meet the following requirements: 1. Deflection under uniform design load limited to 1 /360 of the span between supporting joists or beams. 2. Deflection of flooring relative to joists under a 1 -inch- diameter (25 mm) concentrated load of 200 pounds (890 N) lim- ited to 0.125 inch (3.2 mm) ur less when loaded midway between 2 -278 1997 UNIFORM BUILDING E supporting joists or beams not over 24 inches (610 mm) on center and 1 /360 of the span for spans over 24 inches (610 mm). Floor sheathing conforming to the provisions of Table 23- II -D -1, 23- II -D -2, 23- 11 -E -1, 23- 1I -F -1 or 23- I1-F -2 shall be de med to meet th equirem i is of this se on. 2312. Structural Roof Sheathing. Structura roof sheathing shall be designed in accordance with the general provisions of this code and the special provisions in this section. Structural roof sheathing shall be designed to support all loads specified in this code and shall be capable of supporting concentrated loads of not less than 300 pounds (1334 N) without failure. The concentrated load shall be applied - by a loaded disc, 3 inches (76 mm) or smaller in diameter. Structural roof sheathing shall meet the following re- quirement: 1. Deflection under uniform design live and dead load limited to 1/180 of the span between supporting rafters or beams and 1 /240 nder live load only. Roof sheathing conforming to the provisions of Tables 23- II -D -1 and 23- II -D -2 or 23- I1 -E -1 and 23- I1 -E -2 shall be eemed to meet the requirements of this section. Wood structural panel roof sheathing shall be bonded by inter- mediate or exterior glue. Wood structural panel roof sheathing ex- posed on the underside shall be bonded with exterior glue. SECTION 2313 — MECHANICALLY ' ' ATED FLOORS AND DECKS A laminated lumber floor or deck built up of wood members set on edge, when meeting the following requirements, may be designed as a solid floor or roof deck of the same thickness, and continuous spans may be designed on the basis of the full cross section using the simple span moment coefficient. Nail length shall not be less than two and one -half times the net thickness of each lamination. When deck supports are 4 feet (1219 mm) on center or less, side nails shall be spaced not more than 30 inches (762 mm) on center and staggered one third of the spac- ing in adjacent laminations. When supports are spaced more than 4 feet, (1219 mm) on center, side nails shall be spaced not more than 18 inches (457 mm) on center alternately near top and bottom edges, and also staggered one third of the spacing in adjacent lami- nations. Two side nails shall be used at each end of butt - jointed pieces. Laminations shall be toenailed to supports with 20d or larger common nails. When the supports are 4 feet (1219 mm) on center or less, alternate laminations shall be toenailed to alternate sup- ports; when supports are spaced more than 4 feet (1219 mm) on center, alternate laminations shall be toenailed to every support. A single -span deck shall have all laminations full length. A continuous deck of two spans shall not have more than every fourth lamination spliced within quarter points adjoining sup- ports. Joints shall be closely butted over supports or staggered across the deck but within the adjoining quarter spans. No lamination shall be spliced more than twice in any span. SECTION 2314 — POST CONNECTIONS Where post and beam or girder construction is used, the design shall he in accordance with the provisions of this code. Positive connection shall be provided to ensure against uplift and lateral displacement. • • . , , - •• ' , ' , • • . Fax Transmittal PRINCIPALS: GEOFFREY HODSDON, SF.. • • ALLAN E. BESSETTE, S E, GEORGE J. LINDSAY, P.C. • SEAN M. COMFORT, P.E. PAUL S. McCORMIGK, P.E, S.E.. ASSOCIATES: DANIEL S. BOOTH, P.E., S.E. • JAMES R. CARLSEN, P5. DOREEN S. GAVIN, P5. • THOMAS R. P.E.. S.E. LEN ZIGKLER. MCP, ALSA • , „ ' • •.• .• • • . 'ro: .Toe Orr ' Opus Northwest LLC 200 - 112" Avenue NE, Suite 205 Bellevue, WA 98004 A CIVIL & STRUcTUR AL ENGINEERS PLANNERS Fax No.: Site: 425-251-5759 Phone No Site 425-251-1512 WE ARE FAXING ( 1 ) Sheets including the cover sheet. A hard copy will 0 will not E] be sent. TFIE,SE ARE TRANSMITTED: 0 For review and comment :0 Approved as rioted El For your use El As requested El • For approvai REMARKS: Joe, Gary Chittenden from Stellar Structures contacted the American Plywood.Association-about-loadliinits for - - single span plywood. APA's Technical Note #Q225, dated January 1992, shows their way to calculate the single span plywood load capacity. I've checked the calculation and 15/32" APA rated 32/16 OSB sheath strength axis single spanning 24" will work for the 25 psf snow load for, this area. Gary says that the additional stiffener has already been installed. Please pass this information on to the building inspector for future reference. If you have any questions, please let me know. Larry 1-figgins Design Engineer CC Wayne Eddy S Date:. November 6, 1998 Project No.: 97338.20 Task 21 Project Name: Cascade Bldgs A and B Regarding: RFI #72 revised blocking \ COMPAQ_NTSERVEH \NTSEFI_K \ SE \ YR 897197338\338FAx39.00c 2215 NORTH 30TH STRErr, SUITE 300 TACOMA, WA 98403 PH: (206) 383-2422 FAX: (206) 383-2572 A1 A µ:Q r)NST RIJGT1gN: > 1`l`N .f SOU f l ff1ENTER 001.1Lf VAR[ 1I.JKW1LA, ;,WASHING f ON ;98188'` f11i fertif7c.aif:: 7 ; � I���3u c�t.f ' yen1 fy't;hat tie 1,imfg of I Ssuar � ce the <,t,r irtur f� r! f' ��c.r i faE� 1 c)w; hat„ 11$ssed. � f 1 nFa 1 bu..I TcJ :trig r) I �a pe I on' • E3lr1C Wa: :: iri .f,Umi)1`7dr1C3E- w i .t hE V dr.. iau�� or: r. rl rlf.c�s Of 1 ih (1, 1 , , • 14 .re qu t, rrlc thc'' 61.1'1,1d 7 riq Cori r uc..i ion or � u��f; for Fan urioccup cJ bu 1'Cl t r►c� zh f' 1 1 f YPf C* . 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F:lny other p e rson that h 1 y''.0 :f:rti f ic)utf.: 'eV i donee f,k, atr ic`t compliance e r w;i:1 Pi each and v eer' y . 'inF� Ur c! ICf3' or`':regulFat ion of : he Cl i,y `.the Sate ui f .i:r%cJ the construe on or Use 'o f 9s� i d struc tue : or .the 1 arlcJ - tinted.. . uNc)n wra i c.h i . i s s 1, � S r h <.C)tti {i:.1 f r rlc e .i s the r eSponIs 1 b i 1 1 ty of �' r' the. • 'arid /0r occupants of the struc tur (1 . , INSPECTION RE '')RD' Retain a copy wit erthit INSPEC ION NO PERMIT NO CITY OF TUKWILA BUILDING DIVISION 6300'SouthcentetiBlvd. #100, Tukwila, WA 98188 j (206) 431-3670 Type of inspeMS s Project Address:1 ti c 0 4501 1 Or called: Special instructions: - Date wanted: it • COMMENTS: Inspector: Date: _Ii AL r Corrections required prior to aPproval.. •.. l I $42.09,, EffiSPECTION FE RUM RED. Prior to Inspection, fee must be paid at 6300 Southcentei Blvd., Suite 100. Call to schedule reinspection. Receipt No.: ' Date: COY ' OF . A1KINILA BUILDING DIVIBIOW Approved per applicable codes. 6300 SoUthcanter Blvd., #100, Tukwila, WA 98168 PERMIT NO. �� G\ (QO4�1 ,-- ' Corrections maquhedpd6o� . approval. ^ ` ' REINSPECTIOVFEE REQUIRED. , to inspection, fee must bepa�atG3OOSou�cwnb�8�d.8u8e oat Schedule , | Receipt No.: • '� � MiarguagMT COMMENTS: % CITY OF TUKWILA BUILDING DIVISION • 6300 Southcenter Blvd., #100; Tukwila, WA .98188 PERMIT NO. (206) 431 -3670 . Projec a Type of inspection: ]� ©ur i4ddr 5 . f- G f � `� bate called: Special instructions: L Date wanted: ( t� r 3� p.m. r Requester: c �.Q va a 1� J ° ( � • .q i Phone No.: r_ \ (�/�/ ` L♦ �� iV ` V `�'fY/ f q T Corrections required prior to approval. Inspector: Receipt No.: " � 4 I Date: 7 hi $42.00 REINSPECTIONCI4 REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: \ k .INSPECTION, RE D` Retain a copy rrnii INS •N NO PERMIT NO. CITY OF TUKWILA : BUILDING DIVISION 6300 Southcenter BI 6 DO ukwiia, WA= 98188 (206 431 -3670 Ty a of insp Ion: � u�CK u etc �Tc1i- 5 �cx�f Projec e ester: Approved per applicable codes.. ] Corrections required prior to approval. ;COMMENTS• Date: 3 $42.00 REINSPECTIO 'FEE RE " IRED, Prior to inspection, fee must be paid at 6300 Southcenter. Blvd., Suite 100. Call to schedule reinspectiori. I Receipt No.: ate: Project G � GG .{L� � j Type of inspection: / �1lI�J� G'/ftQ� / A e s r) : F Date called: Special instructions: � / :. �f Date wanted: Requester: Phone N t75 -2s ' /S INSPECTION RE Retain a copy wit NN •.. CITY OF TUKWILA BUILDING DIVISION 6300 :Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes: (206) 431 -3670 Corrections required prior to approval. COMMENTS: $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No.: Date: INSPECTION RECO Retain a copy with p INSPECTION NO. -. •r;- ., CITY OF-`TUKWILA BUILDING DIVISION 6300 Southcenter. Blvd:; #100, Tukwila, WA 98188 Project: -e If 6 ;Address: Special. instructions: Type of inspection: Date called: /7 /S0 Date wanted: a.m. p.m. 9 it Requester: A ziehti Phone No.: COMMENTS: :2) Iy I . 1 s i F Approved per applicable codes: Receipt No.: f P � IT� (206) 431 -3670 Corrections required prior to approval. InsActor: ' -r; Date: 0 Safi Q REINSPECTION FEE REQUIRED. Prior to Insp ction, fee must be pa'fd'at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Pr ect: §(� A cc. Type of inspeOtiorITM Address. 4(.. C n Date called: I .-'X--c" Special instructions: \7 t - t.:c r (Et- A ( U" Date wanted: • . :: a.m. —gm. Requester: Phone No.' I INSPE N INSPECTION RED Retain a copy witti CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 Ins Approved per applicable codes. actor: ate: 441-A Air. -4 .41 /F 11.■ v PERMIT NO. (206) 431 -3670 Corrections required prior to approval. COMMENTS: R 1. Caw., , LA ,o1 „..” $42.00 REINSPECTI' N FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No,: Date: INSPECTION RECO Retain a copy with pe INSPECTION NO. CITY OF TUKWILA BUILDING' DIVISION 6300 Southcenter: Bl vd . ; #100, Tukwila, WA 98188 Inspector: 1 "Approved per applicable codes. Receipt No.: G • (206) 1-3670 Special instructions Type of inspection: L Date called: / Date wanted: wanted. ! / 4 4 7 Requester a.m. p.m. Phone No.: Corrections required prior to approval. COMMENTS: a pf(J •;q (/ ci kuivA / Date: $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100, Call to schedule reinspection. Date: INSPECTION' RECD Retain a copy With INSPECTION NO CITY OF TUKWILA BUILDING ,DIVISION 6300 Southcenter Blvd:, #100; Tukwila, WA 98188. Approved per codes. 0:431 - 3670 Type of inspection: Date called: Project: .. Address: Special instructions: CJ Date wanted: a.m. i p.m. (,D Requester � Phone No.: Corrections required prior to approval: COMMENTS: ( °Ab &a ofc VR { Date: I In 4tor: $ kItIINSPECTION FEE REQUIRED.. Prior to inspection, fee must be p t 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Project: n ci US Typ of inspection: h burial blocks dron e' ' Address:, La!Ca A ve., off W Vall te called: �y chmesl �C 0 60 1° Service- Special instructions: J Date wanted: a.m. 9 S Requester 1; Op Phone No.: /206 396 "/.8/6 tt INSPECTION RECO Retain a copy with pe INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter. Blvd:, #100, Tukwila, WA 98188 Approved per applicable codes. 1 -3670 Corrections required prior to approval. COMMENTS: L f $42.00 REINSPECTION FEE REQUIRED. Prior to Inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: t' , Type of inspection: Address: ( � Date called: � /56 Special instructions: Date wanted: �� 3/ q a.m. P.m. Requ e ter• Phone No.: COMMENTS: RMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd:, #100; Tukwil� WA 98188 ApproV'ed.per applicable codes. I Inspector: INSPECTION RECORD Retain a copy with per Corrections: required prior to approval. Date: eigioT) (206)'"431 -3670 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION RECORD Retain a copy with; per INSPECTION NO � � PERMIT NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter. Blvd., #10 ukwila, WA 98188 (2 431 -3670 Type of inspection: P ro'ect: Address: Special instructions: a.m. p.m. Approved Per applicable codes. COMMENTS: Corrections required prior to approval. Inspector: Date: $42.00 REINSPECTION FEE REQUIRED. Prior to Inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection, Receipt No.: Date: INSPECTION REC Retain a copy with INSPECTION NO PE RMIT NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter. Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. I Receipt No.; 058-coc f (206431 -3670 • Project: �cca c(e :. 8%/ Special instructions:: Type of inspection: Date called: Date wanted: a.m. P.m. Requester: Phone No.: Corrections required prior to approval. COMMENTS: 1 $42,00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: INSP R RD. Retain a copy witrmit INSPECTION NO. ...; .. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd:, #100, Tukwila, WA 98188 Date wanted: COMMENTS: Inspector: Corrections required prior to approval: Date: PERMIT NO. (206) •.431 -3670 [1 $42.0 REINSPECTIO 'FEE REQUIRED: .Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. COMMENTS: Project: h A. Ad•r =ss:. ( s pecia - instructions: eitd, - JO Type -of inspe Requester: Phone No.: INSPECTION N CITY OF TUKWILA BUILDING DIVISION 6300. Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. Date: PERMIT NO. (206) 431 -3670 $42.00 REINSPECTION E REQ IRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No.: Date: Fireproofing Aggregates Shotcrete' Concrete Masonry Asphalt Ro P i . I i n g .. S t e e l S I s W o o ;..d File: 98 -292 Dave Larson City of Tukwila Building Department ' 6300 Southcenter Blvd. Tukwila, WA ' 98188 Project: . Glacier /Cascade Address: Glacier Permit No' ; Bldg. A WirdraREVISED Bldg, B D98 -0040 REVISED A.A.R. TESTING LABORATORY, INC. CONSTRUCTION INSPECTION AND MATERIAL TESTING ' NATIONALLY ACCREDITED LABORATORY ti This is to advise you that special inspections are completed on the above referenced project. The following inspections were required ' and copies of all inspection reports have already been forwarded to you. Reinforced concrete Structural steel erection -on site welding Panel'grouting To the best of our knowledge all work inspected conformed to Tukwila Building Department approved plans, specifications, UBC and related codes and/or verbal or written instructions from the Engineer of Record. Our final inspection report is dated 1 -6 -98, number 19954, copy attached. Sincerely, A.A.R. TESTING LABORATORY, INC, Kimberle Anderson President cc: Opus Northwest LLC, Wayne Eddy REVISED FINAL az6d1,45,n) Tel: 881 -5812 Fax 881 -5441 • P.O. Box 2523, Redmond, WA 98073 FIELD RE PORT'f ; i ' „ "Field .. 99 Cascade Bldg A. This report is a recap of an inspection for installation of seismic straps field welding and epoxy anchor bolts /expansion bolts. All installation per approved plan and details shown as S3.0314,,7 &9. A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881 - 5441 Job No ;' `. -98 -292 Project{ S Glacier / Cascade Add ;: 6540 S. Glacier pi ; ;Tukwila Pemlit Nu $ . Bldg A D98 -0041 Engineer ' ' AHBL 1 . , CLIENT OPUS Northwest LLC : ATT N � - Wayne Eddy . ADDRESS _ Ave. S.E. #300 Bellevue, WA 98005 P.,lysicai Site Inspection Report Date: 1/6/99 Inspector: M.Jeong Job Time: Date Mailed: 1/15/99 Reviewer: M.Jeong Air Temperature: Inspection'. Performed ' . . Cascade Bldg A. This report is a recap of an inspection for installation of seismic straps field welding and epoxy anchor bolts /expansion bolts. All installation per approved plan and details shown as S3.0314,,7 &9. Copies To: BuIldingDepartgwpt :: ,•.:''''GC]',Enpinoar, ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R, TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN, Fireproofing Aggregates 1. Shotcrete • Concrete. Masonry Asph.alt R o-o fing Pi '1. i .n g • S o i .1s December 23, 1998 File: 98-292 City of Tukwila Building Department i 6300 Southcenter Blvd. Tukwila, WA 98188 Project: Glacier/Cascade • ter Bldg. A D98-0040 Bldg. BitiMaiitt This is to advise you that special inspections are completed on the above referenced project. following inspections were required and copies of all inspection reports have already forwarded to you. 1. Reinforced concrete 2. Structural steel erection-on site welding 3. Panel grouting • Sincerely, A.A.R. TESTING LABORATORY, INC. Kimberle Anderson President e C I A iv ( f cc: Opus Northwest LLC-Wayne Eddy, copy faxed to jobsite Tel: 881 Fax 881 • P. 0. Box 2523, Redmond, WA 98073 A.A.R. TESTING LABORATORY, INC. CONSTRUCTION INSPECTION AND MATERIAL TESTING NATIONALLY ACCREDITED LABORATORY Fiejem ate 2 9 1998 OMMUNITY ELCIPA/eNT The been • To the best of our knowledge all work inspected conformed to Tukwila Building Department approved plans, specifications, UBC and related codes and/or verbal or written instructions from the Engineer of Record. frt,A.se Bellevue, WA 98005 FI ELD: REPORT;: Field. Report Nuntti r 199501 A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 ' Phone: (425) 881 -5812 REDMOND, WA 98073 FAX: (425) 881 - 5441 CLIENT OPUS Northwest LLC ATTN Wayne Eddy. ADDRESS 915 118th Ave. S.E. #300 pig Building Department Engineer fs Job No. Protect Address CI Tukwila Permit Number: Bldg A D98 -0041 Engineer AHBL Inspector: M.Jeong Reviewer: T.Maddock Inspection Performed Job Time: Air Temperature: lrs Report Date: 12/23/98 Date Mailed: 1/15/98 (Visually inspected field welding performance of retrofit as girder connection to wall embed at grid L5. Observed all ;work adequate per_RFI dated 12 /16/98. Welding conducted by Wabo certified welder using E70 series electordes. ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY. OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF. A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. Physical Site Inspection Report Date: 11/4/98 Inspector: G.E.Young Job Time 1500 Date Mailed: 11/13/98 Reviewer: M.Jeong Air Temperature: 56 ! Inspection Performed - Reinspected tilt-up wall panels #2,3,10,11,12,13,14,15,16,17,18,19,20,21,22,23,24,25,26,27,28,29,30,31,32,33,34,36,37,44,49,50,52,53*,56,58,72 !,&73 for reinforcing steel. *p #53 is missing one #5 vert. At right side of the door and #2 ties. There are to be fixed immediately prior to placement of concrete. Otherwise, all work conforms to the approved drawings. FIELD REPORT Meld Repo A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 CLIENT OPUS Northwest LLC ATTN. • Wayne Eddy ADDRESS 200 112th Ave NE #205 : Bellevue, WA 98004 Copies To: I [0 Building Department tl Engineer Job No. 98-292 Project Glacier / Cascade Address 6540 S. Glacier City Tukwila Permit Number: Bldg A 098-0040 Bldg. Engineer AHBL 1: ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R, TESTING LABORATORY, INC, REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN, Number: 18775 A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881 - 5812 REDMOND, WA 98073 FAX (425) 881 = 5441 Report Date: 10/29/98 Inspector: GARY E.YOUN Job Time: Date Mailed: • 11/6/98 Reviewer: M.JEONG Air Temperature: : ?...�.�.......... y :...,?.....,....r.r. r. ?......<... {. .,;ter' >: > •::•• - r:. >.r >::• >:: }•r:::•tr }::.rr. I. }.x ?•.v $• , v• }, ,... .. { •rp + .. ;..:::.: •.i•a:'3:• }riv..,.. .:.: .,,v:r•.v } }:. �y }::... }.:a . • ?: { } }iiS' { }i'r' { } }ipi +,r :: ?a::: n:;. ) .: x:....., .a.:....l.vr.:t•.tra :v i�ti },.r ;.: ?.f..:i \ }'• { ';i , A•: \:•: ..1. n, .... r....., �'a V�•:: w:••:r' { >Or:: +v ::: }..:.v.: :::.::: r.. ti >: J: ?.:::' :.. :: {: ...tvr.:v v::::: • }.;,.. ...:. x. va:: r: +:.... :......: m:•.v ::..v; ?•:v: ? }.. ,n'O},'.; .n: :. ....: :: :, .:::::x .......... ...v: n;;.}aa::. . }nv •...... k:'ix: A: •xv1:v: v.:.: � a: %•'irxv. '•x • :: r:.v., • t::.::.v.. .,.: rr....1,. �.:: K.:: r: nv: n ,.xr: x.:$,..:..,v.i...:.nv: �}}::: r::.»vf,.}: x:.v; �,::..:....:. n:; + f.........,........., .... \.... n ..: .....:...::..:...:......:... n :............ .. \:......: _... { {... f..r iii:::$ �i i } I Inspected Glacier Building tilt =up wall panel reinforcing steel as follows: type A panels #14,15,16 ,17,18,21,21,22;23,31,32,34,72 &73. Resteel in "field" is O.K._ but all panels missing :: #7 -A706 steel verticals'at edged. Panel #19 is ditto the above plus missing #5 diagonals at top door corners. I. -type A panels #10 &11 should be 7 1/4" thick -not 5 1/2" as formed. These panels also require a -706 edge ;steel -type M2 panels #25 &26 are O.K. panel #24 has unevenly spaced #8 verticals at left (south) - should be 3" : ;spacing: Panels #28 &29 have only 147 vertical at each side instead of required 248:bars. All M2 panels ;missing cord steel. -type M4 panels #27 &30 ditto missing 2 #8 bars at edges & no cord steel: type''L' #33 changed to 7 1/4" from 5 1/2 thick. Resteel stays same and is O.K. ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY.OF THE CLIENT AND A.A.R, TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R, TESTING • LABORATORY, INC. IS STRICTLY FORBIDDEN. Report 10/28/98 Date Mailed: .:11 /6/98 '•�:,}. ,.y$ \ {. ... Sri .'k,iw:{'T:a::::y •. {,v, }:6:a ?:. } .. 5 .: ;{{ \!v. vr: �vi: . I � Inspector: GARY E YOUN Job Time: 4:30 Reviewer: M. JEONG 4: •':JnMr. t +. ?. . \.,Y,:.,......., .... ....r ,...... »:..... ... v:.. .. ... .. rT'tr 'i:j <• }:iii: t .... .nS: { {.};•i: <.::':'4 } ? }v. } }: '.Y'W';' { ?';'•:4; { :' :'• }'•: i...... \r' .. : }F r ..,i !..4 ............... �v::; r n:: .\:. ii:.4:.:: ::. .!.:SS < }, ty 4 :::4l::, :a }:<: : {:•.:.: :::.:..: ::: 'Yv:n n :{.. ^ }:'.r }:;•Y;; }.n.v. };. .. J....::: .:., wS:. y .: } ::: }Rt` } y:. ^ {r :.. }: ?ii'.; :.:. ...{.. •:: r: ., .; .t..:l. r... ,,t {•• { : v :J'ry; }}':. >.. .5::,.. {. }:£•v �'?: it v:::::'$Rji�ti } •: x: .: J.......... :: ... }•:.yv:t• }: {..x .. {•:.y�.}• .. ir.:•.:::: nv• .`{}.. \, . Y+.{}' 4: F; ,•.:;r,F Qh,vr.:{...,..:...,Aa:A : {:+.v: •u.. n:.:i.. .jj (,,!'�tM •::i } . W "• }$:a }iS•:. }::!.{• ::;:• : ...::. :.:::: i: yr v: ;•v ?: n:U:<: i {. \n:S . }. ;)... :::::::,;. „•:;; 4...:ve rv: m.• v+: iQ::+. tY� ?. };.a,!?Y }S }!.F[��uY :��TSY>�{ ��••�� :.: :•T ^: {i +{+ i!v:•.in:{:. :: ✓r0. n:, ::. } }:•1.•: i}::.:.v v:. .....:...:4.v r.:v:::•tt }. }� } ?.: '•: }:• }' \..:5 ...............: •:......,... .:., ..:........, .... ..... .. [!.......... ......��f.:1i.4gr�.:v: i :r; r. }:: <i:............ n.S.:.. S...: : } } }} .,, :i•htv.+ v: �... i.......,...... n...... r .............. .........:.....:.....::........ \.:.:..... r.n.r.: ..... . ......n ..; •.:....:, . r....•:... v....:•:........•,:. . } }}}: ^ m}w::; h { {v.::: > .: i': 4ir::}::}: J:{ i_ ::::Z;:h%. }:!. }Y. {v::...•.:.... n.. 048.; is fiti s ' Air Temperature: 58 Inspected reinforcing steel for slab closure strips at building "B” as follows: line grids line - grids J • 1 -4. G.1 1 -2 E.1 1 -2 D.1 1 -2 Al .. 1 -2 _ ,. A 1 -2 2 E.1 -G+ Other areas were not ready yet and are to be inspected by the concrete placement inspector. With the exception of steel -to- subgrade clearances(which will be corrected), all resteel placement conforms with the approved plans and applicable codes. i }`i':K `S. }::5:,` }. ^.•.,::$ <iS' ;;; ?i; iS nSS }S: {S}S:R;'.ti ". %SSSii: ?': >':: ^:ti:Si %:;:tii�i{ 5 <y;•% }2aS::;: {: ...t < :;rv:,{a v.v.,d:,. +•; :.,5,...Lv:a, :4•. } { {:.:5... }: :5.. :.::: S::w :. •2•P it { ?.'`;Y.: {:SSS:::, •:. �: it<:.,ti• N;•.;: SS:'•::}.:' s•: v: iS`> kr.:::::`:SS.•:S•;}:•.'::• ix.:S: �.•.,:tS: Y••::: e•::.: i:�::i.:::y`•;.: ::?:t•}:r a ., { ..r?::•, r ., }. r%•£i +�..;:b: ,,,.,. ;:::. .. : ,, ; .. >,.in a..t•. .; 5. .t.,{,, +;{:^Gk:: ��♦/ 'kia • }:r;}:;i?Y$: r r. }}... ...i. •. ; {v`!. sSi:t'i:S!: +i4{:, }ti: • {• :• }:•:: {.; .; .. R.:. v l'.k'• : :::} . ::.1:... ,,.; .};• i ���j1��I�1. a {:.•l.:tx.�$i •: • <.Y t�i:ti•., { }f!a.v .. }.. ,:;hfi:: ..: ;.}?. }:.r :C?i :.•..,v, tiv+:::: .${� . •r.•.•:::•.•�.•.•:; ••.:•:...,,:. •5.:.. :.: Sk+Y :`4 ?:'{•f: 2}: r••Fa'.\ �t'»•).r:..{?s,. r •,� {.: { r. .rr .. ..:....,}} t... �: �:,,• r.. isY.?: 5,.::.:S: t•?:•. t:. :.:•.......:.ar?:: {•..::.t:.... .:.,.{ >•t.,:....,a. t � ,i },: >.•:....)., :• A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 Phone: (425) 881- 5812 FAX: • (425) 881- 5441 OPUS Northwest LLC Wayne Eddy '3200112th Ave NE #205 1 Bellevue, WA 98004 98-292 <ix •• Glacier / Cascade 8540 S. Glacier i Tukwila :!Bldg A 098 -0040 > AHBL Bldg. B98-004? ol5 ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC, IS STRICTLY FORBIDDEN. ID # Test Date Field Cure Age Days 'Size Inch Area Sq In Weight Lbs Max Load Lbs I Strength PSI Set # 11885 11/2/98 71 6X121 28.271 0 765601 2710 i f 11886 11/23/98' ' 281 6X121 28.271 0 I 0 i f 11887 11/23/98 281 6)(121 28.271 0 I 0 11 A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 ':ilOPUS Northwest LLC :Wayne Eddy N.400 :200 112th Ave NE #205 ........ ..................... ...................... ........................ ....................... .......................... WA 98004 terraI .... 0 Permit . :911-292 Glacier / Cascade :6540 S. Glacier iTukwila Bldg A 098-0040 Bldg. B 98-0041 , A)-IBL Report Date 10/26/98 Inspection Type: Reinforced Concrete Location: Footings ' Glacier building: footing: footings & grade beams: W. wall line, G-L(lincluding grade beam on J.5 line, G-5.5); L line, 5-3.5 Resteel was properly installed in accordance. Supplier Miles S & G Plant #: 1 Yards placed: 40 Coarse Aggregate: 1400 Design (F'C) @ 28: 3000 Coarse Aggregate: 575 Truck Number: 725 Sand: 1380 Yield Unit Weight: 0 Ticket Number 437873 Fly Ash: 90 Slump Inches: 4.5 Job Mix? No Water 32 Slump Specification: 4+-1 Mix Number 18300L Water Added: Air Percentage: 0 Cement Type: 1-11 Air Entrain: Air Specification: Cement: 360 Admixture: Type of Material: Concrete Job Time: 7:49:00 AM Air Temperature: 59 Material Temperature 60 Conforming to Plan? YES Explain if "No": Inspector J.GRAHAM Reviewer Test Strerig • Tested Per Conforms Y/N: Compressive Y/N: Yes ASTM C39 Cast Date: 10/26/98 Fracture Type: (If "Other, than Cone.) Tested By: T.HALL Reviewed By: J.HICKS • • ,• • ......... • .... • .. ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. ID # I Test Date I Field Cure J Age Days (Size InchjArea Sq In' Weight Lbs I Max Load Lbs I Strength PSI Set # E 117711 10/30/981 71 6X121 28.271 0 821801 2910 1I 117721 11/20/981, r 281 6X12 28.271 01 ; 0J 1 117731 11/20/981 I 281 6X12 28.271 01 I 01 11 A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 CLIF.I}R's;'OPUS Northwest LLC Wayne Eddy ..:200 112th Ave NE #205 Bellevue, WA 98004 Report Date 10/23/98 Inspection Type: Reinforced Concrete Location: Footings & Grade Beams Glacier Building; wall footings & grade beams. A line, 9 -10; W.wall line, A -6 (including grade beam on F, 7.5 -8.9) Resteel was properly installed, in accordance with approved plants & revisions by engineer Larry Higgins. Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 10:30:00 AM 56 62 0 4 4 + -1 0 Supplier: Yards placed: Design (F'C) @ 28: Truck Number: Ticket Number: Job Mix? Mix Number: Cement Type: Cement: Miles S & G Plant #: 1 80 3000 101 437684 No 18300L 1 360 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water: Water Added: Air Entrain: Admixture: 1400 575 1380 90 32 Conforming to Plan? YES Explain if "No ": Inspector: J.GRAHAM Reviewer: .Stirengt Tested Per: Conforms YIN: Compressive Y /N: ASTM C39 Yes Cast Date: 10/23/98 Fracture Type: (If "Other", than Cone.) Tested By: T.HALL Reviewed By: J,HICK: eslt Resat Date Mailed: 1116/98 • p :Glacier I Cascade ;6540 S. Glacier «Tukwila :Bldg A 098 -0040 Bldg. B 98 -0041 'sAHBL ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. t A.A.R. TESTING: LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881 -5441 , • 2 : ,k• .aas . •: • • ..s •, :.,:• Y.• ,. .k, .......t.: X.f:;kv;.2:a:• :. }.; }•:. ... r....G,..r .: } ...,.,. ggi • }A , kr:o-•:••'•xtaxsY•r i.:in: :f: k }:5.:.it •: i , }:r.; : :: ..x :. x: • : r}VS$ >:t •y } , sf % : ". • •, y , , f: .i }j : <;i trh:v } ...�: :t v�{Y. yr. ri. �4 /.: k.:�3•. •• �.} f�2'•;}?;r • ti k: :�' { r ~. ' ;•. t? •:;. � o 'Yr •• ?:;f v •:.:k'kt�:? i': ^.. s >•'4 ,.',w t �c � • x;:\ g f•„ G ri' f ;' Y: a�:? t v , ':•.'•;rYx • . ~ '• � f•.• ' , rr.;.;h � r }; f 6. Y/ SryW..,• 1M1�:.''.,•:., ' • s. <.::: • >..... 'k, •S G.ryG5 ,,t +., .}r:3 ., ,. ;,. }... ::'..` ,•t'• •?• }. L.ti<�Mf�{: •:, '• \;<kr,: y..: .Ills 'f ,..:..• r..:..,.,.. rra>.,.{{. v. 3:. l f.. ..r.. ..b..r}.,.....,r..s...:r•. f.,,.,. l...af...:.,t ,wrd`•f...• }:.., }..,wi'.o : r:S, �.Fa+.,:,4.:,.::.k ::: �:: .,,•.:.,L.,:::.•.::.:>: .• f: •:f: :.. f . 'L: '�` � � S�} X' ice. •. RI�:�i1s• Report Date; . 10/22/98 Date Mailed: 11/6/98 , �• nv >.vr y jY:: fn• ,na n}. k•..} ..: ....,. .r. na.sfi'v' .rnaty 4'wt�i�u "�} is4k .'• >:;•:::�:k:: }� }, $:::;v. f. n' Lkki:{ 4YY..;} 4r•>: :i�fy : } }<•r..y::.:•:: •. Inspector: J.GRAHAM Job Time: 16:00 Reviewer: M.JEONG Air Temperature: 70 ;'• }\•'.f:: }ri: } ;:.}: f'.•:.?; f.}}}}: ;•rv;y },v,S.Y::Y:n } :.:••:yy: } } : Y•: v }.j' •�:;;:..n.^� ;c.+ •rrrf..f....t:...:.,: 'i % :}:•X.y;} }:::f; >. :n.:, {.: .: rv:%. fk, i 'iiin {v :,v, ; r T;. , ,t { ^ { ; { ?y }: } \i: \tx Yii } 5 4 .:�f +:'v'i: >.... ..v :n:t•}•: ff: nk.:: r:: .:: \;v,..i.n:Y, }:v:f. }.: x: ;;•, + ::. :': t^ : r r}..... r ..... y....... ti ..:n....n ...:..........':,. ,4, {}.ikin:LL[•`.. }}n; }i:• Inspected the resteel for the wall footings & grade beams for the glacier building as follows: A line, 6 -9; W. wall footing & grade beams, from A -F. Resteel was properly installed, in accordance with approved plans, & engineer approved details, with.the following exceptions: Grade beams along C line & F line were still missing bands & will be installed later: Many areas "stellneedd adjustments to achieve proper clearance. Contractor was notified of these things � Yf" } +y �... }ifs 2;,� -. f -.... - - -- } - .�; :;•k' } <k•.:•:f ?G•:s :•�};� } <; .. :�;, ;: s..:r... } :.r:: � t.. : v ?f;..:..x}• }:.Y:}; r•.:r::: ;:.:.;:�~!i2•'. <:::... . .,. , ;t >si.' +kt ^,f^: } } } ?LS: ?.;�:i t:;::fsi: y"' s: 8 :> iv;.,.}};:: isf:`. v? ::v.::t•�,•k, •.sk:.:4• ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. R. TESTING LABORATORY, INC: • BOX 2523 Phone. (425) 881 -5812 EDMOND, WA 98073 FAX (425) 881- 5441 ^ ;�S;;sK: S;.;•`.fi r?,tif;: {:� :::: r::}, .<d:.tiY }'.•S {: }.' .5{.2'•• > {:5:. {t >:;.• t r; {; ?S•{ :L S Fi Y .. • .r}xy } } >: .: ,.:• ;•;;,,•:.., {.}::•.;.;:. yyr:{.x. +:•;•}::;;;5 '; ••5:.•: • u•}•:, y. r yy. �:; . .:;:.::;r••::..'.x�•:f }>:4 }:. •:: {a4 }:; :• r: : y,...r,;. rr.; 5 . y, � 4 , t;E•`:£ q '; r;; i,: L'; K:{ y4.:. y.; s. s. 4tt•' 4t;{} r{}. �f?+..: ,a «• :. ..., {: •} : : } >�.., :i : Y:: };:.ri r;r:r ;: v. .: �::y5 S }f •::. `: 5:• t• + S}.'$+` 5 i.:•Fi ' h'{ 1 %i±tti iti:�4 }:: ;,,R::;•};1,.$ }� ST.rr:.:v:jS. ^. Y4.{ <fry :Y n0:4••. •v,; v,. 4 , .•S; { } }:• }:i4:{}{}:::}: ::�•?'•. , ;:?. 3x :'S.•: +.•R. }•:4S}.•k..,5.}::: •: J; '::5:f:a5}•v.. ; ::.3:.:.} ,a?S .•, , :;:r {. :•`.:;c•;} +' yy� .: ,•x .::.:.:..r.:, ..,rv.,....,: C: 3 3 }:4,: • .:::.t {.: iq.V�:: <;.::�:�:::vt }S:;'r',�:' if4�: 'i; {..q::} :�} :. {.,+.:.'•,}:..; : ;s:....,,. °•�:s },:: {:if .• �y.' ' .�I{�; .��1•.• • :., � :•...•.•.•.• • • ; .rr . . )F�1� 98.292 'Glacier ! Cascade 6540 S. Glacier Tukwila ;Bldg A 098-0040 Bldg. B 98 -0041 : AHBL { f:'f::::4: : f : /• }ri•;};•5:?:. }5 }r.a' { ?. }55 :1555 }:5;1:5'4•• :i:}::,:}•: � r... �: r::v •.:�.�.� ;. 'n: ,..y : :.f {•:f; {:.: ,;}M, {v {ni: {.;:., {. ? :} }}i. }.:.v �: f \ }: {:±41v � 1 '::v:, •.v :.:::: r.. /:...; ....•.,:.:n: .::. . ^., {. . :v,. \.: ..�4::•`,•.: { .: ?:C::i ... i.:.....}.. f. n.....::: Y..` 5:`: 4: {r. }: {!f(n::,.::::.: ::::.:•::.• 51u. m..x ::• }':: : {4,:w, " i,iKj4... .::}. \.: v:.�::::..w:.+ S:C .. 1 X.c,;a }5.si•: •::.•.' ;; ?;}. {:•5•:.5:,':• ;:;vfi'`••:':'`'.`• ?•.4; <•.`;:,r,;:::5 ;r3. .: RI�R...:?};; .:r. .; >.,,.;: :5: {.. r...:....t �::: ?5: :3:•4: Kr:: ??! { { ?S.: ?f:::.......•..:. n .:... .........:..... >........ 4,..! Si.{:{ f5.y is .{O:L:!r,::i: Il� ...:. .:•.. .:::' ::};•::: {.:: { / ?•:a::f } } }. { %.:{{: .. :.�.v:..:..v...::::..:•4::::: ; ?•. Report Date. '10120/98 Inspector: A.Wycoff Job Time: 14:40 Date Mailed: 11 /6/98 Reviewer: M.Jeong Air Temperature: 62 Welding Inspected panel to panel connections at buidlings A &B. All connection welds performed by WABO certified welder C.W. Garten. WDL#GARTECW 463CD and visually acceptable regarding size, length, and quality. Due to mislocated panel embeds panel Nos. 81,82,83 and 108,109 at building 'B' and panel Nos. , 68,69,70,71,74 and 30,31;32 at building 'A' are not yet Welded. All other panels acceptable. i Also inspected roof connections at building 'B'. Roof welds performed by WABO certified welder SCO 941443 and acceptable regarding size, length and quality: Exception are N -S joist to column plate connections are not ye welded Constractor, both Opus & Cronnover notified of nonconformance and reinspection required. kl�S is k ;kV ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC, IS STRICTLYFORBIDDEN. A.A.R TESTING:LABORATORY, INC. P 0. BOX 2523 Phone: (425) 881 -5812 REDMOND, WA 98073 FAX: (425) 881 - 5441 ' v: Q: a`•:?tinv: .n4 v \.r, „? , ........n •np}••.:v: nv• v: :.. { .i. T .Y�i•:• +ax's'.•. •. . :.: o'aa n•.:t ,: • n:. . . t . •:S•.Craa :: �' ? +. &5:, +. } $• }i' <cc } >ia: ,:M }:: >. ?<$r; •.:'•::.;•: ?v :Y•:::y > ?y ;::C :,. :n;. ;::?. j• ?.:;;:.:. +:.,. x?.: a:> � ?•::.: ?•£: <:. ::::.:: r:Y;.:• }.. ... :: u.;•:?•:;.; xr,•:>:.... a :;? %:• >::• ?i ?i•x•:;•$!ta:'•:•:: Report Date: 10 /20/98 Inspector: A.Wycoff Date Mailed: . 11/6/98 , Reviewer: ' M-Jeong .r'>• >:: ,?:.,:v S$$a'?” >: '$: 5j<:! C,+:? jiJr+ ii$': .::4::$ <jj•:::' "$R%$'':?'r'•. +, j: ;:'•:� +?: "j•':i:a' 'Qt:+'iy.:': ti' 3`a:;j: >i:. ?:'v':. > ?' ?$Y' <$$':: iy:;: y,; Y .; �. ?,.�., ; .,. , .;,.,.,�.. y . � . . t $j,, .Cj.: ,•:,+}.•,• „ r,. ::., <..., :;h :y 9♦ Fyi,::•. . q.;r..� }. . >�', >:yt r .R•,' n.$r,'^ Sax.r., .Y: \, ., )r$i. +`. ?r''iir.'• �n•.u;ih?.:',?a•C %, s¢'i { :: ? «i: +;t:•: r >,`� :XA,:r }r.' `;+? •�. { "s <tyy„ }i ; t•r: yr • :$:;}. $..:? .,�.,,. i :,.•'? :;?• 'F,:a + +•: +. +•: ", }.•Y•Pj'•,'::,T.:? ? S:;; ;��•:•`;`'; • P {:h ? ?�:8..•:h ?)..:• . :•.:;; .., +•v . .t, • fi x?: •. •:.: ?:•::. �. „•::, �<,•�::a:•> # � . §�i:.. �:. }�• :. �:• ns..•,,• x c.>:.: r:>$:>::•. %$$xzz•.a,rr•�;u,•,?�:,;.?r,..: •,< •::�•:,: ?,,,:jj3 }.R4'.lw.. �. `'? ; ar' w� 98.292 . •'. # { {Glacier / Cascade °.$ 8540 S. Glacier ' Tukwila •Bldg A 098 -0040 Bldg. ' 98-0041 AHBL K•x•ix: v: i:•:i: a' Y ?•:ai' :;a ':•:'.:: ?ax?ai•: :nx. •.:v:: , Job.Time: 14:40 Air Temperature: 62 ': $Ji':; �C:$::j; }:;::$: ;.., v. •. ? ?:ji�::;i:$li}y+;i: ^: •''^ :a�•: •: m•: 4: y } }r':}j$ Welding Inspected panel to panel connections at buidlings A &B. All connection welds performed by WABO certified welder C.W. Garten WDL#GARTECW 463CD and visually acceptable regarding size, length, and quality. Due to mislocated panel embeds panel Nos. 81,82,83 and 108,109 at building 'B' and panel Nos. 68,69,70,71,74 and 30,31,32 at building 'A' are not yet welded. All other panels acceptable. Also inspected roof connections at building 'B'. ,Roof welds performed by WABO certified welder SCO 941443 and acceptable regarding size, length and quality. Exception are N -S joist to column plate connections are not . yet welded. Constractor, both Opus & Cronnover notified of nonconformance and reinspection required. ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. • V 549yrtRIOPUS Northwest LLC ave'Kes 112th Ave NE #205 1 ,..:3ellevue, WA 98004 .R. TESTING LABORATORY, INC. .0. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX (425) 881- 5441 n::imoveopemmw:igitstaphys • 1: 1 "•••••••• riii?;:lagesammoossinnamoItele :Report Date:' • 10/18/98 Inspector E.F.Jones Job Time: . . Date Mailed: 11/6/98 , Reviewer M.Jeong Air Temperature: 0 -..:....,.. ..,,,,,..... . ..„. „..,,. .:::.,%,,,,,.... :.;.:.:,. s:...,-.,:,...; •••• ''•: ••••• '•::••: '' ' • • ^ ..." , • ...... " •••• ••• , , , .7 ":•:•:•:::::: X: :•:4:•:•:•: : : e:::::::A....Y.::' :::::,••••,:::: ....: e • • • !!'?•”*••• , :: ):::."''''''''''•:*'::'"%'''''' ':"'" ''''''''''''''''' '''''' . • Provided ongoing welding visual inspection of roof system structure @ Bldg. "B". Also, provided panel grouting • inspection © Bldg. "A". As well as structural erection ongoing roof structural erection was observed acceptable per approved dwgs. As well as applicable job specifications. Panel grouting was observed to be in conformance w/ job specifications and no voids were present. Samples of grout taken from pump end. ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING, LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. FIELD / MATERIAL TEST Rr ORT ASTM: C 72, C1019, C780 ;aterial Report Number: 7971 Material Data Job No. 98 -292 Project Glacier /Cascade Address 6540 S. Glacier a____ City CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 200 112th Ave NE #205 Bellevue, WA 98004 Type of Material: Concrete Supplier: Miles S & G Plant #: 3 Report Date: 10/10/98 Job Time: 8:45:00 AM Yards placed: 159 Coarse Aggregate: 1980 Air Temperature: 48 Design (PC) @ 28: 4000 Coarse Aggregate: 1 318x#4 Material Temperature 68 Truck Number: 736 Sand: 1340 Yield Unit Weight: 0 Ticket Number: 435744 Fly Ash: 80 Slump Inches: 4 3/4 Job Mix? No Water: 33 Slump Specification: 4+ -1 Mix Number: 18400L Water Added: Air Percentage: 0 Cement Type: 1 -11 Air Entrain: Air Specification: Cement: 460 Admixture: Conformance Conforming to Plan? yes Inspector: L. Waybright Reviewer: Explain if "No ": FIELD / MATERIAL TEST Rr ORT ASTM: C 72, C1019, C780 ;aterial Report Number: 7971 A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 Job No. 98 -292 Project Glacier /Cascade Address 6540 S. Glacier a____ City CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 200 112th Ave NE #205 Bellevue, WA 98004 Permit Number. Bldg. 98 Bldg A D98-0040 Bld-0041 y' Engineer AHBL A to E from 1 to 10 Report Data Report Date: 10/10/98 Inspection Performed / Location Inspection Type: Reinforced Concrete Location: Slab -on -grade Grids . A to E from 1 to 10 Remarks On page 114 Test Strength Tested Per: ASTM C39 Conforms YIN: Yes Compressive Y /N: Yes Cast Date: 10/10/98 Fracture Type: (If •Other, than Cone.) Tested By: T.HalI Reviewed By: S.Brown• Test Results I ID # I Test Date' Field Cure I Age Days (Size InchlArea Sq Inl Weight Lbs'Max Load Lbs'Strength PSI] Set #1 10928110/17/98! 7' 6x12: 28.27 872301 30861 2! 10929! 11/7/98! 28 6x12: 28.27 i 1588501 56201 2! 10930' 11/7/98' 28 6x12! 28.27' I 1565501 5540! 21 Copies To t Date Mailed: 11/13/98 `J Building Department I i Engineer RECEIVED NOV 131998 COMMUNITY DEVELOPMENT ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. TESTING LABORATORY, INC. BOX 2523 Phone: (425) 881- 5812 DMOND, WA 98073 FAX (425) 881 -5441 •Ty %i nth..: ih3•+}}• y:C x.: rrjF•r:•:' >:• +, }.ylil >il: }i +.:S i:C�ti �Si }}j::{ w: .]�ti:i ?iir } %i• ':.•. n.r v ,•. ... .4.,i : :r.: v, : ry. i.l. r... . } . ....::...:.:.. f..:• v.....n.:... iyv.,{:•. •.'• .. ...:. ........x{y::xG r {: {.::•:•: " {0 }'.} }::w'i {•:q'l• }: G.v, {•!n, f.0 }}Y•}n t; • {: ::Y.'• }n }::': "n' "ftY.•:3f'Mi� } }:K• } } }.,,:;...,; r.. n, }: }:Yi• }: }iV'4.; V:G }\ : •:.. {•s4 : •:.} J•x r •c{ • G v. {; {y :. <g r. s: s :; :i ^ r x4 ty s ... �. : { F C •`•i { '.: <a {t::g: }>• �G•:L;:i.S }' �. 0 } fi , t • }.: � , .• ry.. �}. . } G: .., fig. }•I7 .. >: f,..0 t#•. 3 2.J 3: }�"�" :j • is • St,.> y, :}': i +{ s.:: .f. y}>V, +k • :y::at; <: • ?x i • • • { c ' C ' ' �:.• 3'i' ^ .$.' 'f " 4, .. :•:7s;::. },.t }:•;:. ::. }:}:: .... .... , +... '•^' � "• L::..�}:t;�t.kx: }'{+•• 'rcf'•i;� }ti••S: s.., .:;_eii. } }.i•ri 'f; :f3.`•).:.c af. st.06 8:1$-0 Inspector:. . E.F.Jones Job Time: Reviewer: - M.Jeong . Air Temperature: j; v: :. ..... : . . :: ..:rr {.:i.G.:: •.,::.: ,r,..•..:: n. \v.. f:%.: :>}i }....G.:{i:;:i:;•:• >if Report Date :. 10/8/98 Date Mailed: 10/16/98 ::= C Yv'.:: isi i Si L: 2 {: `•i'`•'�ij }2 ::Yi : i:�T> : :Y. : :ir: { `•4 \4 - •; - .t - - -> .. {}. :v,v<';.:. „s :.: }.., {.} .. }}s; ••; {w>...x. ..Y,..•r 'Y; ': t t�:?..•:: i�Sti:. �itir,` :i:iir.'• >: } t;; %. ?i:`:vi��::i>i i:;?'i i3vi�;v:6:ti:: .... }�;;t: Provided ongoing visual weld inspection 6 bldgs. A &B areas inspected were panel -to- panel, top chord and truss, . seat welded connections. WABO certified weld GAR 62 8220 is making the welds. Bldg.B has ongoing structural col. & truss roof system being installed. Bldg. B panel -to -panel and top chord welds are mostly complete w/the following exceptions& panel 81- missing 2 embed; top angle connection between panels 152 -155 needs weld; top angle connection © panel 149- to- (148)exterior spandrel needs connection,' panel 128 missing 2 embeds; Bldg.' A- ongoing panel -to - panel welding. Noted the following deficiencies: panel 15,16,17- misplaced top chord connections; panel 31 ,has missing embeds; panel 70 has misplaced embeds. Also note: short welds © top chord connections. Ref det:7.S4.01 :. }: ::::.<. }' {•,n;.v: •; . ;.. {..:.:..:,.:.:.; r: * ..., •;: { } i:•:• iJ }'ki:)i`;::4 >.' {::. ; :..•iG } ::.j } }}::Y:v }: ■ J11 ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC; REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC, IS STRICTLY FORBIDDEN. .R. TESTING LABORATORY, INC. . BOX 2523 Phone: (425) 881- 5812 EDMOND, WA 98073 FAX: (425) 881- 5441 ifilinNER Inspector: E.F.Jones Job Time: Reviewer:. M.Jeong Air Temperature: 1100.0W.0041111•0111MOMINNIMM Report Date: 10/8/98 Date Mailed: 10/16/98 Provided ongoing visual weld inspection @ bldgs. A&B areas inspected were panel-to-panel, top chord and truss seat welded connections. WABO certified weld GAR 62 8220 is making the welds. Bldg.B has ongoing structural col. & truss roof system being installed. Bldg. B panel-to-panel and top chord welds are mostly complete w/the following exceptions& panel 81-missing 2 embed; top angle connection between panels 152-155 needs weld; top angle connection pane1149-to-(146)exterior spandrel needs connection, panel 128 missing 2 embeds; Bldg. A- ongoing panel-to-panel welding. Noted the following deficiencies: panel 15,16,17-misplaced top chord connections; panel 31 has missing embeds; panel 70 has misplaced embeds. Also note: short welds @ top chord connections. Ref.det.7.S4.01 C#04t10.0 ' :•:.v...•••:,••••• • 1OPUS Northwest LLC Dave Kesaler ..200 112th Ave NE #205 • Bellevue, WA 98004 93-292 , Glacier / Cascade . "13540 S. Glacier Tukwi ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC, IS STRICTLY FORBIDDEN. �,� :.....t} ..: ..............< v S: T": v, w. v,•' p :.]v::44 ^ ":. \tiSSSrr] }•.y +f <r:;: •.]•xri: r• • .' : tt.':•]]} viti}\ SV '7i$<' }:]'�y:}';tv�•. ^:;: {rt }'iSn•: c : �., .Ylr i rr• }4:: '}; \}:i ti:.:S :.7 y: +:4]: .:{^ \ \ S \S S :. �.v { . •i'iQ.: \', }: ^:$ { \k :}�iGn}fji +.:: :: s^': :,�•4 vS } } }:SV :N.4::. Vi ,,ry�..�irf �: ?i : }, Ys } •,r t ?}> `s;'+.vv'•r.>• °• ;y `.' .]'t i:;;'t�yh ?h4 { : .,C7, ;L }a�:,y�irf::c'.��. ^.' t`',•: ?$ns ct• ::titi;'3,� < ^$,'..;v: �i,,.� ' }��rR ,'':�•' ',' <:y ° ,r: <s:,L.:. ;. }.. {.; s ..c �i:' o 5,• ' .... r.:r�'% '•r• :7r •. :. 44, :.:::�•. N. ,:. ^•x...,. n..:.,.:,Y :]: ,,... , }}':::::::i.tTi;, Y�]»]r:.•> \,t ,t.,:y.L.e.s..:... �:,• / :],,.::. ..t• :y{i.]:..:::•x�} }x ::. v:.:..:...��.:. u:,r'q]•:. . v; C,Y7.J "s•..•`.`x•,�?;}::i: :..:::.. X17 ..I A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425)881 - 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 Report: Date:: 10/8/98 Date Mailed: 10/16/98 . S.r }. {. �v.•:::. `S O:::Y j.. v; : r . }:. • 4;..: {.. s. :y }. P } ::2: F; j:4 .......... Inspector: E.F :Jones :Job Time: • Reviewer: M.Jeong • •AirTemperature :: 0 'i "ii;i•;: :.r::: {S;'.:L. } }'• : •:i:. •;.Y}::::; •i:. }'. }• {;;.: isi . \:. } } }]::.Yi. }:.;]:::::. } }:'i F:'i•: "::•: .::5(.Yi. }'Xi: {: }:. }'. } } } }r:.ii :: .::: . .... t v..... t Provided ongoing visual weld inspection @ bldgs. A &B areas inspected were panel -to- panel, top chord and truss seat welded connections. WABO certified weld GAR 62 8220 is making the welds. Bidg.B has ongoing structural col. . & truss roof system being installed. Bldg. B panel -to -panel and top chord welds are mostly complete w /the following exceptions& panel 81- missing 2 embed; top angle connection between panels 152 -155 needs weld; top angle connection @ panel 149- to- (146)exterior spandrel needs connection, panel 128 missing 2 embeds; Bldg; A- ongoing panel -to -panel welding. Noted the following deficiencies: panel 15 ,16,17 - misplaced top chord • connections; panel 31 has missing embeds; panel 70 has misplaced embeds. Also note: short welds top chord connections. Ref.det.7:S4.01 :'.:L. \S {�:. }};.i } n:ii• }:: •} } }.•] }: } } }:• }: }..:5.} • }]: }:i;•: ;• } }:ii:i+] };.t • }7'Si t.:t..i7: }:ii;:�ri li , : \ ?^�:r.:'i':�%i?'•i } {: ? }`. �,..::4 F':.}.r ... ., .. \: } }:'�'tii:.n ^ .vM•: . r.. t,.. �...:..}:.: 4..:.. 4.:.:. n }...:......:. i4. };.}rn. \.... }. }.....:...., 98.292 Glacier / Cascade 8540 S. Glacier Tukwila p9$ -0010 AHBL 131 .06 S 98 -o gtw ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN, ID # Test Date Field Cure Age Days Size Inch Area Sq In Weight Lbs Max Load Lbs Strength PSI Set # 10376 10/5/98 • 3 6x12 28.27 0 59600 2110 2 10377 10/6/98'; 4 6x12 28.27 0 67900 2400 2 10378 10/9/98 * 7 6x12 28.27 0 78200 2770 2 10379 10/30/98 28 6x12 28.27 0 0 2 10380 10/30/98 28 6x12 28.27 0 0 2 . Tow t A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881 -5441 Ct(E A NN:: ADOR :::OPUS Northwest LLC Dave Kessler 200 112th Ave NE #205 :Bellevue, WA 98004 Date Mailed: 10/16/98 :'98 -292 Glacier / Cascade • S. Glacier >Tukwila AHBL Report Date 10/2/98 Inspection Type: Reinforced Concrete Location: Walls See Report #8916 See Report #8916 Type of Material: Concrete Job Time: 10:30:00 AM Air Temperature: 60 Material Temperature 70 Yield Unit Weight: Slump Inches: 4.5 Slump Specification: 4+-1 Air Percentage: Air Specification: Supplier. Yards placed: Design (F'C) © 28: Truck Number. Ticket Number. Job Mix? Mix Number: Cement Type: Cement: Miles S & G Plant #: 3 159 4000 736 434227 No 6400F 1 5060.0 Coarse Aggregate: 20,460.0 Coarse Aggregate: Sand: 15,400,0 Fly Ash: 880.0 Water: 346.5 Water Added: 8 Air Entrain: Admixture: See Remarks Conforming to Plan? yes Explain if "No ": Inspector. Otto /Kent Reviewer. Ct1 Tested Per. Conforms Y /N: Compressive Y /N: ASTM C39 Yes Cast Date: 10/2/98 Fracture Type: (If "Other ", than Cane.) Tested By: T.HaII _ Reviewed By: S.Brown Ott: esuits: ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. ID # Test Date Field Cure I Age Days Size Inch Area Sq In Weight Lbs Max Load Lbs I Strength PSI Set # 10371 10/5/98* I 3 6x12 28.27 0 618001 2190 1 10372 10/6/98* I 4 6x12 28.27 0 656001 2320 1 10373 10/6/98* I 4 6x12 28.27 0 67100 2370 1 10374 10/30/98 28 6x12 28.27 0 0 1 10375 10/30/98 I 28 6x12 28.27 0 0 1 . AiSrOat;i4i= 0.401111. A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 OPUS Northwest LLC Dave Kessler 200 112th Ave NE #205 Bellevue, WA 98004 Report Date 10/2/98 atIon Inspection Type: Reinforced Concrete Location: Walls Bldg A panel # 1, 27, 36-40, 42, 44-49, 54, 56, 58, 59-61, 65 & 66 Resteel in panel 47 missing 2 trim bar. 21 trim bar, 59 chord steel, 63 chord steel. Panels noted with missing ,resteel were corrected. All other panels were per plans and spec. *P.C. 1 at 3-1 at 4 each set. Admixtures 4oz Ipolyheed per/1 00wt. Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 8:30:00 AM 56 69 4.5 4+-1 Supplier: Yards placed: Design (PC) @ 28: Truck Number Ticket Number: Job Mix? Mix Number Cement Type: Cement: Miles S & G Plant #: 2 74 4000 030 424206 No 6400F 1 5060.0 Coarse Aggregate: 20,460.0 Coarse Aggregate: Sand: 15,400.0 Fly Ash: 880.0 Water 346.5 Water Added: Air Entrain: Admixture: See Remarks Durora Conforming to Plan? yes Explain if "No": Inspector. R.Otto/G. Kent Reviewer Test Strength Tested Per: Conforms Y/N: Compressive Y/N: ASTM C39 Yes Cast Date: 10/2/98 Fracture Type: (If "Other, than Cone.) Tested By: T.Hall Reviewed By: S.Brown Date Mailed: 10/16/98 . 98-292 / Cascade $6540 S. Glacier Tukwila 150 , AHBL ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. ID # Test Date Field Cure Age Days Size Inch Area Sq In Weight Lbs Max Load Lbs Strength PSI Set # 9690 9/28/98 X 6 6x12 28.27 0 87500 3100 3 9691 9/29/98 7 6x12 28.27 0 102810 3640 3 9692 10/20/98 28 6x12 28.27 0 149550 5290 3 9693 10/20/98 28 6x12 28.27 0 154880 5400 3 4014.0.. A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 Phone: (425) 881- 5812 FAX: (425) 881- 5441 OPUS Northwest LLC Dave Kessler 112th Ave NE #205 :Bellevue, WA 98004 PThWNWrb Report Date 9/22/98 ection Performed I Location Inspection Type: Reinforced Concrete Location: Walls Precast wall panels #: 5, 6, 8-26, 29, 36, 37, 43, 44, 46, 47, 57, 55, 59, 60, 63, 65, 68-71, & 74 Resteel was properly installed including items noted on 9/21. Concrete was mechanically consolidated. *-Truck WT 1w/ high slump. Admixtures Polyheed 4oz/C Matenal Data Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 12:40:00 PM 70 75 0 4.5 4+-1 0 Supplier Yards placed: Design (F'C) @ 28: Truck Number. Ticket Number Job Mix? Mix Number Cement Type: Cement: 460 Miles S & G Plant #: 3 360 4000 729 432370 No 6400F 1-11 Conrorrnae .:•. Coarse Aggregate: 1860 Coarse Aggregate: Sand: 1400 Fly Ash: Water: 31.5gals Water Added: Air Entrain: Admixture: See Remarks Conforming to Plan? yes Explain if "No": inspector J.Graham Reviewer Test Strength Tested Per Conforms Y/N: Compressive Y/N: ASTM C39 Yes Yes ' Cast Date: 9/22/98 Fracture Type: (If 'Other", than Cone.) Tested By: T.Hall Reviewed By: &Brown Test Results: Copies To: sel. Building DePai,en Date Mailed: 10/30/98 ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 :OPUS Northwest LLC :Dave Kessler :200 112th Ave NE #205 ;Bellevue, WA 98004 Report Date 9/18/98 Copies :1 Y._• . Building Date Mailed: 10/2/98 .lz._ }),n ; : vr,.4 • i�;vty F.yk:.v..�:,vr.;' :; Oft „ermtt yum 98 -292 :Glacier / Cascade ° •.6540 S. Glacier :Tukwila Ai5- 004o /4% -I AHBL on (3@: f Inspection Type: Reinforced Concrete Location: Footings ................. Blgd 'A' (Partial east wall footings) Bldg 'B' (North wall + -50' at the middle portion) Inspected reinforcment at the above locations and found it to comply with the city of Tukwila approved plans. Type of Material: Concrete Job Time: Air Temperature: 0 Material Temperature 0 Yield Unit Weight: 0 Slump Inches: 3.5 Slump Specification: 4 Air Percentage: 0 Air Specification: Supplier: Yards placed: Design (F'C) @ 28: Truck Number: Ticket Number: Job Mix? Mix Number: Cement Type: Cement: Miles S & G Plant #: 1 33 4000 129 431/96 No 18400 1 460 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water: Water Added: Air Entrain: Admixture: 575 1400 1340 80 264Ibs Conforming to Plan? yes Explain if "No ": Inspector: D.Bjorklund Reviewer: t ree t Tested Per: Conforms Y /N: Compressive YIN: ASTM C39 Yes Yes Cast Date: 9/18/98 Fracture Type: (If "Other', than Cone.) Tested By: T.Hall Reviewed By: S.Brown ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. ID # Test Date Field Cure Age Days 'Size InchlArea Sq In! Weight Lbs I Max Load Lbs I Strength PSI1Set # I 95591 9/25/98 71 6x121 28.271 01 1008801 35701 1 1. 9560 10/16/98 , 281 6x12 28.271 01 1479501 52531 1 € 9561 10/16/98 281 6x12 28.271 01 1439101 5091 1 A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 :OPUS Northwest LLC :Dave Kessler :200 112th Ave NE #205 ;Bellevue, WA 98004 Report Date 9/18/98 Copies :1 Y._• . Building Date Mailed: 10/2/98 .lz._ }),n ; : vr,.4 • i�;vty F.yk:.v..�:,vr.;' :; Oft „ermtt yum 98 -292 :Glacier / Cascade ° •.6540 S. Glacier :Tukwila Ai5- 004o /4% -I AHBL on (3@: f Inspection Type: Reinforced Concrete Location: Footings ................. Blgd 'A' (Partial east wall footings) Bldg 'B' (North wall + -50' at the middle portion) Inspected reinforcment at the above locations and found it to comply with the city of Tukwila approved plans. Type of Material: Concrete Job Time: Air Temperature: 0 Material Temperature 0 Yield Unit Weight: 0 Slump Inches: 3.5 Slump Specification: 4 Air Percentage: 0 Air Specification: Supplier: Yards placed: Design (F'C) @ 28: Truck Number: Ticket Number: Job Mix? Mix Number: Cement Type: Cement: Miles S & G Plant #: 1 33 4000 129 431/96 No 18400 1 460 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water: Water Added: Air Entrain: Admixture: 575 1400 1340 80 264Ibs Conforming to Plan? yes Explain if "No ": Inspector: D.Bjorklund Reviewer: t ree t Tested Per: Conforms Y /N: Compressive YIN: ASTM C39 Yes Yes Cast Date: 9/18/98 Fracture Type: (If "Other', than Cone.) Tested By: T.Hall Reviewed By: S.Brown ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. ID # Test Date Field Cure I Age Days Size Inch Area Sq In Weight Lbs Max Load Lbs Strength PSI Set # 9129 9/15/98 x I 4 6x12 28.27 0 910001 3220 6 9130 9/16/98 x 5 6x12 28.27 0 92400 3270 6 9131 9/18/98 I 7 6x12 28.27 0 *97980 3470 6 9132 10/9/98 I 28 6x12 28.27 0 147800 5230 6 9133 10/9/98 J 28 6x12 28.27 0 1448601 5120 6 . :r�.•.r 3��Ur:£�ds�l:Nelm M"R•7: W!, F,. 1i: f: �: a?v .�..�. >,r.,,.,..,.y;.r.;..x;:; cc!`y';...!�:: A:A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 CLIENT ;OPUS Northwest LLC Dave Kessler A[ ES .200112th Ave NE #205 Bellevue, WA 98004 ••MhNN%QLCALriI Report Date 9/11/98 i1 ..Rll.... .. Inspection Type: Reinforced Concrete Location: Walls Panels # 75 -103, 106, 113, 131, 132, 135 -155 Resteel was per plans and spec. Concrete was consolidated. Admixtures 4oz WRDA l i i2 Type of Material: Concrete Job Time: 2:50:00 PM Air Temperature: 82 Material Temperature 78 Yield Unit Weight: 0 Slump Inches: 41/2 Slump Specification: Air Percentage: 0 Air Specification: Supplier. Yards placed: Design (F'C) @ 28: Truck Number. Ticket Number. Job Mix? Mix Number. Cement Type: Cement: Miles S & G Plant #: 2 495 4000 726 430683 No 6400 1 -11 460 Coarse Aggregate: 1860 Coarse Aggregate: Sand: 1400 Fly Ash: 80 Water. 262 Water Added: Air Entrain: Admixture: See Remarks .. . ... ................... 0 n onforma Conforming to Plan? yes Explain if "No ": Inspector. R.L.Otto Reviewer: treli ,..9 • Tested Per. Conforms Y /N: Compressive YIN: ASTM C39 Yes Yes Cast Date: 9/11/98 Fracture Type: *Shear (If "Other ", than Cone.) Tested By: T.Hall Reviewed By: S,Brown st >Resu h Copies To :J ;11i Building Depsrgneijl Date Mailed: 10/2/98 ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC, IS STRICTLY FORBIDDEN. A.A.R. TESTING LABORATORY, INC. P.O BOX 2523 Phone: (425) 881 - 5812 REDMOND, WA:98073 FAX: (425) 881 -5441 �. { {•{:.,} v: :: ,,... }:{ + ::, } } "' J}%<v;i•} , :{ n% vv.} v}:} i+{} 2: 4i : >,Yk %fi ;'k }fI,.4 ? { {r :; {!i::..:::: } k} �.. :k.S:}: lv { v { i. }!JJ wi �4' • . k • .. . r • YT S.r ? .'.'r.},'r. �: Ti {: : 3•� % +L:2:.:�}•tk•.::lt;,, ,,�'y. ti.�•%:.�� "��:�:qt! {:y A,•.�J;:aY•i }::;•::u•n <5:,. . }t;:rq`.,+. {£• +.:Y:; #,. v,.,.:.: %:.t•:.;: Lkr r � � y it` �. i Y; ki. a? 4:. k}•' %:ki {i•< � ;;s'� > � %ti." ". <n4c {�3 } : ?.'t`�: }�f�,k.:fi <'•: • Glacier / Cascade .. ? ' •`•8540 S. Glacier Tukwila AHBL • { •r:C:::� �: kk} '+ ':1`;i •.:.. vJ " +.; ?} }:;,.� \ � }:;::$.} } }Yp }Y}Y• } };.}•m:;i i; •'F.$:: +:::: �:::•: :•M y . iit�:$.•:{:ty. \'•:vr:4 }}:•:i ti• }:ink:. }:!J }'W.i•.....} ■ l i +•s } }: •': • }rr ••> a r•{. rr: t;ir }r:J }rrrr >•. <. } } %• }••:J }r .rr:::.rr: {.x rr } %. }r }r %. }r:?.>r:J:v {.r: <:!{.: r.. , {{ ? .............. r.... n....n. :.....n.r •. #.;!.! } \ ?Lr: {.nvi:•' Report Date: 8/21/98 Date Mailed:: ;10 /16/98 Inspector: R.L. Otto Job Time: Reviewer: M. Jeong Air Temperature: .:I... l.. h.:!• n .•:}` i}: r. v�r,':' r.. Y: �Y}{) i. rq }. }ti:{t::'} ? >.:'.:.Ki::i.;r, ri ?: .. }... n >. r ..1........ }......, } }n•r:: f......::: n, Y.... n.. n.v.. v. •.,: ;.,!:. .. {... ... ...::..n.. v . . :.•J,.......... C: :,: .... v.:v... r. fv: n::: {:::.:::::: {:: r+... ri vJ':: {. ::.: ...... ♦ }:::: •: ?.:.• : v: •:.{•: •: :.•::::: v::::. v:::., •: v .... + :.:.• }::;4 } }:::::: , :,,:: v.v.v.::: n: x: J•. xx: J ... ..... :. i'::vkk::�•:}:, S:vJ .+,:, :r.::: }.v: r..r v • v.:..v: r:: •. :i `: \ :::5 ? }� �:::: i:'r i ..:. vv:.. .v,..}•.::>,:yk• %;:i '•'t }' ?J:•Yv � %::. ... .. .J• :..: n.A., x:'; i{+ i.• k•.}••},}' .'•'it{k:: {:;{k:i: ? >.rr.. } %;:,k f:• r}}^%• i}:.:{{. Y%.,{: SO :J:• }: {•:.• } }':!� ?.: ♦::kvv!JY:: :nv >.J: }:.:ri::: : {,\ ::.:..v:::.,•: !.}::::::: : {J},{.:::: :v.ti : 4::.:• rn:•:::: nv?•:::::.,• n::: v :::::.v.v::;:;rv..,,:.:......., v},. }:v.:v n, .. }. }::::•nv. }. •r: rkkk: ?:: i• Resteel for panels on bldg. A panels inspected and results of inspection. Panels #5,6,8 - 26,29;36 37,43,44,46,47,57,55 ,59,60,63,65,66,68,69,70,71&74: Resteel ;forpanels;47,44,80,66&85 not done. Panels #8,29845 no details for them. Rest of the panels inspected were in need of chord steel to be tied in. Embedds were in complete. Panels#9,10,11,71&68 were complete. "tl ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. 1 O1 C78D•,' `: A.A.F. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 'OPUS Northwest LLC Dave Kessler 200 112th Ave NE #205 Bellevue, WA 98004 e io,: Report Date 8/14/98 Inspection Type: Reinforced Concrete Grids ' .,,..:: :.:... . Buildi - .O.G., A to E.3, 1 to 6, Shear wall fitting line 2 between D.1 to E.1. emar ...........:..:...:.. R/S per plans. Concrete placed by chute and pumped and laser screeded. M aterial Dat Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 8:25:00 AM 78 78 0 5 4 " + 1 „ 0 Supplier. Yards placed: Design (F'C) @ 28: Truck Number: Ticket Number: Job Mix? Mix Number: Cement Type: Cement: Miles S & G Plant #: 3 216 4000 No 18400LF 1 -11 460 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water. Water Added: Air Entrain: Admixture: 1975 1340 80 33.0 10gals /10c onformance Conforming to Plan? YES Explain if "No'': Inspector: L.WAYBRIGHT Reviewer: TestStrength ` Tested Per: Conforms Y /N: Compressive Y /N: ASTM C39 Yes Cast Date: 8/14/98 Fracture Type: SHEAR (If "Other', than Cone ) Tested By: T.HALL Reviewed By: S.BROWN 7548' 9/11/981, 75491 9/11/981 •Test: Results. I ID # 1 Test Date I Field Cure I Age Days 'Size InchlArea Sq In Weight Lbs 1 Max Load Lbs I Strength PSI Set # I 7547. 8/21/981 T 6X12! 28.271 281 6X121 28.271 281 6X121 28.271 •78330! 2770; Copies To:l�_ Building Department Date Mailed: 9/11/98 nspectior.E iPerfnrme f %? LocatiO >!98 -292 :Glacier / Cascade . :6540 S. Glacier 'Tukwila Location: Footings & Stab ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL. WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. IR Ei A.A R' TESTING LABORATORY, INC, P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 CUENT:. AT i ADORE OPUS Northwest LLC :Dave Kessler 200 112th Ave NE #205 Bellevue, WA 98004 Report Date 8/14/98 `;; frispectiort ;t?erfomte�f:1 >LocatEOt Inspection Type: Reinforced Concrete Location: Footings & Slab rids; Buildin .O.G. A to E.3, 1 to 6. Shear wall fitting line 2, between D.1 to E.1 I R /S per plans. Concrete placed by chute and pumped into place and Iazer screeded. M ateria l�.D Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 7:15:00 AM 66 78 5 4" + 1" 0 Supplier. Yards placed: Design (F'C) @ 28: Truck Number: Ticket Number: Job Mix? Mix Number: Cement Type: Cement: Miles S & G Plant #: 3 123 4000 111 0426023 No 184006F 1 -1 460 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water: Water Added: Air Entrain: Admixture: 1975 1340 80 33.0GAL 10GAL/1 OCY on>fonrnance <: Conforming to Plan? YES Explain if "No ": Inspector: L.WAYBRIGHT Reviewer: ;Te:st! Tested Per: Conforms Y /N: Compressive Y /N: ASTM C39 Yes Cast Date: 8/14/98 Fracture Type: (If "Other ", than Cone.) Tested By: T. HALL Reviewed By: S.BROWN ID # {Test Date 1 Field Cure 7541' 8/21/981 75421 9/11/981 75431 9/11/981 >;?TestResults<: Age Days 'Size Inch' Area Sq Int Weight Lbs 7 6X12; 28.27: 0; 281 6X121 28.271 01 281 6X12' 28,27; 0 Max Load Lbs Strength PSI I Set # 91190 2870 1 0; 1 01 Copies To: Vi Building Department Date Mailed: 9/11/98 • :;i0110 part .uplher 1If>t: 98 -292 :Glacier / Cascade ::;6540 S. Glacier ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. r. ID # Test Date' Field Cure 1 Age Days !Size InchlArea Sq 111_1A/eight Lbs Max Load Lbs1Strenqth PSI 1 Set # I 7432 8/20/981 I 71 6X121 28.271 0 *84 5 9l/ 29 9 01 21 74 331 9/1 0/9 81 I 281 6X12 28.27 0 1-31 L4I,A 0 01 21 74341 9/10/981 1 281 6X121 28.271 0 11 ' 1 01 21 CopleS A.A.R; TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 ADORI :OPUS Northwest LLC .Dave Kessler .:200 112th Ave NE #205 Bellevue, WA 98004 ,Report Date 8/13/98 Inspection Performed Inspection Type: Reinforced Concrete Tested Per: ASTM C39 Conforms Y/N: Yes Compressive Y/N: Yes Date Mailed: 9/11/98 18-292 ;Glacier / Cascade , i8540 S. Glacier LTukwiIa Location: Slab-on-grade Reinforcing bars and dowels were properly insstalled, in accordance with approved plans. Concrete was in Tested By: T.HALL Reviewed By: S.BROWN Building A: full width, E-0.5-J; Except section t E0.5-E.1X1-2 accordance with approved plans. Concrete was mechanically consolidated by hydraulic screed. Material Data Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 8:22:00 AM 65 79 0 5 4 0 Supplier Yards placed: Design (F'C) @ 28: Truck Number: Ticket Number Job Mix? Mix Number: Cement Type: Cement: Miles S & G Plant #: 1 380 4000 127 425822 No 184002 1 460 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water Water Added: Air Entrain: Admixture: 1400 575 1340 80 33GALLONS Conformance Conforming to Plan? YES Explain if "No": Inspector J.GRAHAM Reviewer Test Strength Cast Date: 8/13/98 Fracture Type: SHEAR (If "Other", than Cone,) Test Results ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 :OPUS Northwest LLC :Dave Kessler 200 112th Ave NE #205 Bellevue, WA 98004 Copies To :1 Building Depaitnient Date Mailed: 9/11/98 accordance with approved plans. Concrete was mechanically consolidated by hydraulic screed. ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY. INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. : :98.292 Glacier / Cascade ;:;6540 S. Glacier :;Tukwila :Rep Report Date 8/13/98 Inspection Type: Reinforced Concrete Buildin a rks: A. full width, E- 0.5 -J; Except section c E0.5- E.1X1 -2 Location: Slab -on -grade Reinforcing bars and dowels were properly installed, in accordance with approved plans. Concrete was in Material Da Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 7:00:00 AM 61 71 0 4.5. 4 0 Supplier: Yards placed: Design (PC) @ 28: Truck Number: Ticket Number: Job Mix? Mix Number: Cement Type: Cement: Miles S & G Plant #: 1 380 4000 127 425783 No 18400L 1 460 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water: Water Added: Air Entrain: Admixture: 1400 575 1340 80 33GALLONS Conformance Conforming to Plan? YES Explain if "No ": Inspector: J.GRAHAM Reviewer: Tested Per: Conforms YIN: Compressive Y /N: ASTM C39 Yes Yes Cast Date: 8/13/98 Fracture Type: SHEAR (If "Other ", than Cone.) .Test >Results < »'<:€ • Tested By: T.HALL Reviewed By: S.BROWN L ID # I Test Date 1 Field Cure ( Age Days (Size Inch (Area Sq In ( Weight Lbs ( Max Load Lbs 1 Strength PSI I Set # 74291 8/20/981 71 6X121 28.271 01 7430) 9/10/98) ' i 281 6X121 28.271 01 74311 9/10/981 I 281 6X121 28.271 0 1 1059401 '1508701 156820! 37501 53401 1 55501 4?• 1: hi`` �'•i=#\F {t' i ?x • b Sr.• r, +3{n •4h•5 { , �:h;!S•�:y{S.i4, .�i :,{: �1mwwo , Jt' t i ` t YCS t{.S }; '.�•r5 {: [•r.y . {v. ; . : M1 ` ? ! • .Y t �l t :r ll + l'}Y • :$. 37 {,: •. k. +t �.__K {ttt, t C �'.N a '{t•{::� 3`+ttal <.� »_. �i4?'k3a'•+)*xL'i*.:: P.O: BOX 2523 Phone (425) 881 - 5812 REDMOND,WA'98073 FAX (425)881- 5441 >::; ;: {n•::.:w: «.;:.•.;r {: +; ? ? ?: •;::.::.iii:;• +: {::•:i:. Yi: >: :.::•.:..::::.v::.:.:..:. • . .. :�.;:;::.:::: :.:?::.{ :.;. >::Y::•:: {.Y:::.,. ,:.;�. ...,Y,• ,,n. •:•a..a.... ...!t...,....tn . :: ikii:�r::�;�R�'!�f::::: {•w., :. {. :. nr......... ..:•::i'[.;:S•,.•;::.y }::::e:Y •. . •. �',{ {i•i: ? <:v::;;l., ::74: ?vYi.....n?: j. {Tii:;:Y +. ..4:::: ..: !•r:v: v.?:.'! :i.' ;'•rr ^,) .. ;i!v• ::: v:n ?';•iv: .'iY iiwv.v . •. %':. �. rr...... . .. ,:Y } ?:. }:'{ {.;: n:4: :. :�,Y.•vC! •.i:`:•: C:Y•{`••: ? +Y:{•i:`w : '' is ^: vhr..x:: : ., . ..: Y..{a >.. •.......J.. •rY }...,:...l."Y.v. ?: � �1i1� �nii; .. f..: ?{• iii?•Yi •Yi: SSY ..............,. Report imma Date: 8/5/98 Inspector: D: Bjorklund . Job Time: Date Mailed.' 9/11/98: Reviewer: M. Jeong Air Temperature: ;•?:C�i: Ct'vS:t +ii Yfit"S•i' ?; i. ? ?i�i::: i':'i i.�l. { {Y:. ?,;. { : Fj ^.:.. . :... ..a: ....:!....,,•:i..n n v n ..:; :: t:,v,,•x+;:pi:ir:R': .: vv ?:..: t:..:., v. :v . .; :::.. .. .. :, .y:::. :.••w ':•:.<:SSS:•:• �.. r .. .: ....r ... {.:.: Y n.... t. :.. .L..,... A.,:.t r..::..v. n•. ..i : }?:ti is :....:;•Stiv : :Y : }; : ? i:5•iii:: i "' t ..... .. .... ... ,. .. r \ n.. , r :: .. !':• v:::. •::....... :r:.:....::::: S:yi: .:. • .. ........... t,..., ... ...,. ..... {..i...l....: ...... n..v..................: •nv:: xv:: : d.....1.. ` ` .. Y...... ... •. a: iiv::: 2:5'l:•,::•,:jj;.',::•.;: ?•'{: : \? . {•: +::.v:: vv.: \•� :!•:.'' :;:??•::.: $ >.a�ix: v: : : �{ A rY. : r: x; r:: �•i:':1: :$'ii :.Y.:'f,.fY ,:�.. \•',:ii:;:, •.�...::.v,4:: r. :•: n..v ..:.... ar... n.....:. .. ....{.{:Y: y;i:•};:: r• ii:: a: �:•:'• iY4iii 'r:+i' ? { .i:!::i•ii '•::•:R! YI�': ,�� ..... ;.w \: n. :...... ....v...: \v. :r.l...... »: .......... r... n,. n..... ... t..... :. n. ::.: :. vl�„•:�. IS� }r S'vSY: {•.,. :..:::. n. tr....:::... a::• ... h; p:•: i::::�f + :.. ::: ...:,�: . :;::::�. .. .. :. r. ....... .:: ? ..... >� :... .......... ... ................ S:r .; i .. .. � ... :.. Reinforced concrete inspection of footings. Wall' continuous footings / 4 column footings (Bldg. A). Inspected reinforcement at the above locations and found it to comply with City of Tukwila approved plans. ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC, REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. YitAlval17. AA:FL TESTING LABORATORY, INC. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA' 98073 FAX (425) 881- 5441 'OPUS Northwest LLC • . . • , Dave Kessler' ido 1 12th Ave NE it205;'-. • NARIN?:i:?..is4:0:::;M:OhysiciitSititlivspectiolitiNip.alf.V0,4100:::wiiimmi,Komef.A:woi:mx.i,mfo • ...,' ,:', . Report Date:: . 8/3/98 : .' '. ': , .- .1 *... :InSpector: R. L. Otto .,•.:',- ....• .,.. . . : i 'JObT .:.:',•....,..:,:':' ; .Date Mailed: 9/4/98 • i. . ..,, , , , Reviewer: • M. Jeong , '. Air Teinperature:', • ' ••, , - ' ,..;,...„..,,,,,i.,...:.,:;:z,;,1.;:r.,:::::.,•:,:...rol,.;..,:,,:,.11.,..•,,..........,..i.;:r.ii...ii,:?..,,,...;:::,;...,,L:..:,;:..,..,,:::::::.....:....,..!.....:,:.,.......,.:..,.,......,..:i.„....,..:1,::::::::::.._,.:‘,.:,!.....n:,..,:„.,:::: F ).,:. P 611::::::::::::..4::irmiii*:.*::016::::itil:::::•;,!,i„:::".:,..;.:::::11.:,::?4,:,9i.:5:.,.::,ilit..ossosila%....:;...c.:::::,.:4:,:,.01.,,,...i.c,..,:rii..,:....:.,s,„:..........„.:i.: ,-,,. . • .,....... .::::::::•.:. I ns p ec ti o n 13Uildin nterior column pads on. 3 ". II t o H . 4-line D to A,.5-line p to H. ans and specs. Concrete was consolidated. •: . , . , . . , "IgAfigW:m.•Amlo., 9000#1!140:: ,, ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF BuIIdln Department 1 THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION ' EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. . • • • ' •-• , . • • „ • . • , • • . , • . • •, ". • • , , • • VA- • M£ A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 CL'IENF >';;OPUS Northwest LLC At1ltY > >'< Dave Kessler ADORE SS«:::': :200 112th Ave NE #205 ::Bellevue, WA 98004 Copies To :l `Y Building Department Date Mailed: 9 /4/98 98 -292 :,Glacier / Cascade :6540 S. Glacier ::Tukwila i port Da Report Date 8/3/98 spection Performed it' Location Inspection Type: Reinforced Concrete Grids >< > .................. . Footing grid line A .05 to A -1 on 1. A -1 1 to 2, 2 A -1 to D, 4.5 to 6 on J. G.5 to J on 6. Column pad 4 @ E line. R emark Resteel was per plans & spec. Concrete was consolidated. Location: Footings Material Data Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 11:20:00 AM 76 77 0 4.25 0 Supplier: Yards placed: Design (F'C) @ 28: Truck Number: Ticket Number: Job Mix? Mix Number: Cement Type: Cement: Miles S & G Plant #: 3 90 3000 41 424421 No 18300 1 -11 360 Coarse Aggregate: 1925 Coarse Aggregate: Sand: 1380 Fly Ash: 90 Water: 266 Water Added: Air Entrain: Admixture: onform'ance:: Conforming to Plan? yes Explain if "No": Inspector: R.L.Otto Reviewer: Test? Strength:::: Tested Per: Conforms Y /N: Compressive Y /N: ASTM C39 Yes Yes Cast Date: 8/3/98 Fracture Type: (If 'Other ", than Cone.) Tested By: T.Hall Reviewed By: S.Brown Test! Results ID # I Test Date I Field Cure I Age Days (Size Inch [Area Sq InI Weight Lbs [Max Load Lbs I Strength PSI I Set # 1 69671 8/10/981 69681 8/31/981 69691 8/31/981 7 6x121 28' 6x12; 28 6x121 28.27 28.27 28.271 0; 01 01 57490, 110000 108800: 20301 3890 38501 ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. City of Tukwila John W Rants, Mayor Fire Department Y Thomas P Keefe, Fire Chief TURWILA FIRE. DEPARTMENT FINAL APPROVAL FORM Permit No. 3i Retain current inspection schedule Needs shift inspection Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: cilot`c\cctil Pre -Fire: Permits: P Authorized Signature FINALAPP.FRM Date Rev. 2/19/98 T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 575-4439 �. . ^ 1 4 ii 'r,1"k, ^: ..C71j y. �y�l" `lyt PARCEL e LO T, 2, SOUTHCENTER SOUTH INDUSTRIAL PARK ACCORDING To THE AT THEREOF, RECORDED IN VOLUME 47 OF PLATS, PA6E5 22 THROUGH 25, RECORDS OF KING COUNTY, I"1ASHINGTON. PARCEL G THA PORTION OF LOTS 3 AND q, OF THE PLAT: OF SOUTHGENTER SOUTH • INDUSTRIAL PARK, ACC.ORDI NG :TO THE PLAT THEREOF, RECORDED IN VOLUME q7 OF PLATS, PAGES 22 THROUGH 25, RECORDS OF KING COUNTY, WASHINGTON, LYING EASTERLY OF A. LINE DE SCRIBED AS FOLLOWS* % " BEGINNING AT A POINT ON THE NORTH LIFE OF SAID LOT 3 AT A POINT.: 240.02 FEET EAST OF THE NORTHWEST CORNER THEREOF OF SAID LOT. 4; THENCE SOUTHEASTERLY ALONG A CURVE TO THE LEFT, THE CENTER OF WHICH BEARS NORTH 66•2q'4q• EAST HAVING A RADIUS OF 454.28 FEET AN ARC DISTANCE OF 245.48 FEET THROUGH A CENTRAL ANGLE OF 30'37'26'; THENCE SOUTH II VEST, A DISTANCE OF 1536 FEET TO Tie '" SOUTH LINE OF SAID LOT 4, AND THE TERMINUS OF SAID LINE. Op us :Northwest L.L.C. 2 00 - 112th' Ave N E.: Suite : 205 B ellevue,.Wa. 98004 Attn Joe l Regarding Permit . *D 98 -0041 Glacier . .Ca Bueinese Center. Building A located. at 18404 Cae 'P1ve ' has ..a .class. A built up South ; p`. roof system . per 7,; ti pec. '* 3GIC see attached. Regarding ... permit * D 98LO�,04 . ,B uilding •• B x, { led at 18436 Ave South has a class A built 'up.* ' . sysAem per 3.M. spec * 3GIC See attached'. Presiden • _42/29/1998 04:43 FROM CUSTOM ROOFING, INC. TO 4252515759 Manville U.L. Classifications Class Max. Slope; 1 'if Deck: Non-Ccimbust: Insulaticin: None . • Surfacing': GlasKap Max Slope:: I" Deck:Non-Combust, &. Cornblist Insulation: Ncine Surfacing: GlasKap ' • • , Three Ply Mineral Surfaced Fiber Glass Built-Up Roof Class B Max. Slope: 3" Deck: Non.Combust. & Combust. Insulation: None Surfacing: GlasKap Genera.. • , . • •: •This-SpeCitiCation islar•use over any type ot structural deck iriSUlatiort):WhiCh'can receive and adequately retain • nails or other types of mechanical fasteners as may be recommended by the deck manufacturer. Examples of such • . decks are wood and. plywood. This specification is not for use over gypsum, lightweight insulating concrete decks, either poureclorrpre7cast, or over fill made of lightweight insulating concrete. „ •. . . Design and installation of the deck and/or substrate . must resUlt, in the roof draining freely and to outlets riUmercius enough and so as to remove water :promptly and completely. Areas where water ponds for more than 24 hours are unacceptable and will not be 'guaranteed. Note: All general instructions contained in the current Manville Industrial/Commercial Roofing Systems Manual should be considered part of this specification. Fleshings Flashing details are available on separate specification • sheets or can be found In the Built-Up Roofing Systems PrOdUcts and Specifications Manual or the Manville Indus- trial/Commercial Roofing Systems Manual. t • •, • • • • • • • SpeCificotiwgIONC v-or use ow clod or Other Nailable De* , on Inclines of /4" to 6" per 140,t; • For Regigg0 iy 3} • ;.i. Materials pia0 ft or Roof Area . . wailanioktiech Shdittlifra foot Fliquireo) • .1:11801ase • • oeyeritsuiitiort Sheathing P Wood board Felt 41aSErt Bitumen: • .: Incline per tati*:S;',f Up la 1- 1" to 3" . 37 to 6" Approximate Application. Over: vivod enact. used under tfia . . . , •■ • 6 Felt IV " P.02 • Glasicap • • • , ' • . ' Minets■ Sunoco . • ' • Cap Sneet • . . • - • . • ' 601.rips Mow . 3 ' APast (ripl • • . Nominal Weight :Type,11, Flat ' 46 lbs. F, Type'lli, Steep 46 lbs. °F, Type IV, Special Steep 46 lbs. Jegight: 141'. 215 lbs. olio ply of shiething paper must be :lo the deck. . . #000;4;05 up to 1" per'foot the roofing POCacations may be installed either I to the root incline. 1 layer 1 ply 1 ply wet ply TOTAL P.02 ; •.• „ .„ . V' 01120/99 Fax Transmittal To: Duane Griffen City of Tukwila 6300 South Center Blvd. Tukwila, WA Fax No.: 206-431-3665 Phone No.: 206-431-3675 If you have any questions, please let me know. Larry Hi ms Design Engineer A CIVIL & STRUCTURAL ENGINEERS £PLANNER; Date: • January 20, 1999 Project No.: 97338.20 Task 21 Cascade Bldg. A an WE ARE FAXING: (: 1) Sheets including the cover sheet. A hard copy will Q will not ® be sent. TRESE ARE TRANSMITTED: ❑ For review and comment (] Approved as noted Q For your use ® As requested Q For approval CC: Wayne and Joe @ OPUS Northwest LLC 425- 251 -5759 0001 /001 V PRINCIPALS { A 5 V J. LINDSAY, P.E. 7 ( PAUL S. McCORMICK, PM, B.E.. JAN 2 0 1999 • COMM A$SOCIATESC ° U I.O Vi I\J 'JAMES P.E., P.E. DOREEN S. OAV*J, P.E. THOMAA R. RCM, P.E., R.E. LEN 2K:KLER, AICP, ALGA csonsawir Mr. Griffen, As a follow up to my letter on Monday, January 18, I will be monitoring the moisture in the cascade buildings. I will make a follow up site visit in March, to determine if further action is required. K :15E\YR 1997 973381338FAX60.DOC 2215 NORTH 30TH smart Burn 300 TACOMA, WA 96403 PI* (206) 363'2422 FAX: (206) 383-2572 •1.61._N(C80(.NErcoMCoM • Fax Transmittal Duane Griffon City of Tukwila 6300 South Center Blvd. Tukwila, WA Fax No.: 206- 431 -3665 Phone No.: 206-431-3675 THESE ARE TRANSMITTED: 0 For review and comment For your use For approval Mr. Griffon, If you have any questions, please let me know. La ry H' ins Design Engineer TOO/TOO UIII Approved as noted El As requested HBL CIVIL & STRUCTURAL ENGINEERS £PLANNERS Date: Project No.: Project Name: Regarding: CC: Wayne and Joe @ OPUS Northwest LLC 425-251-5759 WE ARE FAXING: ( 1 ) Sheets including the cover sheet. A hard copy will 0 will not SHSSNIDNS 'ItIAV January 18, 1999 97338.20 Task 21 Cascade Bldgs A and B Water pattern on interior walls. During the construction on Cascade, building B, I was present prior to the concrete pour, observing the construction of the panels. The panels that I saw, had the correct steel, and was placed at the proper depth in the panel. At the time of my visit, the AAR inspector was also their looking at the placement of the steel in the panels. I was their September 10, 1998, the day before the first panel pour. During curing and erection of the panels, it is common to develop hair line cracks. If these cracks extend through the panel to the outside, water may wick through the panel. This seepage is not a life safety issue. Since the buildings were painted about a week ago, it is likely that the wicking action will stop. If it doesn't, then the application to the cracks, of a latex or epoxy sealer pray be required OEOFFRIV HODSDON, P.E., S.E. ALLAN E. BESSETTE, P.E. S.E. GEORGE J. LINDSAY. P.E. SEAN M. COMFORT. P.E. PAUL B. McCORMICK. P.E, S.E.. DANIEL S. 800TH. P.E., S.E. JAMES R. CARLSEN, P.E. DOREEN 8. GAVIN, P.E. THOMAS R. HICKS. P.E., S.E. LEN ZICKLER AICP, ALSA K:\SE\VR 1997197338 \338FAx49.DOC 2215 NoRTH 30TH STREET. Surre 300 TACOMA. WA 98403 PIS (206)383 -2422 Pm: (206) 3832572 AHBL_WCOIX.NETCOhtcOM BLLP ne £9Z XV3 £9: TT 88/8T/TO p P4C*ALS • ASSOCIATES: • 10-14-1998:: ALA DAN. "(tm) Lighting Application Design & ANalysis General Electric_ Company GE Lighting Systems Hendersonville, NC 28739 USA Lane Width Lane Quantity O A.D Ver 3.00 Page 1 of 3 P R O V I D E D BY: Robert B. Stone Barghausen Consulting Engineers Inc. 18215 72nd Avenue. So. Kent, Wa. 98032 Phone: 425- 252 -6222 O. A D • W A Y D..E :S C .R • I P" T I: 0 N Project. SR '181(West . Valley,hwy )' in the City of Tukwila:; • All Units of Linear Measure are in FEET Fax: 425 -251 -8782 10.50 5.00 0 -- < - - -+ 0 0- L A Y O U T Curb & Fixture Line Numbers (Note: Curb Line 3 is the Y. axis Pole Configuration: Right Side Only >- -meter array (One fixture cycle) > X axis Approximate Observer Location(s) for Luminance Calculations (not to scale) .10=- 14 1998 12: Luminaire: Lamp: Photometric ID: Initial Lumens: Light Loss Factor: Distribution Type: Comments: U• M I N IR E .. L U M I N A I R E SUMMARY Fixture Spacing along Roadway 190.000 Fixtures per Pole (Same Orientation) 1 Fixture Overhang (Outside Curb) 8.00 Cycle Increment 190.000 D E S C Last Y Fixture 570.000 Mounting - -- Fixture -- Height Orient Tilt 40.0 270.0 0.0 These computations may be based on specific information that has been supplied by the customer. It is the responsibility of the customer to verify that the actual lighting installation corresponds dimensionally to that on which this data is based. Any deviations in the actual luminaire installation, lighted . area geometry, and the introduction of obstructions within the lighted space may produce results that are different from the predicted values. Also, normal tolerances of supply voltage, lamp output, ballast and luminaire manufacture will effect results. Ref: IES LM -61 -1986 Identifying Operating Factors for HID Luminaires 174. 158.33 142.50 126.67 110.83 95.00 79.17 63.33 47.50 31.67 15.83 0.00 O A D . ' Ver 3:00 Average Illuminance (Footcandles) Minimum Illuminance (Footcandles) Maximum Illuminance (Footcandles) Uniformity (Overall Average /Minimum) Uniformity (Overall Maximum/Minimum) Coefficient of Variance ' Maximum Gradiant (Parallel to. Axis) M ETER . : . ; A R R A Y . ,' FOR H ORIZONTAL I L L U M I N A N C ',•E Measurement Units are in FOOTCANDLES `• I X Coordinates - - - > Y 7.88 18.38 28.88 39.38 '- 49.88 Coord 2.63 13.13 23.63 34.13 44.63 .832 1.061.37 1.77'2.28 2.86 3.29 3.59 3.58 3.20 . 734 .938 1.19 1.45 1.73 2.00 2.19 2.31 2.31 2. . 605 .730 .856 .942 1.04 1.15 1.25 1. 32 1.25 . 448 .501 .554 .606 .648 .696 .736 .766 .779 .77 .418 .437 .454 .473 .490 .505 .519 .540 .568 .591 . 425 .442 .452 .459 .465 .479 .496 .518 .546 .571 .418 .437 .454 .473'.490 .505 .519 .540 .568 .591 -4 .501 .554 .606 .648 .696 .736 .766 .779 .776 . 604 .7 .855 .942 1.04 1.15 1.25 1.32 1.31 1.25 . 734 .938 1.19 1.45 1.73 2.00 2.19 2.31 2.31 2.14 .832'1. 1.37 1.77 2.28 2.86 3.20 . 813 1.05 1.37 1.84 2.55 3.25 3.84 4.01 3.90 3.49 I L L U M I N A N C E S U M M A R Y 'Pa e ;3 >:0 10 14- 1998:::'12:18: ROADWAY Ver .3.0 P R O V I D E D , . B Y: R obert - '.B Stone Barghausen Consulting Engineers Inc. 18215 72nd. Avenue So. ';Kent,"Wa.: 98032 Phone: 425 -252 -6222 A L A D A N, (tm) ighting Application Design & ANalysis General Electric Company GE Lighting Systems Hendersonville, NC 28739 USA Fax: 425 251 - 8782 , R O A D W A Y D E S C R I P T I O N scade °Ave:,; S , in the City of Tukwila All Units of Linear Measure are in FEET Lane Width 28.00 Lane Quantity 2.00 0 4 < Curb & Fixture Line Numbers (Note: Curb Line 3 is the Y axis) LAYOUT Pole Configuration: Right Side Only - -meter array (One fixture cycle) + > X axis < Approximate Observer Location(s) for Luminance Calculations (not to scale) Luminaire: Lamp: Photometric ID: Initial Lumens: Light Loss Factor: Distribution Type: Comments: U M I N A I R E DE M- 400A2:CUTOFF HPS 200 -400 7323 28000 0.87.0 'S /M -C -III .DOUBLE PEAK MAIN BEAM U M I N A I R E S U M M A R Y . Fixture Spacing along Roadway 200.000 Fixtures per Pole (Same Orientation) 1 Fixture Overhang (Outside Curb) 2.00 Line X First Y Cycle Last Y Mounting - -- Fixture No Qty Offset Fixture Increment Fixture Height Orient Tilt 4 5 54.000 - 200.000. 200.000 600.000 35.0 270.0 0.0 .10 These computations may be based on specific information that has been supplied by the customer. It is the responsibility of the customer to verify that the actual lighting installation corresponds dimensionally to that on which this data is based. Any deviations in the actual luminaire installation, lighted area geometry, and the introduction of obstructions within the lighted space may produce results that are different from the predicted values. Also, normal tolerances of supply voltage, lamp output, ballast and luminaire manufacture will effect results. Ref: IES LM -61 -1986 Identifying Operating Factors for HID Luminaires Coordinates-- -> Y.` 21.00 49.00 Coord ' 7.00 35.00 184.62 .638 1.13 1.96 2.67 169.23. .497. .894 1.21 1.40 153.85 .375 ' .659 .762 .736 .544..514 123.08 .281 .313 .326 .368 107.69 :.280..295 .294 .317 .280 .295 .294 .317 76.92.. .281 .313:.326 .368 61.54 .325•.465..544 .514 46.15 .375 .659 .762 .736 .497 1.21 1.40 15.38 .638 1.13 1.96 2.67 0.00 .619 ` 1.05 '1.98 3.38 ILLUMI NANCE SU :MI Average Illuminance (Footcandles) Minimum Illuminance (Footcandles) Maximum Illuminance (Footcandles) Uniformity (Overall Average /Minimum) Uniformity (Overall Maximum /Minimum) Coefficient of Variance Maximum Gradiant (Parallel to Axis) . 199 8 V er .'3.0 M E T E R A R R A Y F O R H O R I Z O N T A L I L L U M I N A N C ;' M easurement Units are in FOOTCANDLES ._.. s - i�bt r 1 '� '?x- c. r ? ?S. 1 Y ..s }f ��ri p'��+ `i ii '�;Et� ?'' u, :.e.l 'm r.•.1E.�i cr 3� t±,2 1 1 0- 0- 2:27: R 0,A D Ver 3.00 M E D I A N ALA DAN (tm) Lighting Application Design & ANalysis General Electric Company GE. Lighting Systems Hendersonville, NC 28739 USA PROVIDED BY Robert B. Stone Barghausen Consulting Engineers Inc. 18215 72nd Avenue So. " Kent, Wa. 98032 Phone: 425-252-6222 Fax: 425-251-8782 ROADWAY DESCRIPTION odd Blvd. @ W.V..Hwy, in the City of Tukwila All Units of Linear Measure are in FEET Lane Width 28.00 Lane Quantity (One Side of Median) 2.00 Median Width 10.00 ROADWAY LAYOUT Curb & Fixture Line Numbers (Note: Curb Line 3 is the Y axis) 4< Pole Configuration: Median Only >--meter array (One fixture cycle) 1 > X axis Approximate Observer Location(s) for Luminance Calculations (not to scale Z.f•! 10-14-1998 .••• •••••-• 2:27:44 Luminaire: Lamp: Photometric ID: Initial Lumens: A Light Loss Factor: Distribution Type: Comments: .i v i Line X First Y No Qty Offset Fixture 2 5 -12.500 -212.000 . 3 5 2 500 -212.000 U.MINAIRE DESCRIPT M-400A2 CUTOFF HPS 200-400 7323 22000 0.800 S/M-C-III DOUBLE PEAK MAIN BEAM LUMINAIRE SUMMA Fixture Spacing along Roadway Fixtures per Pole (Same Orientation) Fixture Overhang (Median Curb) Cycle Increment 212.000 212.000 Last Y Fixture 636.000 2i2.000 2 2.50 Mounting Height 30.0 ---Fixture-- Orient Tilt 270.0 5.0 636.000 30.0 90.0 5.0 These computations may be based on specific information that has been supplied by the customer. It is the responsibility of the customer to verify that the actual lighting installation corresponds dimensionally to that on which this data is based. Any deviations in the actual luminaire installation, lighted area geometry, and the introduction of obstructions within the lighted space may produce results that are different from the predicted values. Also, normal tolerances of supply voltage, lamp output, ballast and luminaire manufacture will effect results. Ref: IES LM-61-1986 Identifying Operating Factors for HID Luminaires 195.69 179.38 163.08 146.77 130.46 114.15 97 .85 81.54 65.23 48.92 32.62 '.16.31 0.00 7 .73 4.68 2.34 ;1.11 3.19 X2.52 158 .801 1.60, 1.43 1.06. .576 :;, .942:701`:.554:.393 6 .424 ,.372 .327 ..:`' .487 .377. 351 .335 . 487.:.377:. 351 .335 . 608'.424'. :.372..327 .942 . :554 .393 1.60 1.43 1.06 .576 3.19:'2.52 1.58 .801 7.73.4.68:2.34' 1.11 11.4;:. 5:90 ::2.21 1..04 'TER '` A :R R A Y. F . O .'.R I Z O N T A L I L L -;'U .M are in FOOTCANDLE LLUM I NA N C Average Illuminance (Footcandles) Minimum Illuminance (Footcandles) Maximum. Illuminance (Footcandles) Uniformity (Overall Average /Minimum) Uniformity (Overall Maximum /Minimum) Coefficient of Variance Maximum Gradiant (Parallel to Axis) TYPE OF ROADWAY STREET WIDTH LAMP WATTAGE AVERAGE MAINTAINED FOOTCANDLE REQUIRED UNIFORMITY RATIO LUMINAIRE MOUNTING HEIGHT LIGHT DISTRIBUTION PATTERN MAJOR ARTERIAL OVER 44' 400 1.5 3 TO 1 40' M—C —III MAJOR ARTERIAL 44' 400 1.5 3 TO 1 35' M —C —III COMMERCIAL/INDUST. 44' 250 0.8 3 TO 1' 35' M —C —Ill RESIDENTIAL ART. 44' 150 0.6 4 TO 1 35' M —C —Ill RESIDENTAIL LOCAL 34' 100 0.4 6 TO 1 30' M —C —Ill \,/ \./ \A \JS/ / /'\ /Y\ /Y\ \i/ /\ /\ /\ /\ NOTES; 1. Luminaires shall be high pressure sodium vapor G.E.(Model #M400AZPOWR /Door). 2. Subdivision and industrial or ' commercial development lighting is to be designed and provided by the developer meeting the above requirements. Layout plan shall be provided by the developer and approved by the City Engineer. 3. Installation of street lights shall conform to city WSDOT /APWA standard details and specifications. STREET LIGHT DESIGN GUIDLINES DATE: 11 /20/96 Yet to Nc 1a. RS -24 ■ NA PAIINOMIVIIIMPHIIIMIN Space Heat Type is Electric Resistance M All Other Glazing Area Calculation Total Glazing Area (rough opening) (vertical & overhd) divided by Wall Area times 100 equals % Glazing - X100= e% Concrete Masonry Option • Check here if using this option an if project meets all requirements for the Concrete/Masonry Option. See Decision Flowchart for qualifications. Enter requirements for each qualifying assembly in the table below. Project Info Project Address: GLACIER, CASCADE BUSINESS CENTER Date 02-05 -1998 TUKWILA, WA 00;0 1 Applicant Name: ANTHONY S ONZO Applicant Address: 919 124TH AVE NE #101 BELLEVUE, WA Applicant Phone: 425 455 -3203 114ffininfs • RECEIV D FEB 2 4 199? Envelope Summary Climate Zon 1 ENV -SUM 1994 Washington State Nonresidential Energy code Compliance Forms Project Description Compliance Option ❑ Prescriptive M Component Performance (See Decision Flowchart for qualifications) ❑ ENVSTD ❑ Systems Analysis Envelope Requirements (enter values as applicable) Fully heated/cooled space Minimum Insulation R- values Roofs Over Attic All Other Roofs Opaque Walls Below Grade Walls Floors Over Unconditioned Space Slabs -On -Grade Radiant Floors Opaque Doors Vertical Glazing Overhead Glazing Maximum U- factors Maximum SHGC (or SC) Vertical /Overhead Glazing Seml- heated space* Minimum Insulation R- values Roofs Over Semi- Heated Spaces' Notes: sri 5timirs A2•o 4 A2.a2 �R x+1 New Building ❑ Addition ❑ Alteration ❑ Change of Use Opaque ConcretelMasonry Wall Requirements Insulation on interior - maximum U- factor is 0.19 Insulation on exterior or integral - maximum U- factor is 0.25 If project qualifies for Concrete/Masonry Option, list walls with HC >= 9.0 Btu /ft -F below (other wall must meet Opaque Wall requirements). Use descriptions and values from Table 20-5b in the code Wall Description (Including insulation R -value & position) U- factor RECVED CITY OF TUKWIIA FEB 1 0 1998 PERMIT CENTER April, 1994 Building Permit -- ns Checklist ENV -CHK 1994 Washington State Nonresidential Energy Co•u Compliance Forms Second Edition •Jun. 1995 r � Project Address r 136510165 "Air • (y Cwias SSA � l Date 2-5. 949 The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Nonresidential Energy Code. ` Applicability circle ` Code I Section • Component Information Required Location on Plans I Building Department I Notes GENERAL REQUIREMENTS (Sections 1301 -1314) 1301 1302 Scope space heat type Unconditioned s aces identified on plans If allowed 0 t- � T ' R.S ( L". yes no n. a. Electric resistance ye no n.a. Other Semi - heated spaces Indicate on plans that electric resistance heat is not allowed Semi - heated spaces identified on plans if allowed /1 #'I>. II e no n.a. 1310.2 1311 Insulation rz- (( Q:4F .01 .3 yes no n.a. 1311.1 Insul. Installation Indicate densities and clearances I 05.01_Q yes )no n.a. 1311.2 Roof /ceiling insul. Indicate R -value on roof sections for attics and other roofs; Indicate clearances for attic Insulation; Indicate baffles if eave vents Installed; Indicate face stapling of faced batts yea o n.a. 1311.3 Wall insulation Indicate R -value on wall sections; Indicate face stapling of faced batts; Indicate above grade exterior insulation is protected; Indicate loose -fill core insulation for masonry walls as necess; Indicate heat capacity of masonry walls if masonry option is used or if credit taken in ENVSTD; , yea rt. a. 1311.4 Floor insulation Indicate R -value on floor sections; Indicate substantial contact with surface; Indicate supports not more than 24" o.c.; Indicate that insulation does not block airflow through foundation vents If yea no n.a. 1311.5 Slab -on -grade floor Indicate R -value on wall section or foundation detail; Indicate slab insulation extends down vertically 24" from top; indicate above grade exterior insulation is protected p5'd I �.e�1i„ OF FM MheP6 CM( 1 y ee no n.a. 1311.6 Radiant floor Indicate R -value on wall section or foundation detail; Indicate slab insulation extends down vertically 36" from the top; Indicate above grade exterior insulation Is protected; Indicate insulation also under entire slab where req'd. by Official yea no n . a 1312 Glazing and doors Provide calculation of glazing area (including vertical and overhead) as percent of gross wall area yea no — 1312.1 U- factors Indicate glazing and door U- factors on glazing and door schedule (provide area - weighted calculations as necessary); Indicate if values are NFRC or default, If values are default then specify frame type, glazing layers, gapwidth, low -e coatings, gas fillings yea no n.e 1312.2 SHGC & SC Indicate glazing solar heat gain coefficient or shading coefficient on glazing schedule (provide area - weighted calculations as necessary) 1313 Moisture control yea no_ n.a 1313.1 Vapor retarders Indicate vapor retarders on warm side yea ao j,Ta) 1313.2 Roof /ceiling vap.ret. Indicate vapor retarder on roof section; Indicate vap. retard. with sealed seams for non -wood strut. yes no 1313.3 Wall vapor retarder Indicate vapor retarder on wall section yee no C - 1313.4 Floor vapor retarder Indicate vapor retarder on floor section ye. no 1313.5 Crawl space yap. ret. Indicate six mil black polyethylene overlapped 12" on ground 1314 Air leakage yea no 1314.1 Bldg. envel. sealing Indicate sealing, caulking, gasketing, and weatherstripping yea n0 ,(1r+ 1314.2 Glazing/door sealing Indicate weatherstripping yea no. n.a 1314.3 Assemb. as ducts Indicate sealing, caulking and gasketing PRESCRIPTIVEJCOMPONENT PERFORMANCE (Sections 1320 -23 or 1330 -34) yea no Envelope Sum. Form Completed and attached. Provide component performance worksheet if necessary Provide ENVSTD screen 1 output If necessary 1994 Washington State Nonresidential Energy Code Compliance Form If "no" is circled for any question, provid explanation: Project Info Project Address Allowed Watts per ft •• Date .' _S _ le, G LAD( as Bus( ter, (�_ For Building Department Use v e c gYcO5 /� ivrAiiiLA A E 'Al Applicant Name: � / o %mile - E ft A !-k C. 4o Applicant Address: c' ( 2.444., . N 1 (3C ((e Applicant Phone: 445 . gfSS.. 3 to Location (floor /room no.) Occupancy Description Allowed Watts per ft •• Area In ft Allowed x Area A 10 I migstiou sE, 0 .5 54 0 2.110 , 1 2.0 0 di Open Parking FvwWE (CE I.2 ,. 6 Outdoor Areas 0.2 W /ft Bldg. (by facade) 0.25 W /ft Bldg. (by perim) 7.5 Wilt ( 2, 238 •• From Table 15 -1 (over) - document all exceptions taken from footnotes Total Allowed Watts 311.11 -$5 Location (floor /room no.) Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Covered Parking 0.2 W /ft Open Parking 0.2 W /ft Outdoor Areas 0.2 W /ft Bldg. (by facade) 0.25 W /ft Bldg. (by perim) 7.5 Wilt ( 2, 238 o 640 Note: for building exterior, choose either the facade area or the perimeter method, but no both) Total Allowed Watts c it , 6 6 0 Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts Location Description Allowed Watts per ft or per If Area In ft (or If for perimeter) Allowed Watts x ft (or x If) Covered Parking 0.2 W /ft Open Parking 0.2 W /ft Outdoor Areas 0.2 W /ft Bldg. (by facade) 0.25 W /ft Bldg. (by perim) 7.5 Wilt ( 2, 238 o 640 Note: for building exterior, choose either the facade area or the perimeter method, but no both) Total Allowed Watts c it , 6 6 0 Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts 'I lk i+Xi #FitrU „.,. • 1994 Washington Stan Nonresidential Energy -,,.e Compliance Forms 1994 Washington State Nonresidential Energy Code Compliance Form Second Edition - June 1995 Project Description i c t/iVe - w Building ❑ Addition ❑ Alteration Compliance Option ❑ Prescriptive •-45 righting Power Allowance ❑ Systems Analysis (See Qualification Checklist (over). Indicate Prescriptive & LPA spaces clearly on plans.) Alteration Exceptions (check appropriate box) ❑ No changes are being made to the lighting ❑ Less than 60% of the fixtures are new, and installed lighting wattage is not being increased Maximum Allowed Lighting Wattage (Interior) Proposed Lighting Wattage (Interior) (May not exceed Total Allowed Watts for Interior) Maximum Allowed Lighting Wattage (Exterior) Proposed Lighting Wattage (Exterior) (May not exceed Total Allowed Watts for Exterior) July. 13, 1998 Ms. Kelcie J. Peterson Permit Coordnator City of Tukwila 6300 Southcenter Boulevard Tukwila, WA 98188 Dear Kelcie: Project: Cascade Business Park - Building A, Our File No. 97338.10 Subject: Second Submittal for Cascade Business Park Building A 18404 Cascade Avenue South City Permit #0098 -0041 We have completed the revision requested by the city and are resubmitting the plans for Public Works review. Please find enclosed five complete sets of the plans, two copies of the Revised Storm Drainage Report and supporting documentation. We have also included a list of the redline comments with action taken. The following actions were taken on the comments provided by Joanna Spencer: 1. Applicant shall revise the utility site plans per Public Works mark -up forwarded to the applicant's engineer on April 17, 1998 and per subsequent meetings with Mr. Dana Warren. Revised per attached list. 2. Applicant shall coordinate frontal improvements /widening along West Valley Hwy. With City of Kent and coordinate channelization with WSDOT. Eight -foot wide sidewalk is required along West Valley Hwy. Per June 17, 1998 meeting with Public Works; to be provided under separate cover prior to July 30, 1998. 3. New sidewalk shall be installed along Cascade Avenue South and Todd Boulevard —see attached TMC Sidewalk Width Requirement Table. Submit a street lighting plan and street lighting calculations. Applicant shall contact Mr. Ted Freemire, PW Operations Manager @ (206) 433 -1861 regarding any street lighting questions. Sidewalk revision made; street lighting analysis to be provided with street light revision to West Valley. VY4b oo*i PRINCIPALS; GEOFFREY HOOSDON. P.E. SE. ALLAN E. BESSET E P.E. 5.E GEORGE J. LINDSAY. P..E SEAN M. COMFORT. PE PAUL B. MCCORMICK. PE ASSOCIATES: DOREEN S. GAVIN. P.S THOMAS R. HICKS. P.E. TIMOTHY D. HOLDERMAN RECEIVED CITY OF TUKWILA JUL 1 31998 PERMIT CENTER 2215 NORTH 30m STREET SUITE 300 TACOMA. WA 98403 PH: (206) 383 -2422 FAX: (206) 383 -2572 ahbUnc@ix.netcom.com HBL 'MAT to D avid W. Spiller Project Engineer DWS /jlg peters06.248 4 C ommercial driveway, 35 feet maximum width per. PW standard plan RS -9 is required on Cascade Avenue. Asphalt street opening will not be allowed. Revised. 5 Applicant shall coordinate fire hydrant requirements (location/spacing) with Tukwila Fire Department. Added to plan. 6 Applicant shall provide a pedestrian connection between West Valley Highway an Cascade Avenue. South. No longer required. If y ou have any questions, please contact me at (253) 383-2422. Thank you for your assistance on this matter. PERMIT CENTER Cascade Buildings Comments (From Redlined Plans - starting at the top left): Sheet C1 1 . Provided Fire hydrants per code and fire Department requirements. The plans have been updated to show the fire hydrants. 2 . The city is requesting a cross section showing the location of the storm pipes with respect to the footings along the south access. Included in the package. 3 . The city is requesting the pipe and ditch as -shown on the topo to be shown on the plans. AHBL will clarify the comment. We know that the comment relates to the manhole shown on the topo with a note not found. We have a surveyed location for the manhole and added to the plans. 4 . City comment, "Where do footing and or underslab drains connect, see detail S1.0/4. The Geotechnical report states that they are not required. The detail shows where pipes can be placed adjacent to the building. Please note the detail has been revised to show a 1 to 1 influence line per structural engineer. 5. Key note 11 does not agree with the architectural plans, the civil states that the double check valve is inside the building and the arch states it is outside the building. Double check valve is inside building per civil plans. 6 The city is requesting Sanitary Sewer information regarding Station and size. Previous phone calls on this issue dealt with the fact that they are existing stubs per as -built information. The construction notes require the contractor to verify location and material prior to construction. 7 The roof drain system and the symbol for the sewer connection clean out appear to cross. The symbol scales almost 3 -feet wide, a smaller symbol would be hard to see. The drawing will be cleaned up to properly show the locations. 8. ADA receiver ramps are not required per 6/17/98 meeting. 9. Frontage improvements will include a new curb line 40 -feet from Center line, and an 8- foot sidewalk. This will require the relocation of existing street lights. The street light plan and sidewalks can be a separate submittal, and need to only show the 8 -foot dedication with a note on about the sidewalk and street lights, per 6/17/98 meeting. 10. Street lights along Cascade, we contacted Ted Freemire per the memo and will provide calculations prepared by the same sub - consultant preparing the lighting revisions for West Valley Highway. The calculations will provide an estimate of the lighting provided by the existing lighting on the opposite side of Cascade and recommend improvement if required. Sheet C2 - Sheet C3; Minor issues only, revisions made and calculations provided. Cascade Buildings Comments ,doc RECEIVED CITY OF TUKWILA .1 U 1 31998 PERMIT CENTER From: Dana Warren To Dave Seiler Date: 711/U Time: 1:00:4$ PM C 0026/98 08:28 PAX 253 274. ,I . AHBL BNGINEERS t AHBL F.r1GI'.f Fu': vl A 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383.2422 253/383.2572 FAX • t. Project . No. ❑ Page of Subject Phone ❑ Calculations witlVTo 0 Fax ❑ Memorandum ❑ Meeting Minutes ❑ Telephone Mime Address Fax I it Faxed Pages loll R mF Dg.AI tJ N • RECEIVED CITY OF TUKWILA JUL 1 31993 PERMIT CENTER vo .S= II this does not meet with your understanding, please contact us In writing within seven days. TH N YOU: t� Z. .L� 07/09/98 THU 13:04 (TX/RX NO 5397) l)011 Copies to: From: Lana Warren To:Vave Spitler Date: /We 1:00:48 PPA, Q8/728/98 08:24 FAX 2;3,274 ABEL ENGINEERS (i , • Data: Old Town Historical District 253/383-2422 253/383•2572 MX HBT Project Sub)ect WitWTO 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Address • Faxed Pages No. Phone Fax •■■ \ 1 2 • . . . • ficG.F peAlt.1 \--0 .\. Page12 o112 a O11/011 o Page of • 0 Calculations Du 0 Memorandum El Meeting Minutes 0 Telephone Memo If this does not meet with your understanding, please contact us In writing within seven days. TH NI YOU. RECEIVED CITY OF TUIOVRA JUL 1 3 1998 PERMIT CENTER I • C 07/09/98 TRU 13:04 (TX/RI NO 53971 tI 012 Space Heat Type • Electric Resistance ■7-'■ All Other GLACIER, CASCADE BUSINESS CENTER Glazing Area Calculation Total Glazing Area (rough opening) (vertical & overhd) divided by Wall Area times 100 equals % Glazing TUKWILA, WA - X100= e% Concrete Masonry Option • Check here if using this option an if project meets all requirements for the Concrete/Masonry Option. See Decision Flowchart for qualifications. Enter requirements for each qualifying assembly in the table below. Project Info Project Address: GLACIER, CASCADE BUSINESS CENTER Date 02 -05 -1998 TUKWILA, WA IN II,DIN Applicant Name: ANTHONY SCONZO Applicant Address: 919 124TH AVE NE #101 BELLEVUE, WA Applicant Phone: 425 455 -3203 Envelope Summar Climate Zort- 1 ENV -SUM 1994 Washington State Nonresidential Energy code Compliance Forms Project Description Compliance Option ❑ Prescriptive ® Component Performance (See Decision Flowchart for qualifications) ❑ ENVSTD ❑ Systems Analysis Envelope Requirements (enter values as applicable) Fully heated/cooled space Minimum Insulation R- values Roofs Over Attic All Other Roofs Opaque Walls Below Grade Walls Floors Over Unconditioned Space Slabs -On -Grade Radiant Floors Opaque Doors Vertical Glazing Overhead Glazing Maximum U- factors Maximum SNGC (or SC) Vertical/Overhead Glazing Semi- heated space' Minimum Insulation R- values Roofs Over Semi - Heated Spaces' I'R • I 1 Notes: Ss5 sf-tmerS a2• 4 ,2,02 +FOR Tel ,..w.. .,..., s .* New Building ❑ Addition ❑ Alteration ❑ Change of Use Opaque ConcretelMasonry Wall Requirements insulation on interior - maximum U- factor is 0.19 Insulation on exterior or integral - maximum U- factor Is 0,25 If project qualifies for Concrete/Masonry Option, list walls with HC >= 9.0 Btu/ft-F below (other wall must meet Opaque Wall requirements). Use descriptions and values from Table 20-5b in the code Wall Description (including insulation R -value & position) U- factor Dits •cbami CITY R OF E TU K WILA FEB 1 0 1 998 PERMIT CENTER April, 1994 Building Permit , ns 1994 Washington State Nonresidential Energy Coue Compliance Checklist Forms ENV -CHK Second Edition • Jun. 1995 Project Address/ � c�, ., g Iiii 0 "AEC • Tom, , N A k A ' Date et. 5. '7 The following Information is necessary to check a building permit application for compliance with the building e requirements in the Washington State Nonresidential Energy Code. Applicability (circle) I Code I I Section • 'Component Information Required q f Location on Plans Building Department Notes GENERAL REQUIREMENTS (Sections 1301 -1314) 1301 Scope Unconditioned spaces identified on plans it allowed ,p(1L 11 1302 Space heat type (//1, f T 1-MILS y e.4 T> ) n.e. Electric resistance ye no n.e. Other Indicate on plans that electric resistance heat is not allowed x,.1 14 e no n. a. 1310.2 Semi - heated spaces Semi - heated spaces identified on plans if allowed it 1311 Insulation i2 If IMF pis 5A1. yea no n.•. 1311.1 Insul. installation Indicate densities and clearances 1 yea no n. a. 1311.2 • oo /ceiling insul. Indicate R -value on roo sections or attics and other roo s; Indicate clearances for attic insulation; Indicate baffles if eave vents installed; Indicate face stapling of faced batts pli ye. n.e. 1311.3 Wall insulation Indicate R -value on wall sections; Indicate face stapling of faced batts; Indicate above grade exterior insulation is protected; Indicate loose -till core insulation for masonry walls as necess; Indicate heat capacity of masonry walls if masonry option is used or if credit taken In ENVSTD; , yes n.a. 1311.4 Floor Insulation Indicate R -value on floor sections; Indicate substantial contact with surface; Indicate supports not more than 24" o.c.; Indicate that insulation does not block airflow through foundation vents w � as p ( 7 ee ,ruses' a '��� a+ r Ati1'1CP . on l i yes no n.a. 1311.5 Slab -on -grade floor Indicate R -value on wall section or foundation detail; Indicate slab insulation extends down vertically 24" from top; Indicate above grade exterior insulation is protected yes no n. e. 1311.6 Radiant floor Indicate R -value on wall section or foundation detail; Indicate slab insulation extends down vertically 36" from the top; Indicate above grade exterior insulation is protected; Indicate insulation also under entire slab where req'd. by Official yes no n. a 1312 Glazing and doors Provide calculation of glazing area (including vertical and overhead) as percent of gross wall area yee no gi. 1312.1 U- factors Indicate glazing and door U- factors on glazing and door schedule (provide area - weighted calculations as necessary); Indicate if values are NFRC or default, if values are default then specify frame type, glazing layers, gapwldth, low -e coatings, gas fillings yes no n.a 1312.2 SHGC & SC Indicate glazing solar heat gain coefficient or shading coefficient on glazing schedule (provide area - weighted calculations as necessary) 1313 Moisture control yea no . 1313.1 Vapor retarders Indicate vapor retarders on warm side yea no 1313.2 Root /ceiling vap.ret. Indicate vapor retarder on roof section; Indicate vap. retard. with sealed seams for non -wood strut. ye. no 1313.3 Wall vapor retarder Indicate vapor retarder on wall section yes no <... 1313.4 Floor vapor retarder Indicate vapor retarder on floor section yes no 1313.5 Crawl space yap. ret. indicate six mil black polyethylene overlapped 12" on ground 1314 Air leakage yea no 1314.1 Bldg. envel, sealing Indicate sealing, caulking, gasketing, and weatherstripping yea no 1314.2 Glazing/door sealing Indicate weatherstripping yea no. n.e 1314.3 Assemb. as ducts Indicate sealing, caulking and gasketing PRESCRIPTIVE/COMPONENT PERFORMANCE (Sections 1320 -23 or 1330 -34) yea no Envelope Sum. Form Completed and attached. Provide component performance worksheet If necessary Provide ENVSTD screen 1 output it necessary ;,;:" } +;:tit't'i V ,„ C:..r y.,.,;rEivar:.,w , m.r,,,, 0. 1994 Washington State Nonresidential Energy Code Compliance Form If "no" is circled for any question, provide explanation; Project Info Project Address, Allowed Watts per ft Date 2 _S _le, Gl.1Ct � G0.5cAt E0L (n _`f .*.r, (�[� For Building Department Use vae te,.A el If CO TYPO ) I Lot n1 'AI Applicant Name: Av ONE %oKn) — S tt `.k C 1,a, Applicant Address: o' (el Z4/ ,4, , Are 0 Z ( 0 t (3e ((e Applicant Phone: 42,5 . i f ss 3 ZD Location (floor /room no.) Occupancy Description Allowed Watts per ft Area in ft Allowed x Area A 101 WA, -S - ousm, 0.5 54; 01 0 V 11 0SS - I 2.0 0 NQ► RITV 94E- OFFICE 1.2.. 6000 Outdoor Areas 0.2 W /ft Bldg. (by facade) 0.25 W /ft Bldg. (by perim) 7.5 W /If (2.65 — From Table 15-1 (over) - document all exceptions taken from footnotes Total Allowed Watts X55 Location (floor /room no.) Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Covered Parking 0.2 W /tt Open Parking 0.2 W /ft Outdoor Areas 0.2 W /ft Bldg. (by facade) 0.25 W /ft Bldg. (by perim) 7.5 W /If (2.65 '` 66 Note: for building exterior, choose either the facade area or the perimeter method, but no both) Total Allowed Watts era 6 6 0 Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts Location Description Allowed Watts per ft or per If Area In ft (or If for perimeter) Allowed Watts x ft (or x If) Covered Parking 0.2 W /tt Open Parking 0.2 W /ft Outdoor Areas 0.2 W /ft Bldg. (by facade) 0.25 W /ft Bldg. (by perim) 7.5 W /If (2.65 '` 66 Note: for building exterior, choose either the facade area or the perimeter method, but no both) Total Allowed Watts era 6 6 0 Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts 1994 Washington State Nonresidential Energy Code Compliance Form Lighting Summ LTG -SUM 1994 Washington Stale Nonresidential Energy —de Compliance Forma Project Description New Building ❑ Addition ❑ Alteration Compliance Option ❑ Prescriptive Power Allowance ❑ Systems Analysis (See Qualification Checklist (over). Indicate Prescriptive & LPA spaces clearly on plans.) Alteration Exceptions (check appropriate box) ❑ No changes are being made to the lighting ❑ Less than 60% of the fixtures are new, and installed lighting wattage is not being increased Maximum Allowed Lighting Wattage (Interior) Proposed Lighting Wattage (Interior) (May not exceed Total Allowed Watts for Interior) Maximum Allowed Lighting Wattage (Exterior) Proposed Lighting Wattage (Exterior) (May not exceed Total Allowed Watts for Exterior) Second Edition - June 1995 r FC? ELECTR I C, COMPANY , • • .„„. , „. . FROM: MEMO: .. WARREN Real Estate • Development : 6 Services 8 00 • •••••:.: 1 1 : TEL:. (206) 749-9484 • ' :: 4 i ■ • t •• FAX • (206) 749-9483 I • ,. I. I • '. • ! ".` • , 1 : , . .',.. ' I .1 • • 1. ' I 1 . . • , : ... . 1 1 1., I • i r. • I: ...; • I 0 . 1 y• I. :. .... IS I . WARREN Company 500 Union Street, 0900 &aide Washington 98101 Tel: (206)749-9484 Fax: (206)749-9483 ; . . ., , • • • June 22, 1998 Gary Barnett Senior Engineer — Development Public Works Department City of Tukwila 6200 Southcenter Blvd Tukwila, WA 98188 Re: Cascade Business Park Opus Northwest, Inc. Dear Mr. Barnett, < .ELECTRIC COMPANY Real Estate Development Services 500 Unfon Straet, Suite 900 Soattle, Washington 98101 Tel; (206)749.9484 Fax: I206)749,94g3 It is our understanding that there will be no modifications required at the existing signal at Todd Blvd. It is also our understanding that the value of any additional right -of -way that is dedicated to the City of Tukwila will be deducted from Opus's traffic mitigation fee obligation. I have met with Jack Pace to discuss the possibility of reducing the front yard requirements and it was determined that the 12' -6" dimension could not be reduced. The revised plans that we will be submitting will be based on dimensions shown on the attached sketch. We would all so like to confirm the timing for issuance of the building permit. Opus is willing to make the above improvements so long as Tukwila issues the building by Monday June 29,1998. As discussed in our meeting it would be possible for you to issue the building permit immediately upon submittal of a revised site plan showing the West Valley improvements. The engineering drawings for the frontage improvements would follow in 2 to 3 weeks as a ' supplemental submittal. We understand that issuance of C. of O. would be conditioned on completion of those frontage improvements. P. 02 I: I am writing on behalf of Opus Northwest the applicant of the above referenced project. Per our meeting with you on 6/17/98 Opus is willing to commit to the construction of the frontage improvements along West Valley Highway. It is our understanding that the frontage improvements will be limited to the following: 1. Road widening along the west side of West Valley Highway from Todd Blvd to the bus turn out. The face of the new curb will be 40 feet from centerline. 2. Install sidewalk from Todd Blvd to the north end of the bus pullout. Curb and sidewalk will be a combined 8 feet in width. 3. Relocation of existing street lighting to back of sidewalk. The light poles will be located outside of the ROW on easements. 4. Relocation of existing storm catch basins to new curb line. 5. Channelization stripping along western edge only. I . Ross Earnst = City of Tukwila Brynestad — Opus NW Wayne Eddy"- Opus NW John Halistrom - Sconzo / Hallstrom Dave Spiller - .AHBL 11; CITY OFETUKWILA JAN U 7 1999 PERMIT CENTER £0 /zed ZTLTESt7 OP( OF TUt &WtLP . JAN $ 1999 1(w I- z 0 UI 01 WOa.S H / OZNOOS WONd LT : T T 666T- L0-Ntif CEIVED FEB 2 4 18 EOTECHNICAL REPORT outhcenter South Industrial Park - Site B dd Boulevard and Cascade Avenue South Tukwila, Washington . • `.• • • ' Project No. T-3613 D9B-poo4=1•1 02 '1- o .• • . „ • • :7 July 8, 1997 RECEIVED CITY OF TUKWILA FEB 1 0 1998 PERMIT CENTER 1 Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Mr. Harry DeMarre Opus Northwest, LLC 200 - 112th Avenue NE, Suite 205 Bellevue, Washington 98004. Subject: Geotechnical Report Southcenter South Industrial Park - Site B Todd Boulevard and Cascade Avenue South Tukwila, Washington Dear Mr. DeMarre: As requested, we have conducted a geotechnical engineering study for the subject project. The attached report presents our findings and recommendations for the geotechnical aspects of the anticipated project design and construction. In general, the site is underlain by three to seven feet of medium dense or stiff silty sand to silt fill. The fill overlies alluvial soils composed of interbedded silts, sands, and clays. We encountered dense sands in two test borings drilled at the site at depths of 35 and 38 feet below existing grades. We observed groundwater at depths ranging from 4 to 14 feet below site grades. In general, building sites in the Green River valley are often surcharged with additional fill to preconsolidate the softer alluvium and limit post construction building settlement. Based on soil conditions we observed and existing site topography, we do not believe it will be necessary to surcharge or preload the contr•al or snnthi.ri portion of the si'r rt nts 7 rw 1 31. Ph.i7i,1, 7 " , ; r (., northern portion of the site (Lot 1) is recommended. It is also our opinion that the existing fill will not be suitable for immediate support of spread footing, foundations. We recommend that footings be supported on a minimum of two feet of new granular structural fill, 12525 Willows Road, Suite 101, Kirkland, Washington 98034 • Phone (206) 821 Mr. Harry DeMarre Ju1y8, 1997 The attached report e our e xplorations and recornniendations in greater :d:diadiiit'io:Wnael trust this information cieliffOr,yotir present needs. Please i!you have any questions or need Sincerely yours TERRkASSOCIATE V „ J • ; , • • • • . • „ . , , • ” „ . „ • • Project Description • Scope of Work Site Conditions 3.1 Surface 3.2 , Soils 3.3 Groundwater 3.4 Seismic Considerations Discussion and Recommendations • 4.1 . General 4.2 Site Preparation and Grading 4.3 Fill Pre-load 4.4 Spread Footing Foundations 4.5' Slab-on-grade Floors 4.6 Excavations 4.7 Utilities Appendix Field Exploration and Laboratory Testing 4.8 ' Lateral Earth Pressures - 4.9 Drainage 4.10 Pavements Additional Services Limitations Figures Vicinity Map - Exploration Location Plan Typical Sertlement Marker Detail Retaining Wall Drainage Detail %,` Geotechnical Report Southcenter South Industrial Park - Site B Todd Boulevard and Cascade Avenue South Tukwila, Washington PROJECT DESCRIPTION The subject site is located south of Todd Boulevard between Cascade Avenue South and West Valley Highway in Tukwila, Washington. The approximate location of the project is shown on Figure 1. The project will consist of constructing an office /warehouse facility encompassing approximately 123.446 square feet. Loading dock and parking areas will be located along the eastern margins of the building. Additional parking will be provided north and south of the building. The building floor slab will be constructed at an elevation of 24 feet with the perimeter parking and dock grade established at elevation 20 feet. This will require excavations of two to six feet (north to south) to establish the parking and dock grade with fills of one to two feet required in the central and northern portions of the site to establish the floor subgrade elevation. The buildings will be constructed using concrete tilt -up wall panels with interior columns supporting a wood roof truss system. Perimeter wall loads may approach four to six kips per foot with interior columns carrying 80 to 100 kips. Floors constructed at dock -high grade could impose floor loads of 200 to 300 pounds per square foot (psf). Access drive and loading dock areas may receive relatively heavy truck traffic loads. The. recommendations in the following sections are based on soil conditions observed in the test pits and borings, and our understanding of the project's design features as discussed above. We should review project civil and structural drawings as they become available to verify our recommendations have been properly interpreted. 2.0 SCOPE OF WORK On April 29, 1997, we excavated eight backhoe test pits at the site to depths ranging from 10 to 13 feet below the existing site grades. We returned to the site on May ls, 1997 and advanced two hollow stem auger test borings to a depth of 39 feet. Using the information obtained from the subsurface exploration, we performed analyses to develop geotechnical recommendations for project design and construction. Specifically, this report addresses the following: • Soil and groundwater conditions • Site preparation and grading Surcharge and settlements Spread footing foundations Liquefaction • Lateral earth pressures • Slab-on-grade floors Excavations • Utilities .. Pavements • . Drainage requirements . The approximately rectangular site is situated in the southern portion of the Southcenter South Industrial Park in Tukwila. The site is bounded on the south by railroad tracks and neighboring commercial property. Cascade Avenue South and Todd Boulevard bound the site to the west and north, respectively, The site is bounded to the east by West Valley Highway. A ten -foot wide utility easement lies within the western, northern, and eastern property lines. Twenty -foot wide storm drain and railroad easements cross the southern margin of the site. The site comprises an open, undeveloped area with relatively flat topography. The ground surface rises three to four feet above surrounding site grades to form a broad, flat, fill pad area in the central and southern portions of the site. The northeastern corner of the property contains an isolated area landscaped with shrubs, small trees, and bark ground cover. Most of the site is vegetated with wild grasses. We observed standing water primarily within the northern and western portions of the site. Curb and gutter construction directs stormwater runoff from adjacent roadways to catch basins. 3,2 Soils The soil conditions observed in the test pits and test borings consisted of four to eight inches of sod overlying a layer of Fill. The fill was encoiiritered to depths ranpinn. from three feet in Test Pit TP -2 to soven f,P t in norinn l he till consisted of brown to gray mottled sandy silt and silty very fine sand with gravel. The density of the fill was very loose to a depth of one foot, where it became stiff or medium dense. ;Page No, 2 :os takRefie July 8, 1997 Project No. T- 3613 -2 We noted native light brown to gray mottled clayey to sandy silt underlying the fill in all of the test holes to depths of 5 to 11 feet. The silt was slightly plastic to non - plastic and had a fractured texture. In some of the test holes, the upper one to two feet of the silt was very dense or very stiff, indicating it had compressed under the weight of the overlying fill. The middle to lower portions of the silt layer were loose or medium stiff. As indicated in Boring B -1, this consolidated layer appeared absent along the northern margin of the site. • We observed dark brown to black silty sand and sand with silt beneath the silt layer in Boring B -1 and to the total test pit depths in Test Pits TP -2 through TP -8. These soils were very fine to medium - grained and generally very loose to medium dense. We noted occasional branches and buried wood in Test Pits TP -2 and TP -3 at depths of seven and ten feet, respectively. At depths of 12 and 18 feet in Borings B -1 and B -2, respectively, we encountered interbedded generally loose to medium dense or medium stiff to stiff silty sands and clayey silts with peat lenses to a depth of approximately 37 feet. At this depth, each boring encountered the dense silty sand soils we observed to the total depths of the borings. Figures A -2 through A -7 in Appendix A present more detailed descriptions of the subsurface conditions encountered in the test borings. Figure 2 shows the approximate test boring locations. The Geologic Map of the Renton Quadrangle, King County, Washington by D.R. Mullineaux (1965) shows that the soils in the site vicinity are mapped as alluvium (Qaw) deposited by the Green River. The map indicates this soil unit is up to 50 -feet thick and primarily consists of clayey silt and fine sand within its upper portion. The native soils we observed in the test pits and borings correlate with the published description of the alluvium. 3.3 Groundwater We observed groundwater seepage at each exploration location at depths ranging from 4 to 14 feet below the ground surface. In general, seepage occurred within the loose to medium stiff silts or the underlying loose sandy soils. We also encountered some Tight groundwater seepage that was perched above the silt layer during excavation of Test Pits TP -3 and TP -6. Most of the test pits showed caving of soils below the groundwater table elevation. 3.4 Seismic Considerations The Puget Sound area falls within Seismic Zone 3 as classified by the Uniform Building Code (UBC). Based on the soil conditions encountered and the local geology from Table 16 -J of the 1994 UBC, a site coefficient of 1.5 should be used in design of the structures. Soil Liquefaction We reviewed the results of our field and laboratory testing and analyzed the potential for liquefaction of the site's soils during an earthquake. Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength due to an increase in pore water pressure induced by vibrations from a seismic event. July 8, 1997 Project No. T- 3613 -2 Analysis indicates the very loose to loose silty sand soils at the site would probably liquefy under severe earthquake ground motions and moderate ground shaking of significant duration. We do not believe building foundations would be subject to a bearing capacity failure. However, building settlements of two to three inches may result upon dissipation of excess pore pressures generated during the seismic event. 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 General Based on our study, in our opinion, there are no geotechnical constraints that would preclude construction of the proposed office /warehouse facility. The test holes indicate that a three to eight -foot thick layer of silty sand and sandy silt fill underlies the site. The thickest portions of the fill are located in the site's southern part. The fill is underlain by native sands, silts, and clays deposited by the Green River. At a minimum, we recommend the north portion of the site (Lot 1) be pre - loaded with fill placed and compacted to final grade. We also recommend overexcavating two feet of the existing fill from below building foundations and replacing it with granular structural fill. The excavation to remove the existing fill should extend a minimum of one foot laterally from the sides of the footing. The following sections provide detailed recommendations regarding the above issues and other geotechnical design considerations. These recommendations should be incorporated into the final . design drawings and construction specifications. 4.? Site Preparation and Grading To prepare the site for construction, all vegetation and organic surface soils should be stripped and removed from the areas under construction. Surface stripping depths ranging from four to eight inches should be expected to remove sod and surficial organic soils. Following clearing, building slab and pavement subgrade areas should be proofrolled with heavy construction equipment before placement of additional fill. Soft, yielding areas should be overexcavated to firm bearing soil and replaced with structural fill. Where excavations to achieve firm conditions are excessive, the use of a geotextile fabric such as Mirafi 500X in conjunction with limited overexcavation and replacement with a structural fill may be considered. Typically, IS inches of clean granular structural fill over the fabric will achieve a stable subgrade. For support of building foundations, we recommend overexcavating the existing fills a minimum depth of two rr }. ;Ind r r -"t% n ' nrad'.' with ; tr f'l '. one foot laterally from the sides of the footing. Structural fill used to restore footing grade should consist of a relatively clean granular material as described below. Page No. 4 Maximum Aggregate Size 3 inches Maximum Passing the No. 4 Sieve 75 percent Maximum Passing the No. 200 Sieve (Based on the Minus 3/4 -inch Fraction) 5 percent 711S4^.ViOi7FYCIUWilti7 Uzi 0.1P4 WIV.nun.vwn.eng..... -... July 8, 1997 Project No. T- 3613 -2 • Our laboratory results show that the existing fill and native soils were above their optimum moisture contents at the time of our investigation. It will be difficult to achieve proper compaction of these soils in their present condition. When the moisture content is excessive, the soils will require drying by aeration or treatment with a cement or lime additive to facilitate proper compaction. When properly moisture conditioned, it is our opinion that the existing fills and native soils can be used for fill below pavement and building floor slabs. If fill placement takes place during wet weather or if the moisture conditions of the fill material cannot be controlled and for structural fill below foundations, we recommend using a granular material which meets the following grading: Structural fill materials should be placed in uniform loose layers not exceeding 12 inches and compacted to a minimum of 95 percent of the soil's maximum density, as determined by ASTM Test Designation D -693 (Standard Proctor). The moisture content of the soil at the time of compaction should be within about two percent of its optimum, as determined by this ASTM method. 4.3 Fill Pre -load As discussed earlier, we recommend implementing a preload program for the northern portion of the site (Lot 1). This will involve delaying building construction following fill placement until potential consolidation of the compressible strata is completed. A monitoring program should be implemented to verify completion of expected settlements. Building construction may begin when monitoring indicates that fill- induced settlements are completed. Total primary settlements of about two inches are expected to occur within about three to four weeks following fill placement. To verify the amount of settlement and the rate of movement, the pre -load and /or surcharge program should be monitored by installing settlement markers. A typical settlement marker installation is shown on Figure 3. The settlement markers should be installed on the existing grade before placing any building fill. Once installed. elevations of both the fill height and marker should be recorded daily until the full height of the building fill is in place. Once filled to grade, readings should continue weekly until the anticipated settlements have occurred. It is critical that the grading contractor recognizes the importance of the settlement marker installations. All efforts must be made to protect the markers from damage during fill placement. It is difficult, if not im'•' ; ;ihle to evaluate the pru�,ress of the surcharge program it' the markers are damaged or destroyed by construction equipment. Therefore. it may be necessary to install new markers and to extend the monitoring time to ensure that settlements have ceased and building construction can begin. Page No. 4.4 Spread Footing Foundations July 8, 1997 Project No. T- 3613 -2 Following the successful completion of the fill pre -load program, the building may be supported on conventional spread footing foundations bearing on a minimum of two feet of granular structural fill. Perimeter foundations exposed to the weather should be at a minimum depth of 1.5 feet below final exterior grades. We recommend designing foundations for a net allowable bearing capacity of 2,500 psf. For short-term loads, such as wind and seismic, a 1/3 increase in this allowable capacity can be used. For designing foundations to resist lateral loads, a base friction coefficient of 0.4 can be used in design of the structures. Passive earth pressures acting on the side of the footing and buried portion of the foundation stem wall can also be considered for resisting lateral loads. We recommend calculating this lateral resistance using an equivalent fluid weight of 350 pcf. We recommend not including the upper 12 inches of soil in this computation because they can be affected by weather or disturbed by future grading activity. This value assumes the foundation will be constructed neat against competent fill soil or backfilled with structural fill as described in the Site Preparation and Grading section. The recommended lateral resistance value includes a safety factor of 1.5. 4.5 Slab -on -grade Floors With expected structural loading and this bearing stress applied, we estimate total building settlements will be in the range of one to one and one half inches. Differential settlement of about 1/2 to 3/4 inches between columns and perimeter walls should be expected. With site preparation completed as described in the Site Preparation and Grading section, suitable support for slab -on -grade construction will be provided. With floor loading of 200 to 300 psf, post construction slab settlement of one half to one inch should be expected. Immediately below the floor slabs. we recommend that an allowance be made for placing a capillary break layer consisting of four- inches of clean free - draining sand or gravel which has less than three percent passing the No. 200 sieve. This layer will guard against wetting of the floor slab due to the underlying soil conditions. Where moisture via vapor transmission is not desired, a polyethylene vapor barrier should be placed on the capillary break layer. To aid in uniform curing of the concrete, we recommend placing two inches of clean, uniform sand on the vapor barrier. For slab thickness design with respect to floor deflection due to traffic and point loadings, a subgrade modulus of 300 pounds per cubic inch (pci) can be used in design. 4.6 Excavations Excavations greater than four feet deep will need to be completed in accordance with local, state, or federal encountered at the site would be classified as Group C soils. Accordingly, excavations made within the native soils or fill at the site that are greater than four. feet but not exceeding 20 feet deep will need to be laid back v. ith side slope gradients of 1.5:1. Page No. 6 4.7 Utilities 4.9 Drainage Page No, 7 July 8, 1997 Project No. T- 3613 -2 As another option, a trench shoring box to support excavations throughout the lower depth may be used in conjunction with sloping of the upper portion of the excavation as outlined above. Dewatering of the excavation will need to be considered where excavation depths exceed seven feet below existing site grade. The above information is.provided solely for the benefit of the owner and other design consultants, and should not be construed to imply that Terra Associates, Inc. assumes responsibility for job site safety. It is understood that job site safety is the sole responsibility of the project contractor. We recommend that all site utilities be bedded and backfilled in accordance with applicable APWA' specifications. For site utilities within City rights -of -way, bedding and backfill should be completed in accordance with City of Tukwila specifications. At a minimum, utility trench backfill should be placed and compacted in accordance with recommendations presented in the Site Preparation and Grading section. Where utilities will occur below unimproved areas, the degree of compaction can be reduced to a minimum of 90 percent of the soil's maximum density as determined by the referenced ASTM standard. Due to the potential for long- term settlements, utility pipe joints and connections should be flexible, allowing for up to one inch of differential movement. 4.8 Lateral Earth Pressures The magnitude of earth pressure - development on retaining walls constructed in loading dock areas will partly depend on the quality of backfill. Where fill is placed behind retaining walls, we recommend placing and compacting it as structural fill. To guard against the build up of hydrostatic pressure, wall drainage must also be installed. A typical wall drainage detail is shown on Figure 4. With granular backfill placed and compacted as recommended and drainage properly installed, we recommend designing the restrained (not free to deflect) retaining walls for an at -rest earth pressure equivalent to a fluid weighing 50 pef. A value of 35 pcf may be used for the case where the wall is unrestrained (free to deflect). These values do not include other surcharge loading, such as from fill backslopes or adjacent footings that may act on the wall. If such conditions will exist, the imposed loading must be included in the wall design. Friction at the base of foundations and passive earth pressure will provide resistance to these lateral loads. Values for these parameters are provided in the Spread Footing Foundations section. Surface must not be allowed to pond or collect adjacent to foundations or within the immediate building area. We recommend providing a gradient of at least three percent for a minimum distance of ten feet from the building perimeter, except in paved locations. In paved locations, a minimum gradient of one percent should be provided unless provisions are included for collection and disposal of surface water adjacent to the structure. • i4 myuw.iwaarocaUiw..% July 8, 1997 Project No. T- 3613 -2 Subsurface Provided final exterior grades promote free and positive drainage away from the building perimeter; we do not believe it will be necessary to install foundation drains where pavements will be constructed up to the building. We recommend installing a continuous drain along the outside lower edge of the buildings' perimeter foundations in landscape areas. The foundation drains and roof downspouts should be tightlined separately to an approved discharge facility. Subsurface drains must be laid with a gradient sufficient to promote positive flow to a controlled point of approved discharge. 4.10 Pavements Placement of pavement sections on existing fills may be considered. However, even if compacted to a firm and stable condition at the time of construction, the soil will be subject to strength degradation due to increases in its moisture content. To mitigate this potential and provide long -term subgrade support, we recommend amending the sandy silt and silty fine sand subgrades with a cement or lime additive. We recommend scarifying the pavement subgrade a minimum depth of 12 inches and uniformly blending in Type l Portland cement at an application rate of 80 pounds per square yard of surface area. The soil /cement blend should then be compacted to a minimum of 95 percent of the blend's maximum dry density as determined by ASTM Test Designation D -693 (Standard Proctor). The moisture content of the blend should be within -1 to T2 percent of its optimum at the time it is compacted. Depending on traffic loading. in our opinion, two to three inches of asphalt concrete (AC) can then be placed directly on the soil :cement subgrade. Site utilities should be installed before amending the pavement subgrade as described above. 5.0 ADDITIONAL SERVICES Terra Associates, Inc. should review the final design drawings and construction specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and incorporated in the project design. We should also provide geotechnical services during construction in order to observe compliance with the design concepts, specifications, and recommendations. This will also allow for design changes if subsurface conditions differ from those anticipated before the start of construction. 6.0 LIMITATIONS We prepared this report in accordance with generally accepted geotechnical engineering practices. This report is the property of Terra Associates, Inc. and is intended for specific application to the Southcenter South Industrial Park - Site B project in Tukwila, Washington. This report is for the exclusive use of Opus Northwest. LLC and their authorized representatives... No other warranty, expressed or implied, is made. The analyses and recommendations presented in this report are based upon data obtained from the test pits and test borings drilled on -site. Variations in soil conditions can occur, the nature and extent of which may not become evident until construction. If variations appear evident, Terra .Associates, Inc. should be requested to reevaluate the recommendations in this report before proceeding with construction. age No. S 3 117. .6 ST S f Nt :�;r. S' S . SITE N ri >, LI no S. NOUCCI � _ i/ f% 1 tw• sr � .i a I ".1. S tit : 3• r. 7 Z „s„ S:7s ST astrvw sr I ?: . r Af ;x —s t I 9 1 L S 1 S7 I S :s5'• I :tar. r s < r _ t 1 I ,• ..Z. , ?7C sa 2".• S p. M?e, .. r • - <• • - Sr S •7 it '- 3t' - c Tcts:- s ?tr- . it Proj. No.3613 -2 I Date MAY 1997 l Figure 1 u 1s_ 1 1 iUAL .J UUIL:, ro iu U0U1, 1 I, tin ,i,ii w IUI1 1 rivUJ UJJ, UJU, Uu:.r , Nu UGO, .I J J / CUI I IUIY. TERRA ASSOCIATES, Geotechnical Consultants VICINITY MAP SOUTHCEN T ER SOUTH INDUSTRIAL PARK — SITE B TUKWILA, WASHINGTON .1 • II sso - s f3.3i" LO: 2 • / / /k / / / 1 / / 1 / �, / ' j /,:j ti 1�: / ;�/ I -- 1 a , / 1 N./ 1350"7 2r W Ort • OJ�Y ' N.7 N rn N • :.0l WAIL Pso41val0 �� -y 5F 1 ¢Ea'n of 6�n"x �R„ ea Aa,s� 1 04•+' 14 Rs+lweo tzes' tsq J 11:411 OJT LA NA WEST VALLEY HIGHWAY (S14-181) APPROXIMATE SCALE 80 0 80 ^ roec" i3 } . / 7 /O 1.12/.7, Cot..+w, r 5 I _ _ _ 1` — _ --;,..;777--- sYL JT' _ _— _ _ I N..13s4 -e c — - ASSOCIATES '7otechnical Consultants 160 feet TERRA Si TP -2 LEGEND: % APPROXIMATE TEST PTT LOCATION APPROXIMATE BORING LOCATION REFERENCE: UNTITLED AND UNDATED SITE PLAN PREPARED BY OPUS NORTHWEST: EXPLORATION LOCATION PLAN SOUTHCENTER SOUTH INDUSTRIAL: PARK TUKWILA, WASHINGTON Proj: No.3613 - 1 Date MAY 1997 I Flu! Date MAY 1997 Figure 2 Out APPROXIMATE SCALE 80 0 80 L0: 2 141%./ '(LW 004' 1.14.11. WEST VALLEY HIGHWAY (SR-181) CASCADE AVE S. IO'Uh /iy 160 feet /o ,,, 1,,.....∎ T - -- _ — -- l- N /I'IJJOF �`- TERRA \` ASSOCIATES ' otechnical Consultants LEGEND: ei APPROXIMATE TEST PIT LOCATION APPROXIMATE BORING LOCATION REFERENCE: 'UNTITLED AND UNDATED SITE PLAN PREPARED BY OPUS NORTHWEST. Proj: No.3613 -2 EXPLORATION LOCATION PLAN SOUTHCENTER SOUTH INDUSTRIAL PARK SITE B TUKWILA, WASHINGTON TERRA ASSOCIATES STEEL ROD -\ • . • • HEIGHT VARIES SURCHARGE :..' (SEE NOTES) OR FILL :...'.. �... U -. NOT TO SCALE PROTECTIVE SLEEVE . ' ' ' SURCHARGE OR FILL NOTES: 1. BASE CONSISTS OF 1/2" THICK, 2'x2' PLYWOOD WITH CENTER DRILLED 5/8" DIAMETER HOLE. 2. BEDDING MATERIAL, IF REQUIRED, SHOULD CONSIST OF CLEAN COARSE SAND. 3. MARKER ROD IS 1/2" DIAMETER STEEL ROD THREADED AT BOTH ENDS. 4. MARKER ROD IS ATTACHED TO BASE BY NUT AND WASHER ON EACH SIDE OF BASE. 5. PROTECTIVE SLEEVE SURROUNDING MARKER ROD SHOULD CONSIST OF 2" DIAMETER PLASTIC TUBING. SLEEVE IS NOT ATTACHED TO ROD OR BASE. 6. ADDITIONAL SECTIONS OF STEEL ROD CAN BE CONNECTED WITH THREADED COUPLINGS. 7. ADDITIONAL SECTIONS OF PLASTIC PROTECTIVE SLEEVE CAN BE CONNECTED WITH PRESS —FIT PLASTIC COUPLINGS. p C m ►YARK R?h C'UC I! r1 FY,Tc AT I CA•• n7 rn ?,cT! 7 onnr ^rTnrr rnir 9. STEEL MARKER ROD SHOULD EXTEND AT LEAST 1" ABOVE TOP OF FILL SURFACE. Geotechnical Consultants TYPICAL SETTLEMENT MARKER DETAIL SOUTHCEN T ER SOUTH INDUSTRIAL PARK — SITE 8 TUKWILA, WASHINGTON Proj. No. 3613 -2 Date MAY 1997 I Figure 3 / • Is TERRA ASSOCIATES, Geotechnical Consultants , 4" DIAMETER PVC PERFORATED PIP E *44 12" OVER THE PIPE %>.• 1••• s's• 3" BELOW THE PIPE NOT TO SCALE EXCAVATED SLOPE FOR (SEE OR APPROPRIATE INCLINATIONS) COMPACTED STRUCTURAL BACKFILL RETAINING WALL DRAINAGE DETAIL SOUTHCENTER SOUTH INDUSTRIAL PARK — SITE B TUKWILA, WASHINGTON Proj. No. 3613-21 Date MAY 1997 1 Figure 4 On April 29, 1997, we excavated eight backhoe test pits at the site to depths ranging from 10 to 13 feet below existing site grades. We returned to the site on May 15, 1997 and advanced two hollow stem auger test borings to a depth of 39 feet. The test boring and test pit locations are shown on Figure 2. Test Pit Logs and Test Borings are presented on Figures A-2 through A-7. An engineer from our office maintained a log of each test hole as it was advanced, classified the soil conditions encountered, and obtained representative soil samples. All soil samples were visually clas4ified in accordance with the Unified Soil Classification System shown on Figure A-1. Representative soil samples were obtained from the test borings using sampling procedures outlined in ASTM Test Designation D-1536. The samples were placed in jars or tubes (ring samples) and taken to our laboratory for further examination and testing. The moisture content of each sample was measured and is reported on the Boring and Test Pit Logs. Plasticity characteristics of one of the samples of fine-grained soils were determined by conducting an Atterberg limits test. Grain size analyses were performed on four of the samples. The results of the grain size analyses are presented as Figures A-3 and A-9. ■ APPENDIX A IELD EXPLORATION AND LABORATORY TESTING Southcenter South Industrial Park - Site B Tukwila, Washington Project No T-3613-2 MAJOR DIVISIONS LETTER SYMBOL TYPICAL DESCRIPTION co 0 . ) _ i v) O ca N ca ' W a? (T) Z m •-- Q E cn 0 S N O W c Z .c c ca < a)r O o " • U g GRAVELS More than 50% of coarse fraction is larger than No. 4 sieve Clean Gravels (less an l than 5% fines) GW Well - graded gravels, gravel -sand mixtures, little or no fines. GP Poorly- graded gravels, gravel -sand mixtures, little or no fines. a e w it fi nes GM Silty gravels, gravel- sand -silt mixtures, non - plastic fines. GC Clayey gravels, gravel- sand -clay mixtures, plastic fines. SANDS . More than '50% of coarse fraction is smaller than No. 4 sieve Clean Sands (l than 5% fines) SW Well- graded sands, gravelly sands, little or no fines. S P Poorly- graded sands or gravelly sands, little or no fines. Sands with fines - SM Silty sands, sand -silt mixtures, non - plastic fines. SC Clayey sands, sand -clay mixtures, plastic fines. J .` o RI O CO c � N • E c ap Ili o Z •y Z L m a) Q e "E. 0.) CO a� �' m ca Z ° a i tL SILTS AND CLAYS Liquid limit i& less than 50% M L Inorganic silts, rock flour, clayey silts with slight plasticity. CL Inorganic clays of low to medium plasticity, (lean clay). OL Organic silts and organic clays of low plasticity. SILTS AND CLAYS Liquid limit is greater than 50% M H Inorganic silts, elastic. CH Inorganic clays of high plasticity, fat clays. OH Organic clays of high plasticity. HIGHLY ORGANIC SOILS PT Peat. DEFINITION OF TERMS AND SYMBOLS w Q tz 0 `o z Standard Penetration Density Resistance in Blows /Foot — 2" OUTSIDE DIAMETER SPLIT • — SPOON SAMPLER ; 2.4" INSIDE DIAMETER RING SAMPLER I. OR SHELBY TUBE SAMPLER V WATER LEVEL (DATE) Tr TORVANE READINGS, tsf Pp PENETROMETER READING, tsf DD DRY DENSITY, pounds per cubic foot LL LIQUID LIMIT, percent PI PLASTIC INDFX N STANDARD PENETRATION, blows per foot Very loose 0 Loose 4 -10 Medium dense 10 -30 Dense 30 -50 Very dense >50 g Consistency v o` F- Standard Penetration Resistance in Blows/Foot Very soft 0 -2 Soft 2 - 4 Medium stiff ' 4 -8 Very stiff 16 Hard >32 UNIFIED SOIL CLASSIFICATION SYSTEM SOUTHCENTER SOUTH INDUSTRIAL PARK SITE B TUKWILA, WASHINGTON _ �� �.. '\ '....; TERRA ..: -: `i r` ASSOCIATES Geotechnical Consultants Proj. No. T- 3613 -2 Date May 1997 Figure A -1 - - - (0 to 6 inches TOPSOIUSOD) FILL: Gray with brown mottles, sandy SILT with gravel, very loose. saturated. (ML) 15.8 39.7 43.0 FILL: Brown, faintly mottled sandy silt with gravel, medium dense, moist. (ML) . Gray mowed SILT with very fine SAND, fractured and blocky texture, loose to medium dense, moist to wet, non - plastic. (ML) - - — Gray, mottled SILT with very fine sand, soft, saturated, non - plastic. (ML) _ _ Test pit terminated at 12 feet. , Ponded water draining into pit at surface and light seepage at 6 feet. Minor caving below 6 feet. Logged by: KPR Date: 4/29/97 Depth (ft.) 0 10 15 Logged by: KPR Date: 4/29/97 Depth (ft.) 0 1 0 1r, Test Pit No. TP -1 Soil Description Test Pit No. TP -2 Soil Description (0 to 5 inches TOPSOIUSOD) FILL: Brown silty fine sand with some gravel, very loose to 1 foot becoming medium dense, saturated to 1 foot becoming moist. (SM) Gray clayey SILT, fractured, very stiff becoming medium stiff at 4 feet, with organic fibers, moist, low plasticity. (ML) Dark brown fine SAND, loose, saturated, occasional branches and buried wood at 7 feet. (SP) 11.5 40.4 36.4 Test pit terminated at 10 feet. Ponded water draining into pit at surface and light seepage at 6 feet. Extensive caving below 6 feet. Approximate Elev. Moisture Content ( %) Approximate Elev. Moisture Content ( %) ` � ,... _ • TERRA ASSOCIATES Geotechnical Consultants TEST PIT LOGS SOUTHCENTER SOUTH INDUSTRIAL PARK SITE B TUKWILA, WASHINGTON Proj. No. T- 3613 -2 Date May 1997 Figure A -2 - _ _ _ (0 to 6 inches SOD) FILL: Brown silty fine sand /sandy silt with gravel, very loose to 1 foot becoming medium dense, moist becoming saturated at 4 feet. (SM/ML) 21.5 66.8 30.4 1 Gray sandy SILT, very stiff and moist to 7 feet becoming loose and saturated, organic fibers, non - plastic. (ML) — _ Dark brown, very fine SAND with silt, loose, saturated. Occasional branches at 10 feet. (SP -SM) _ _ Test pit terminated at 12 feet. . Light seepage observed at 4 feet and 7 feet. Extensive caving below 7 feet. Logged by: KPR Date: 4/29/97 Depth (ft.) 10 15 Logged by: KPR Date: 4/29/97 Depth (ft.) 0 5 10 0 (0 to 8 inches SOD) FILL: Brown silty fine sand with gravel, very loose to 1 foot becoming medium dense: moist. (SPA /ML) Bits of wood and wire at 4 feet. Light brown becoming gray, mottled, fractured sandy SILT, stiff and moist becoming loose and saturated at 6 feet, non - plastic. (ML) Black fine to medium SAND, medium dense, saturated. (SP) 37.4 23.9 Test pit terminated at 11 feet. Light groundwater seepage at 6 feet. Moderate caving below 6 feet. Test Pit No. TP -3 Soil Description Test Pit No. TP -4 Soil Description Approximate Elev. Moisture Content ( %) Approximate Elev. Moisture Content ( %) TERRA ASSCCtATES 1 Geote-chnical Consultants TEST PIT LOGS SOUTHCENTER SOUTH INDUSTRIAL PARK SITE B TUKWILA, WASHINGTON Proj. No. T-3613-21 Date May 1997 Figure A -3 - _ (0 to 5 inches SOD) FILL: Brown mottled sandy silt with gravel, medium dense, moist. (ML) 14.3 31.6 37.1 1 LL = 44 PL = 34 P1 =10 = _ _ - Gray fractured SILT with occasional organic fibers, hard, moist, slight plasticity. (ML) • Gray mottled silty very fine SAND, loose, saturated. (SM) — - Dark gray fine to medium SAND with silt, medium dense, saturated. (SP -SM) _ Test pit terminated at 13 feet. Light groundwater seepage encountered at 7.5 feet. Caving below 7.5 feet. - _ - (0 to 5 inches SOD) FILL: Brown silty fine to medium sand with some gravel, loose to 1 foot becoming medium dense, moist to 5 feet becoming saturated. (SM) 17.1 38.1 37 5 1 LL = 44 PL = 34 P1 =10 = - - _._, Gray SILT, with occasional organic fibers, blocky texture, very stiff to 9 feet becoming medium stiff, moist to wet, slight plasticity. (ML) _ Gray silty very fine SAND, loose, saturated. (SM) - Test pit terminated at 13 feet. Perched groundwater seepage at 5 feet. Light, groundwater seepage and heavy caving below 9 feet. Logged by: KPR Date: 4/29/97 Depth (ft.) 0 10 15 Logged by: KPR Date: 4/29/97 Depth (ft.) 0 5 10 1 c • Test Pit No. TP -5 Approximate Elev. Soil Description Test Pit No. TP -6 Soil Description Moisture Content ( %1 Approximate Elev. Moisture Content ( %) TERRA ASSOCIATES Geotechnical Consultants TEST PIT LOGS SOUTHCENTER SOUTH INDUSTRIAL PARK SITE B TUKWILA, WASHINGTON Proj. No. T-3613-21 Date May 1997 i Figure A -4 '�xsvxtncoctaif� inaw'ro�xnuari.iva....w...w.,_- Logged by: KPR Date: 4/29/97 Depth (ft.) 0 10 15 Logged by: KPR Date: 4/29/97 Depth (ft.) 0 5 10 5 = Test Pit No. TP -7 Soil Description (0 to 5 inches SOD) FILL: Brown sandy silt with some gravel, very fine sand, medium dense to dense, saturated to 1 foot becoming moist. (ML) Gray sandy SILT, very fine sand, medium stiff, moist, slight plasticity. (ML) Black silty SAND, fine grained, loose, saturated. (SM) 18.3 36.7 31.3 Test pit terminated at 11 feet. Ponded water draining into pit at surface. Light seepage and heavy caving below 6.5 feet. Test Pit No. TP -8 Soil Description Test pit terminated at 12.5 feet. Ponded water draining into pit at surface. Light,seepage at 6.5 feet becoming moderate at 11 feet. Caving at 6.5 feet. 1 F. Approximate Elev. Moisture Content ( %) Approximate Elev. Moisture Content ( %) (0 to 4 inches SOD) FILL: Broavn silty very fine sand /sandy silt with gravel, loose to 1 foot becoming medium dense, saturated to 1 foot becoming moist. (S■/ML) Gray SILT with occasional organic fibers, hard, moist, slight plasticity. (ML) Gray silty very fine to fine SAND, loose, saturated. (SAM) 18.0 25,7 37.7 Z TERRA ASSOCIATES Geotechnical Consultants TEST PIT LOGS SOUTHCENTER SOUTH INDUSTRIAL PARK SITE B TUKWILA, WASHINGTON Proj. No, T-3613-2 Date May 1997 I Figure A -5 Logged by: DPL Date: 5/15/97 Soil Description FILL: Brown sandy silt with some gravel, wet. (ML) • Gray SILT, wet, some gravel, non - plastic. (ML) Black SAND to silty sand, saturated, fine grained. (SM /SP) Gray clayey SILT, interbedded with black silty sand, wet, fine grained, peaty wood pieces in silt. (MUSM) Gray clayey SILT, wet, peaty wood pieces. (MUPt) Black SAND with silt, wet, fine grained. (SM /SP) Boring terminated at 39.0 feet. Groundwater seepage encountered at 8.5 feet. TERRA ASSOCIATES Geotechnical Consultants Boring No. B -1 Consistency/ Relative Density Stiff Medium Stiff to Soft r r Depth (ft) 5 10 Medium Dense r to r Very Loose r h -15 Stiff F-20 to Medium Dense r Stiff Black SAND with silt, wet, fine to medium Dense grains. ''— 25 Dense T 30 Gray clayey SILT, wet, plastic, peaty wood Stiff 35 pieces. t1) T T T 11 iI (N) Blows/ ft. 3 9 5 6 20 12 7 i 1 13 Approximate Elev. Moisture Content ( %) 22.7 39.4 57.7 32.2 31.2', 36.9 61.7 58.4 5 41.9 86.4 54.0 39 27.2 6 60.2 62.0 45 31.6 Groundwater Level BORING LOG SOUTHCENTER SOUTH INDUSTRIAL PARK SITE B TUKWILA, WASHINGTON Proj. No. T-3613-2! Date MAY 19971 Figure A -6 • Boring No. B -2 Logged by: DPL Date: 5/15/97 . Approximate Elev. Soil Description Consistency/ Relative Density Depth (ft.) Sample (N) Blows/ ft. Moisture Content ( %) Groundwater Level FILL: Brown sandy silt, wet, mottled, non- plastic. (ML) Stiff _ - 5 12 14 22 4 7 3 3 3 4 15 10 38 7 6 28 • 23.4 20.0 41.1 27.0 40. ; 46.1 1 37.7 84.0 138.4 44.2 31.0 48.3 53.2 40.7 FILL: Light brown to brown silty SAND with some gravel, wet, fine to medium grains. (SM) Medium Dense ( Brown to gray clayey SILT, wet, non- plastic. (ML) - ' Stiff, L 1— 10 [ 15 r r —20 11 Black SAND, wet, fine- grained. (SP) Loose Gray clayey SILT to gray clay, wet, plastic peaty wood pieces. (ML/CL) Medium Stiff to Very Soft Gray silty SAND, wet, fine- grained. (SM) Loose _ Whiteish brown SILT with peaty wood pieces, slight plasticity, wet. (MUPt) - Soft - _ Gray clayey SILT to clay, wet. plastic. ' (MUCL) Stiff — 25 _ ! I Black SAND, trace silt, wet, fine to I medium grains. (SP /SM) Loose i i Gray sandy SILT, wet, peaty wood pieces, I plastic. (ML) Stiff Interbedded black SANDS and black silts, Dense wet. (SP /ML) i 3 0 - L L. 35 L i - ' Gray SILT, wet, some peaty wood pieces, slight plasticity. `- Medium Stiff I j j Black silty SAND. wet, fine to medium grains. (S`.l) Dense i Boring terminated at 39.0 feet. Groundwater seepage encountered at 14.0 feet. • i BORING LOG 'SOUTHCENTER SOUTH INDUSTRIAL PARK SITE B TUKWILA, WASHINGTON ' I T ERRA �,;: •: 7 : :' '7— ` ' ASSOCIATES L` - -,% Proj. No. T- 3613 -2 I Date MAY 19971 Figure A - 7 Geotechnical Consultants r, • A PERCENT COARSER BY WEIGHT 0 ° N Pn ° v 0 ° m g I j HYDROMETER ANALYSIS GRAIN SIZE IN MM .001 I r 1 HI 11 I .002 1 Moisture Content (70) I 1 I .004 III I ! 1 I I .006 sinnumuurnirsainammomummuum ' 1111111111111111111111111111 008 os........ MIMI ....m 01 Description SILT with sand silty SAND with gravel .02 II � II .03 11111 II i .04 1!!! 1 .06 111 I i I SIEVE ANALYSIS SIZE OF OPENING IN INCHES j NUMBER OF MESH PER INCH, U.S. STANDARD / I I I! I 100• I 1 60 111111 111 II hill 40 s' I I ba=Ei ip : IN I 20 n 10 ! IIII 11111111 1/4 1 111 111111 S3Sn 1/2 11111 I II I III 11111 III III �1 3%4 IIIII IIIIIII III y {dap 1 I I III WWI!! 1 1/4 111 I I1 II 1i t12 2 llilll 11111111 Boring or Test Pit Ndl — dl IIIII 1111 Il 1 L I I II 2 IIIII IIIII II I 1 4 111 1 (IIII III X1111111 H I TZ->—{ i 120 0 0 0 0 0 0 0 0 0 0 w � „ TERRA ASSOCIATES Geotechnical Consultants' GRAIN SIZE ANALYSIS SOUTHCENTER SOUTH INDUSTRIAL PARK — SITE B TUKWILA, WASHINGTON i Proj. No.3613 -2 l Date MAY 1997 [ Figure A -8 PERCENT FINER BY WEIGHT 1 STORM DRAINAGE REPORT FOR OPUS - CASCADE SITE r;. 1 Prepared: For: Opus. 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S e .r lI t r . ra J: y .F ,i: �J } r � )d s��'..fr P� f5 e i t ) r(r 't i� {,, x) 1 .E1�. }..� rJ c 1. �i f' t r. r �r 1 � f� 1 3 st ` F x' IM1 r r .. , z $yx�•}t,5 r7 qua \� rir 4 r . r' ':r,'. ;,c- :a'? ! s .t.t:_•Yk t. ;Yf e \++., ;f"` 4 .' r' r . -' '^' .(..'SS•; °�;:c 1;Y5 1 ;U • � ' r , t+ r.N.. : }r {.:; st`•%�I ,r r i . t..� . ,,.! tv ' )t r,'..N t rya 4 . � � ,. t ( .4. ::;� ; .\ ▪ '? • } S k =: i Z �ilx t r x ,+' : �M1f r r 'f tifiVry',5 . fi• '.x ri } . o�SJ '� et l •(:2 t } ,, t i C' r7+ r. rt ; . �. ,, !rSc { tr 4 t tt 7, , {�. t fi t I �f 3 1 i ��iv'�Y���.1�;, Y } 'fi.'} 2'4 ay{ 1 IZ � i .�. t N f ..i r t� 'f {it 5' 'C � Y HSf ( .h S S .. t ti t Y { 1 ' 1 t i :7 1 i i 1 t M Yy ?{ i ! rt 1 t f r is 6 y '. r' C } 1 } t > } 1 } t ti s t , s 1`r- . 'i t m r t d i , '. . r y r � J . s 1 ,{ r K at y 4 , k li y. ` t. { c i if s ' � J.. ! tit , <..+. . ✓ +;. Prepared By David W. Spiller, Project Engineer Reviewed By: Allan E. Bessette, P.E., S.E., Principal 97338.10 HBL C I V I L I S T R U C T U R A l ENGINEERS•PLANNERS a ENGINEERS • PLANNERS Tukwila, WA Project # 97338.20 WIND 80 mph Exp B SEISMIC Zone 3 I = 1 R = 6 • Project Principal Al Bessette, P.E., S.E. Design Engineers Garret Harper Dan Booth, P.E., S.E. Nick Afeiche, RE., S.E. Design Criteria Roof 25 psf SL RECEIVED FEB 2 4 1998 Opus Cascade Buildings USE: A-36 Steel ASTM A500 Grade Tube Columns E70XX Electrodes at Welds A-325 Bolts as Steel Connections A-307 Bolts at Timber Connections and Embedded Anchor Bolts Hilti Kwik Bolt II and Epoxy Anchorsas noted. Install per manufacturer's specifications. Lumber: Glue Laminated Members: Multiple and Cantilevered Spans: 24F-V8 Simple Span: 24F-V4 Simpson connectors per plan and details, installed per manufacturer's specification U.N.O. All timber members exposed to weather or concrete shall be treated. All metal connectors exposed to weather shall be galvanized. Allowable Soil Pressure: 2500 psf (from soils report by Terra & Associates) Concrete: 28 day strength for slabs = 4000 psi, tilt-up walls = 5000 psi. Use 60 ksi reinforcement Table of Contents Roof Framing R 1 Column Sizing C 1 Tilt-up panels , P 1 P 32 Foundations F 1 - F 2 Lateral L 1- L 31 2215 N. 30th St. Suite 300 Tacoma, WA 98403 (206) 383-2422 Fax (206) 363-2572 Date: Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX RoDF oittimire iir-FEwats: (35 p 70 PLF L )0' D(F, AZ C P1-F) vai p-4 C1.15) SO-T-Sr5 Project 6 * 416c/TDE Subject PC!' *No '77339. a-0 0_56 50' 5taftiv t 384 L iolisa t»iihr 30 4 1 -100/ a-50 S *A-NV .i51( qova....50 Phone With/To Fax # Address # Faxed Pages 73:FFeitns : 1,1 r5F riF XIVSL 11D rF op Pr-m D f5F LtiKS I ,Vits#44L-Ell . r5F iv17,54- 0 rsF 10,1 P5F (i6R 57 t ioc. L=10' R 0 Page I of 0 Calculations 0 Fax 0 Memorandum • Meeting Minutes 0 Telephone Memo 9.8 7. • 3 • eL,F(10()' Ca/) 8 C 1.15)0310 ilv1 ir-efa 5 111 6 P1) l'7, 1 pr') C '" €4.NbfrittvE (Ar ( r) 009: It this does not meet with your understanding, please contact us In writing within seven days. THANK YOU. CIVIL & STRUCTURAL ENGINEERS LAND PLANNERS • LANDSCAPE ARCHITECTS Project Drii 446c4E _ Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 06/383-2422 206/383-2572 FAX • ••‘ • . • • ; ±INtreituR • (-0 Ts 8x8x P ei K No. 1733 Page C. 1 of Phone Fax # # Faxed Pages )( 3 TS Lx‘x r ftuabi z HoK Calculations • El Memorandum DI Meeting Minutes E] Telephone Memo It this does not meet with your understanding, please contact us In writing within seven days. THANK YOU. A\HBL r■ I ENGINEERSAPLANNERS Date: Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX Project Subject With/To Phone Address Fax # # Faxed Pages 4/V61 No 71338l,a -eoa.di,NA;2 1 1 '\&) LALci 80 M PH . O,LZ g r 1 , 7 0,1407 0172. ) 4 r. $7(.0 x Eke,eAd, Pt.t...al-tvt Fr c \A/ Ak.g. 3 Cas,c/Lul-e- 1 cpci F (o13)(1.0)(0,7) (15 x t 5 1/2 a2q- • • Ft31./ UJ6C22..A 1A3i le., AA/0 LAytm. Otfr.S. S'1 b &I- 5 U czewkAIC. - eo r- I C FErt lA) LO Mr. 1 1S14 m Amxkx 1.2 =-) (AM CleV9-5 01. CIO 1A)2.= 141 Vc/3 Nkie V..14 c IL0, v3 el (V 6)(1ilxio00) ( 2.7 ) 2 v.) if this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. 0 Page! of 0 Calculations [11 Fax 0 Memorandum 0 Meeting Minutes 0 Telephone Memo 4 . i cp , 4 K 1,0 ..: 15,2 • / x x = 14/3 \ x K ;7. ISiii- 17.4 • x x •.1- 16012 " 5 lc& • • ENGINEERS•PLANNERS • Phone Fax # # Faxed Pages • CD Page P of 0 Calculations 0 Fax 0 Memorandum 0 Meeting Minutes 0 Telephone Memo Copies to:. 2215 N, 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383•2422 253/383•2572 FAX At: VA cg.i E—e2 e 0 t 5.t,D ($) • 1\10 to,c2.0.A:e, ci 1DIL, (V) (1 : (sok) (ez, = 0 79f c/ i) COO FaA41 kw vn /?- " 4-at Ace2v * g I 2: a C• ILe OiC. • o Pe-A. 0 1 1 0,2,^7 • . 14 M (4 O. 002$7.1t02. c) •! 5 /424L*,, cio?s,x 12. I r. 1 LL.7 If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. P '.WALLS .. * * * * * * * * * * * * * * * * * * *... for SCONZO WALL PANEL A / AXIAL ,DL (KLF) .375 AXIAL LL (KLF) ..625. DL;: MOMENT AT TOP: OF WALL (FT K) 0 LL MOMENT AT TOP OF WALL (FT K) 0 .DL ;MOMENT AT BOTTOM OF WALL (FT K) ; 0 LLL. MOMENT AT BOTTOM OF. WALL (FT K) 0 UNIFORM HORIZONTAL LOAD (KLF) WALL HEIGHT (FT) 27... ACTUAL WALL THICKNESS (IN) 5:.5 STRUCTURAL WALL THICKNESS (IN) 5.:` F'c (KSI) 5 Fy: (KSI) 6 0 DISTANCE TO CENTROID OF REINFORCEMENT BAR SIZE 5. .. SPACING (IN) 12 €-r 4 :EEL REINFORCING = NO..5 Q..TPUT DATA: AD CASE #2 : .75(1 .4 DL+1.7 LL+1.7 W) Mu 2.416305 Mcr 1.473139 Mn = 3.519055 SERVICE DEFLECTION = .6006279. ALLOWABLE DEFLECTION (H/150) = 2.16 . ULTIMATE DEFLECTION = 3.998784. ;iNPUTHDf;T+-:, AXIAL . , DL ,(KLF) -;.';' * AT TOP OF WALL (FT A.:1_ MOMENT AT TOP OF WALL (FT-K) DI- MOMENT AT BOTTOM OF WALL (FT K) ,- 'LL MOMENT AT BOTTOM OF WALL (FT K) UNIFORM HORIZONTAL LOAD (KLF) WALL HEIGHT (FT) .ACTUAL WALL THICKNESS (IN) STRUCTURAL WALL THICKNESS (IN) 5 F'c (KSI) FY (KSI) 60. DISTANCE TO CENTROID OF REINFORCEMENT (IN) 2.5 BAR SIZE SPACING (IN) STEEL REINFORCING = NO. 5 @ 12 •; 0 0 UTPUT DATA: 1 :./C0 CASE 443:) .75(.1'.4 DL+1.7 tL+1.87 W ) L T U P WALLS for SCONZO WALL PANEL 'A / CONDITION Mu Mcr Mn SERVICE DEFLECTION ALLOWABLE DEFLECTION (H/150) ULTIMATE DEFLECTION •. • •,'• - • • • .• • • • : , • • • 0 016 5 '12 2.815425 1.473139 3.519055 - .6006279 - 2.16 5.528591 • AHBL ENGINEERS•PLANNERS Date: By: Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX Project No. 91339.at Subject 7M) 1' Phone With/To Fax # Address # Faxed Pages es )1GLK, 3 AY.ZaL ( 2693 4 / 1 ioticA:91, : C65/e) (25) 4 / 1 e (i%) + 0/) + r7G x 5c 11r7 1,14 LA, 4r5 x s IiZ 1.6 - 14/ 5 kAL A ce7v PaA,ud, A ca4 k \J 44c, 012: Foi, cihk,a2 11.8Z, Rtrozda. 41- c, doo-LuJ • PAUL le-ttAn cuo\Aew 001) (An 1 CAAALA."- • P ./ "triA: C-14-A,A2,4 -- E " 5144. G tc," oiC. 44 ' If o,C, If this does not meet with your understanding, please cor MN. 2 1 3 1- 4 14 - 1) MAY.. 0 Page f5 f 0 Calculations 0 Fax 0 Memorandum 0 Meeting Minutes 0 Telephone Memo s • --F CONDITION „ • • e „ • • • 1 1EEL REINFORCING = NO. .5 I. L ,T" - U P WALLS for SCONZO WALL PANEL A PITALDL AXIAL LL (KLF) '01::MOMENT AT TOP OF WALL (FT K) LL::MOMENT:AT OF WALL (FT DL MOMENT AT BOTTOM. OF WALL .(FT K) LL:MOMENT AT BOTTOM OF WALL (FT K) :"UNIFORM HORIZONTAL-LOAD'„(KLF) 411ALL'.HEIGHT (FT) ACTUAL WALL THICKNESS (IN) STRUCTURAL WALL THICKNESS (IN) F'c (KSI) Fy (KSI) DISTANCE TO CENTROID OF REINFORCEMENT BAR SIZE SPACING (IN) 12 ; 0 0 OUTPUT DATA: 1 LOAD CASE #2: .75(1.4 DL+1.7 LL+1.7 W) Mu 2.527608 Mcr - 1.473139 Mn - 3.473261 SERVICE DEFLECTION 1.451882 ALLOWABLE DEFLECTION (H/150) - 2.16 ULTIMATE DEFLECTION 4.425404 .438, . 115 . 192 • 0 0 - '.016, 27 S.5 5 5 60 (IN.) . - 2.5 . 5 12 „ • : • . ' L T P WALLS :".**************:i:****** ' for SCONZO WALL PANEL A /.'.CONDITION a. : PUT DATA : ' AXIAL DL ( KLF ) .263." AXIA1... - LL' ,( KLF ) .438 DL: MOMENT AT TOP OF WALL ( FT-K ) ..115 L : LL: MOMENT AT TOP OF WALL ( FT-K ) 192 ': , AT BOTTOM OF WALL ( FT K ) 0 .. - 1.1.* MOMENT AT BOTTOM OF WALL ( FT K ) :9 UNIFORM HORIZONTAL LOAD ( KLF ) .016 WALL .HEIGHT: FT ) 27 ACTUAL WALL THICKNESS ( IN ) 5.5 PC (KSI ) FY ( KSI ) STRUCTURAL WALL THICKNESS ( IN ) 5 " . 60 ' DISTANCE TO CENTROID OF REINFORCEMENT ( IN) 2 .5 i T - SPACING ( IN ) H BAR SIZE - 12 '' - - • 5: , : '4 EEL 'REINFORCING = NO .. A' 12 . ; 0 *0 1 TPUT DATA: • AD CASE #3: .75( 1.4 DL+1.7 LL+1.87 W ) Mu Mcr Mn SERVICE DEFLECTION ALLOWABLE DEFLECTION (H/150) ULTIMATE DEFLECTION = 2.848579 - 1.473139 = 3.473261 = 1.451882 = 2.16 = 5.655665 AHBL ENGINEERSLPLANNER5 Date: Bv: Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383.2422 253/383.2572 FAX Project No. 1133 $4f0 Subject With/To Phone Address Fax # # Faxed Pages P 7 4" 6 MNN.@ • (2' J) 1 x 5 _ 75. I,1;._ Zx 25= 125 t ENA. Atida/k.a. --� R F .. 14 *�1 r x I /2)] 0/4) + COO ) (%4� ). 102 ,44(4.rd Ll,. _ (125)(4+ Z) (14) 313 #/' • M �� = o -, 7141 Git.. 1'( LL = 0 lG. d , tea- (4+1: (I (o) 0 4) Cw t.>~ d� (4 +1K) (Zb OM-) _ �p r' - sew2c). d _ 7,25 --(0,5 -+ -0,75+ ( _ 5,672 75* 125) (10) + OD X 1 X 1 3) P = < O1o4 x SooO Z.oO ri 1 4 17 x 1125 Am.a17. iteOte. Pleg-c2 ❑ Page a_ of ❑ Calculations ❑ Fax Memorandum ❑ Meeting Minutes 0 Telephone Memo If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. STEEL:REINFORCING = NO..5 @ 1 U P. WALLS * * * * * * * * * * * * * * * * **4c * * ,. for `SCONZO WALL PANELS : WALL C (4' . PIER) .75(1 4 DL +1:7 LL +1.7 W).,., AXIAL DL (KLF) 1.072 AXIAL LL (KLF) .313 DL "MOMENT AT TOP OF WALL (FT K) 0 LL MOMENT AT TOP OF WALL (FT K) 0' DL MOMENT AT BOTTOM OF WALL (FT K) 0 LL MOMENT AT BOTTOM OF WALL (FT K) 0 UNIFORM HORIZONTAL LOAD (KLF) 04 WVOID ? WALL HEIGHT FT ACTUAL WALL THICKNESS (IN) 7.25 STRUCTURAL WALL THICKNESS (IN) 6.75 F' c (KSI) 5 Fy (KSI) 60 DISTANCE TO CENTROID OF REINFORCEMENT (IN)- 5.5 BAR SIZE. 5 SPACING (IN) 12 OUTPUT DATA: LOAD CASE #2: Mu _ 4.978523.,.... Mcr = 2.684796 Mn = 8.363366 SERVICE DEFLECTION = 1.052516 ALLOWABLE DEFLECTION (H/150) = 2.16 ULTIMATE DEFLECTION = 1.836727 • TILT-UP WALLS for SCONZO WALL PANELS WALL C (4' ' PIER . . J.NPUT DATA.: - . DL MOMENT AT BOTTOM OF WALL (FT K) - 'LL MOMENT AT BOTTOM OF WALL (FT. K) tJNIFORM HORIZONTAL LOAD (KLF) WALL HEIGHT (FT) ACTUAL WALL THICKNESS (IN) ': WALL THICKNESS (IN) . . F'c (KSI) Fy (KSI) STEEL REINFORCING = NO . 5 @ , . DUTPUT DATA: 1 .T.OADCASE #3 : .75 (1.4 DL+1.7 LL+1.87 W Mu ' - - 7, 1 AXIAL DL (KLF) AXIALLL (KLF) DL MOMENT AT TOP OF WALL (FT K) .LL MOMENT AT. TOP OF WALL (FT K) . DISTANCE TO CENTROID OF REINFORCEMENT ( IN) - - 5.5 H BAR :SIZE 5 SPACING (IN) . 12 0 . 0 : Mcr Mn SERVICE DEFLECTION ALLOWABLE DEFLECTION (H/150) ULTIMATE DEFLECTION. 7.25 6.75' 5 60 5.507855 2.684796 8.363366 1.052516 2.16 2.195008 TILT-UP :WALLS - : for f: _ S COI4Z0 WALL PANELS • WALL C. T.( ' PIER) 1 1 .:.- AXIAL DL::(KLF) . 1.072— . -.; AXIAL ,LL ( KLF ) ; . . DL MOMENT AT TOP OF . WALL ( FT K) 0 . . . .:,. LL MOMENT AT TOP OF WALL ( FT K ) 0 , . DI, ' MOMENT AT BOTTOM OF WALL ( FT K ). 0 IL. MOMENT AT BOTTOM OF WALL ( FT K) 0 UNIFORM HORIZONTAL LOAD ( KLF) . ' \ I\ A ) WALL HEIGHT (FT) ACTUAL WALL. THICKNESS ( IN) .7.25 _ STRUCTURAL WALL THICKNESS ( IN) 6.75 7' t (KSI) 5 . Fy (KSI) 60' DISTANCE TO CENTROID OF REINFORCEMENT ( IN) - - 5.5 BAR. SIZE 5 SPACING ( IN) • 12 TEEL REINFORCING = NO . 5 @ I IrmIT DATA L OAD CASE # : .75(1.4 DL+1.7 LL+1.7 W Mu Mcr Mn SERVICE DEFLECTION ALLOWABLE DEFLECTION (H/150) ULTIMATE DEFLECTION 12: ; 0 = 6.301855 = 2.684796 = 8.363366 1.747468 = 2.16 = 2.732429 • - 7339ab NPUT AXIAL DL . “ .(KLF) ' 7 AXIAL LL (KLF) ::DL'MOMENT AT TOP:OF, WALL (FT-K) LL MOMENT AT TOP. OF WALL (FT-K) DL' MOMENT AT BOTTOM OF WALL (FT K) MOMENT AT BOTTOM OF WALL (FT K) UNIFORM HORIZONTAL LOAD (KLF) WALL HEIGHT (FT) • ACTUAL WALL THICKNESS (IN) 'STRUCTURAL WALL THICKNESS (IN) F'c (KSI) Fy (KSI) DISTANCE TO CENTROID OF REINFORCEMENT -(IN)-- 'BAR SIZE SPACING (IN) :.STEEL REINFORCING = NO . 5 •@ )UTPUT DATA: • r °AD CASE #3: .75(1.4 DL+1.7 LL+1.87 W) Mu Mcr Mn SERVICE DEFLECTION ALLOWABLE DEFLECTION (H/150) ULTIMATE DEFLECTION 1.072 .313 0 0 0 • 05 27. 7:25 6.75 5 H. 60 5.5. 12 ' - 6.963521 - 2.684796 - 8.363366 • - 1.747468 2.16 - 3.18028 L • HBL ENGINEERS•PLANNERS Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383.2422 253/383.2572 FAX Project N Subject FM' With/To Phone Address Fax # # Faxed Pages F r (1cpc) >(013)LIID)(D Fr 20 H. DIL,- I2xI5 = 75/ I ID x25 " - 125i 4,u:0.2 x' VI DL Mu, FrA::- RIB x Use 3 - O tt f 17 .21 g" M ickLee. : E• -p ot.c t e, _ 7,25 + 3,5 2 Z 2 Coti•�<.�f, D IL. 7125)( 1S0: 1A, . 2 co.-A./y) )0. k & prda2. (2' DIL. `' kIcle. UI„c (13x3)(90 +(g K8'5%90 -j 8xsxlt:)) ❑ Page fa of ❑ Calculations ❑ Fax Q Memorandum ❑ Meeting Minutes ❑ Telephone Memo A 5, 375 D IL , [xi")+(Ioo3o)(h/z)](V 1198 #/ (125)(1 3Z #/ � �5x )3) x 5o575/1 n I /5 = g 7 ' f_k 325 x 5,575A 2 14.60 Lto .. (13x w) (1/ = 52._. (Ccwf.,t,,. Zoo) + loo3D+ (SX 131 010)3 /7125X1)0 = 45 17,5Z (2) , ''7 © 122 B I C , @ vt) II this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. STEEL REINFORCING .= NO .: 5: @ ..12 :'WALLS * * * * * * * *: * * * * * * * * * * * ** for SCONZO , WALL : PANELS . WALL - AXIAL'DL (KLF)' -- - - - -- -- --- - = - - -- - - 1.198: AXIAL LL .(KLF,) 325: :.DL' MOMENT AT: TOP OF WALL (FT -.K) . 087 LL'MOMENT AT TOP OF WALL •(FT -K) .146 DL MOMENT. AT BOTTOM OF WALL (FT K),. 0. LL'MOMENT AT BOTTOM OF WALL (FT - K), 0 UNIFORM HORIZONTAL LOAD (KLF) 052 -WALL HEIGHT..(FT) 27 :ACTUAL.WALL THICKNESS (IN) 7.25 STRUCTURAL WALL THICKNESS.(IN) 6 :.75: :. 'F'c: (KSI) 5 :Fy': (KSI) 60 DISTANCE.TO CENTROID:OF'REINFORCEMENT (IN) ; 5.5 BAR SIZE 5. • SPACING (IN) 12. 2• .75(1.4:DL +1:7 LL +1.7 W). Mu = 6.766956` Mcr 2.684796 Mn _ 8.411798 SERVICE DEFLECTION 1.992687. ALLOWABLE DEFLECTION (H/150) ,2.16, ULTIMATE DEFLECTION - 3.047235, `OUTPUT DATA: L. LOAD CASE . tti:r.crvr.�f19{k�r"a i�N�'tf %s T .. I L T: - U P WALLS. * * * * *: * * * * * * * * * * * * * * ** for SCONZO WALL PANELS WALL D AXIAL 'DL (KLF) - -- - - - - - - - - -. - - 7 - -- 7 - -- - - , 1.198; . • AXIAL LL (KLF) .325 DU MOMENT AT TOP OF WALL. (FT -K) . 087 LL MOMENT AT TOP OF WALL ` (FT -K)" .146. DL MOMENT AT BOTTOM OF WALL (FT =K) 0`. LL MOMENT AT BOTTOM OF WALL (FT -K)' ` 0 UNIFORM HORIZONTAL LOAD (KLF) .052 WALL HEIGHT .(FT) 27 ACTUAL WALL THICKNESS (IN) 7.25 STRUCTURAL_ WALL THICKNESS (IN) 6 ` F' c' (KSI) 5 Fy (KSI) 60 • DISTANCE. TO CENTROID OF REINFORCEMENT ( IN) . 5.5 BAR. SIZE 5 SPACING (IN) 12 .75(1.4DL+1.7 LL +1.87. W) Mu. - 7.46163 Mcr 2 Mn 8.411798 SERVICE DEFLECTION = 1.992687 ALLOWABLE DEFLECTION (H /150) = 2.16 ULTIMATE DEFLECTION 3.517427 OUTPUT DATA: LOAD CASE .# I {fi "4Y Li 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383•2572 FAX ENGINCERS•PLANNERS Project No, q733 g ?II [..] Page PR) of Subject 0 Calculations 0 Fax With/To Phone 1:3 Memorandum Address Fax # 0 Meeting Minutes # Faxed Pages 0 Telephone Memo Co,c441- t, , I- o/Art7i IQ tv ... "D,l, :-. C = 44 (. C /2) ( 2 ) = IP 7- V Ec.4.2,,,,t —e.,a.cLAA:c Q. t = + D. + 4x, 6 I If this does not meet with your understanding, please contact us In writing within seven days. THANK YOU. 2 " E NG INEE PS • P LANNE RS Date: Copies to: Project No.. 1 � . ❑ Page P of Subject Phone ❑ Calculation With/To Fax # . ED Fax ❑ Memorandum. Address # Faxed Pages . 0 Meeting Minutes ❑ Telephone Memo � ? 5 x12 +. (,q ?foDx ► �Z�, :• 23:45.�� .: t,,Z. 25 ._ ( 'x 12 x j 1 S'7 /1 /4= Mrx„ _ (375X1Z x %,)(10,125/12) 5 74 M 18.75x 1,,125/ 4 t* A 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383.2422 253/383.2572 FAX If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. INPUT" DATA TEEL.."REINFORCING:= AXIAL 'DL (KLF)-------- ----- . - - - - - - -- - -- ''.2:345 AXIAL' LL' (KLF) 1.875 , DL MOMENT AT TOP OF WALL (FT- K) - - - - -- .574 LL MOMENT. AT TOP OF WALL (FT K) ..957.: DL.MOMENT AT:BOTTOM.OF WALL :(FT K) 0 LL MOMENT AT'BOTTOM OF WALL (FT -K) 0 .UNIFORM. HORIZONTAL LOAD (KLF) '.06. :WALL HEIGHT (FT) 27 ACTUAL WALL THICKNESS (IN) 7.25;:: STRUCTURAL WALL THICKNESS (IN) 6.75 Fc: (KSI) 5 Fy4(KSI) 60 DISTANCE TO CENTROID OF REINFORCEMENT . (IN): ":5 BAR` SIZE 5.:,...;. ' .. :.SPACING :(IN) 6 2: .75(1.4 DL +1.7 LL +1.7 W). Mu. 9.160008' Mcr = 2.684796 Mn = 15.94022 SERVICE DEFLECTION 1.96363 ALLOWABLE DEFLECTION (H /150)., = 2.16 ULTIMATE. DEFLECTION = 2.792008 U P WALLS *` * * * *' * * * * * * * * * * * * * * * for SCONZO WALL PANELS.. WALL E &. AXIAL DL (KLF).= ---- = - - - - - - - - -- 2 345 '.. IAL LL `(KLF), 1:875:. DL. MOMENT AT TOP OF WALL, (FT- K)' .5 .' '.LL MOMENT AT TOP OF WALL (FT -K) . ' .957. `DL MOMENTI AT BOTTOM OF.WALL.(FT -K) 0' . LL: MOMENT AT BOTTOM OF WALL (FT -K) 0 UNIFORM HORIZONTAL LOAD (KLF) - - - -.- - - - "- - - - --- .06. :WALL HEIGHT (FT) 27 ,ACTUAL`WALL THICKNESS.(IN) - L25. STRUCTURAL: WALL THICKNESS (IN) 6:75:::_ F'.c (KSI) 5. Fy (KSI) 60 DISTANCE TO CENTROID. OF REINFORCEMENT (IN) 5.5 BAR SIZE. 5 SPACING_ '(IN) 6 FTEEL.REINFORCING = NO 5 @ 6 :- 75.(1:4 DL +17 " +1.87:W). Mu = 10 00725 Mcr 2.684796.. Mn = 15.94022 SERVICE DEFLECTION • - 1.96363 ALLOWABLE DEFLECTION (H/150) = '..ULTIMATE DEFLECTION 3.,12014. C ENGINEERS•PLANNERS �J Project No ! A 733 vr'> Subject With/To Phone Address Fax # # Faxed Pages 1 -5 Date: By: Copies to: . 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District LocATIttl t LI Ne l oPrp FR-b REGC - D Lop Wm _ ( 34•5/2) (I5) _ 2 4 V 1 (34152) (27) ;2n; e I/4 - I - � .t atc. I U 5 2 1 1 -ie„: cL. Pow : LAD r. 1 5 F.F. _ w. 55 Y.- Irv() 11,25 22 on (Pu ❑ Page 1:)445 of ❑ Calculations ❑ Fax ❑ Memorandum ❑ Meeting Minutes ❑ Telephone Memo n e : 5.5 +o, +%_ 525 S - R- 2,Atck - LA-o Q [(259 x 13283/2)J ( ) A-4:4 LL, 43IX1215xI/,5= 35 2 4 7' >itx, (2Sg x 12t S) (/115) (s .25 /j2) = 9 4 4 H14/ = (451 K I215)(I/, 5)(5,25/j2) c 1571 253/383-2422 253/383-2572 FAX 33,5 x I , S �t ! 4I )� P/A� [(251 +431)(►2 - (I32$�) +( 2 cl, W-ieu. ai I L D (tin +I, s)( (pq)( II this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. &53(v 4j, 1 -c uo -V /I )7,511,25= 129 F AHBL C ' •, ' ENGINEEPS•Pl ANNERS Date: Old Town Historical District Copies to:. ; • 2215 N. 30th Street Suite 300 Tacoma, WA 98403 253/383•2422 253/383-2572 FAX Project No. q733BiaD Subject P,-ti Phone With/To Fax # Address # Faxed Pages IC v•/, = (cK t 3 1 2 )( IA \k/ (t215 X 1413)0/1,5): • Wd r VJ5 z 12,5 g 119 z)( If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. PagA_ t • Calculations FaX 1:1 Memorandum Meeting Minutes • 0 Telephone Memo 2 1312.)(12 12,G0 e I TAAyt,,,. 60664A CL- it) .AA,Lcl. . w iVt.obp IS = 1 rsfi_iir v,./ .7 32. v•/2. = [( It") + (1,5 B2)10/1 z 149 6tAka. 45 fl sifut,6 ctALo,. (25 x 14) - Igo - 41- {(4 x 4)+4 3 IL0)3 0/11.$)= 5 4 VI 1 A„c4(:: IL0,2 e I ET,L,-aL bEOOK I rzl ( STEEL . REINFORCING = NO fUTPUT LOAD CASE #2 DL41.7 Mu: Mcr Mn SERVICE DEFLECTION ALLOWABLE DEFLECTION (H/150) ULTIMATE DEFLECTION I : AXIAL 6.586 AXIAL LL :(KLF) - -- -- - -- - ------- - - - ---- - - - - - - - - - - -- -- - - - - - - - - - - - - - - - 3.592 - - - - 7 7 DI.J, MOMENT AT TOP OF WALL (FT-K) - - - - - - - - .944 LL MOMENT AT TOP OF WALL (FT-K) - - - - - - - - - - - , . .. pi, MOMENT AT BOTTOM OF WALL , (FT K) ,,.. !, :., LL . MOMENT AT BOTTOM OF WALL (FT k) i . UNIFORM HORIZONTAL LOAD (KLF) - - ---- - - - - - - - - - WALL . HEIGHT (FT) '..,. ACTUAL WALL THICKNESS (IN) 1 , Fic (KSI) ,?' STRUCTURAL WALL THICKNESS (IN) 10.75 Fy (KSI) 60 , DISTANCE TO CENTROID OF REINFORCEMENT - ( IN) - — 9.5 "-; BAR . SIZE 5 : . SPACING (IN) 6 28.09281 6.809586 - 32.79836. - 2.273708 = 2.52 3.612176 TILT-UP ****I'r for 'SCONZO ' 'WALL: ;F•:- • .. 1.1TPiTT DATA : 4 -_,..,jciAL.J6LAKLFy — - 7 - 7 --'7 = - "•7 - 77 AXIALLL'(KLF) - ...--"- '• ' ,.' DI, : MOMENT AT TOP OF WALL (FT..- K 7. - 7 -= 7 - -- - - - ' :'. . 944'' •,', ! '...: :.:-.'.,,:.'..,::: . , :IL MOMENT AT TOP OF WALL ( FT - K ) -. - - - - 7: - - 7.7 7 7 . , : :1 :1571 10 ' • :: ,:::. : .,..,,,. , :, .,,.- . . .;ADL MOMENT AT BOTTOM OF-WALL'(FT iy . .,. ,,,, ,..:•::. _ .,,,,,,,..., _ , "; •" . , ,, • .,. „ ,,, LL MOMENT AT BOTTOM OF WALL (FT 7 K) 7 7 7 .7 - 7 UNIFORM HORIZONTAL LOAD ( KLF ) . WALL HEIGHT ( FT) ACTUAL WALL THICKNESS ( IN) - - - - - - - - - - - - - - VV11S- , , STRUCTURAL WALL THICKNESS ( IN) 10.75 C (KSI) Fy (KSI) 60". DISTANCE TO CENTROID OF REINFORCEMENT (IN) - 9.5 BAR SIZE 5 SPACING (IN) - -- 7 - - - - 9.TEEL , REINFORCING = NO. @ 6 ; • r CASE #3 75(1 Mti • • Mp L.:. • Mn. • :,1 • SERVICE DEFLECTION . • • ALLOWABLE DEFLECTION (H/150)•:• ULTIMATE. DEFLECTION • • • , • f , . . . . . „ . . . . . . . . . • AHBL Civil & Structural Engineers Land Planners-Landscape Architects • Structural Calculations LJ RECTANGULAR CONCRETE COLUMN DESIGN DESIGN DATA f'c = 5000 psi Fy = 60000 psi Seismic Zone : 3 Live & Short Term Loads Act Together Eff. Length Factor : 1.00 Column is Braced Total Reinf. Area • 3.60 in2 ...% Steel ▪ 1.61 % Axial Dead Load Live Load Short Teri Eccentricity • = -Pu :Max. Factored t Pn*Phi 1 Design Ecc. = Mc= Delta:B*M2b + Delta:S*M2S Final Eccentricity : Magnification Factor = Design Eccentricity Po * .80 P : Balanced Ecc: Balanced Y4.40 (c) 1963-96 ENERCALC 16.52 k Moments.. 5.39 k Dead = 0.00 k Live = 3.00 in Short= SUMMARY 9-1 32.3 390.7 OK 10.6 3.92 1.00 3.92 919.2 357.37 6.55 9-2 30.7 88.8 OK 27.6 10.82 1.30 14.02 919.2 357.37 6.55 COLUMN DATA Column Depth = 12.75 in Width • 17.50 in Height = 31.50 ft Rebar Layout... Set 0 1 : 3 - $ 7 at d = 1.75 in Set 12: 3 - 17 at d = 11.00 in APPLIED LOADS h Delta:b=Cm/(1-Alpha) = Delta:b * M2b Deltas $ M2s Ecc: Ecc Lds+Moments = Design Ecc : Ecc*Delta = Date: 11/19/97 • ITop @Bottom Dist 01: 0.0, LL= 0.0, 0.0 0.0 k-ft 0.0 0.0 k-ft 0.0 0.0 k-ft LOAD FACTORS USED ACI 9-1 & 9-2 DL = ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST .... Seismic : ST * ACI 9-2 Group Factor ACI 9-3 Dead Load Fact = ACI 9-3 Short Term UBC 1921.2.7 '1.4' Factor = UBC 1921.2.7 '0.9' Factor SLENDERNESS CHECK • 98.82 Elastic Modulus = • 0.80 9-1 9-2 8.48 in 2.89 in • 0.70 0.75 34.00 34.00 Pal q 733 6 , • Page: ST= 0.1 k/ft 10.00 -)31.50 ft 1.40 1.70 1.70 1.10 0.75 0.90 1.30 1.40 0.90 9-3 Actual klu/r 14.9 k Beta 58.3k OK Neutral Axis Dist Phi 22.0 k-ft Limit kLu/r 17.73 in Beta = M:sustained/M:max : 0,716 1.14 Cu = 0.600 20.29 in El : Max((.2*Ec*Ig+Es*Is)/(1+Beta) -or 919.2 k • 2839 • 2778 2437 Pc : Pi' * El / (kLu)' = 357.37 k 196.13 191.91 168.30 Alpha: MaxPu / (Pi * Pc) = 6.55 in 0.235 0.228 0.126 0.754 1.000 1.000 1.000 -.4EcIg/(1+Beta))/1000000 4031 ksi 9-3 2.42 in 0.81 34.00 • • 1.000 1.296 1.144 8.1 k-ft 12.9 k-ft 4.9 k-ft 0.0 k-ft 17.7 k-ft 17.7 k-ft 3.923 in 10.817 in 17.728 in 3.923 in 14.017 in 20.289 in AH8L, Inc„ KW0602298 r L C��� A 1 u ;NNE ' . ENGINEERSLPIANNE Project No. ( 7 ,ao Subject ' el/ With/To Phone Address Fax Date: Bv: Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 n PEC.T /i N D) ?EGT iE7lMN 1 ./J fib, 3 I4 Z LDLkDINU: Dot,. : (34.5/ - s5g #/ = (34 (z5) _ 431 #/ „1,,k: 1,0-; . s -eaa clAAA.. % e. = 7,2 5 + D 1 S • z ?7 ►I,,c _ 7,7 x1415 x9O ; 10041 0 Page 1 % of ❑ Calculations ❑ Fax ❑ Memorandum ❑ Meeting Minutes # Faxed Pages ❑ Telephone Memo , , 3 -I�Z 11 M1t. 1 -Co l 1 % 0,1 �.t ,;r ✓ t t-A4 691..1/4 -. 1 A; cl.aZ. e v : , , A-e- r.av∎ o : A 'o Q, + 'Do 4- 0/3,125) 24'? 4 / A►c,'a,� 14! x ID115) ( 1483 #/ (25q x I017 1 /3 ) �( u. - 1483 x 0112.S/12 757 ik- /1 Zoad - 1 0 ' 7 5 x ) 4 1/2 , 5 = Coq Old Town Historical District 253/383-2422 P /A �(z 59 +q 31)(10,7 I DO41 - ÷ (I315 X 31IzX 0)]/7125 x3'1 Ca :. 7e(;t 253/383-2572 FAX L) (2) 'w�, a 4 S 5 @ 1 7 1. ��/t If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. TNPv ..I L• T - U P WALLS *4* '4•414•0:,■••k for SCONZO ' WALL PANELS WALL G . . , • AXIAL DL (KLF) - - ------- - - - - - - - ---- - • AXIAL LL (KLF) , 1.483 • bT, MOMENT AT TOP OF WALL ( FT- K) .455 LL MOMENT AT TOP OF WALL ( FT - K ) .757 • DL MOMENT AT BOTTOM OF. WALL ( FT- K) - - - - r - -' - - - 0 - r LL: 'MOMENT AT BOTTOM OF WALL (FT KY 0 UNIFORM HORIZONTAL LOAD (KLF) • .069 . WALL HEIGHT (FT) 27 ACTUAL WALL TAICKNESS ( IN) 7.25 STRUCTURAL WALL • THICKNESS (IN) 6. 75, F'c (KSI) .F} (KSI) 60 DISTANCE TO CENTROID OF REINFORCEMENT ( IN) - - 5 :5 BAR. SIZE 5 SPACING ( IN) 5:5 .• .: STEEL . REINFORCING = NO • - 5.5 r UTPUT DATA I TJOAD'CASE #2,: .75(1.4 DL+1.7 LL+1.7 ,mu . Mcr Mn SERVICE DEFLECTION ALLOWABLE DEFLECTION (H/150) ULTIMATE DEFLECTION - 9.998273 = • 2.684796 = 16.99199 - 2.099335 - 2.16 - 2.933553. INPUT DAT STEEL: REINFORCING = NO 5 @ ';UTPUT DATA:, ,L .T. _.'.0 p WALLS * * ** * * * * * * * * * * * * * * * .:: for SCONZO WALL PANELS WALL AXIAL DL (KLF) :2. 499, ..: 'AXIAL .LL'(KLF)------ - --- - - -- - - - -- --- - - =` 1:.483 'DL MOMENT: ATTOP OF WALL (FT -K) :455 LL OF WALL '(FT K) .757 DL MOMENT: AT BOTTOM OF WALL .(FT -K) 0 LLMOMENT.AT BOTTOM OF WALL (FT -K) 0 '::UNIFORM HORIZONTAL LOAD (KLF) 069..;` WALL'. HEIGHT (FT) 27': ACTUAL WALL THICKNESS '(IN) 725 -.. STRUCTURAL WALL THICKNESS :.6 : :75,`; F'c (KSI) 5, ' Fy- (KSI) 6.0 :,DISTANCE TO CENTROID "OF REINFORCEMENT (IN) 5.5 BAR: SIZE 5 SPACING (IN} 55 LOAD CASE #3 : /15(1.4 '.DL +1. 7 LL +1.87. W) Mu = 10.94767 Mcr _ 2.684796 Mn 16..99199 SERVICE DEFLECTION = 2.099335 ALLOWABLE DEFLECTION (H/150) = 2.16._ ULTIMATE DEFLECTION = 3.277479 ENGINEERs•pLANNERs No cr/33t Project Subject Date: By: Copies to: et 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383•2572 FAX With/To Address " Cenki)ZtiA, /AALc14112e. 2 Phone Fax # # Faxed Pages ) 12' t-DA 1\)(A ( (le) r. 4 V 1 . 50/e) = 2S 4 / 1 • A-Icklunkoi L frv. sza.t. q>: I»7 XD. 109'6 • P?x lXd [(375 x 1z) A1J t,l, z (e02.5x ra) tZx MDL 0 z. ( r. 2 5 0 4 / 1 7 x l/ = F/p L ,z 1)4 /-7 I Eg U Fcii..4‘. r-'d91 R F. rr t)e- (z) i--rAT e sk "ole, e 9E.g It this does not meet with your understanding, please contact us In writing within seven days. THANK YOU. E] Page 194 of Calculations El Fax Memorandum 111 Meeting Minutes Telephone Memo Sra tiv-A-L‘ 4c7Dor 0,3 x6IISA300)+Oxe 1 102. T, I L T 7,10_ WALLS . ** * *: ** ** * * *** * * * * * * * *... for. . •SCONZO WALL `PANELS ' WALL': AXIAL DL (KLF) =- - - - -- AXIAL'LL:(KLF) - -- - -- -- -- DL ; : MOMENT`AT" TOP OF WALL (FT -K) - -- -- 0 LL MOMENT AT TOP. OF WALL >(FT -K) 0 DL MOMENT. AT BOTTOM OF WALL (FT K) 0 LL MOMENT AT BOTTOM OF WALL , (FT- K) 0 UNIFORM HORIZONTAL LOAD.(KLF)- -- 068 WALL HEIGHT (FT) 27 `ACTUAL` WALL THICKNESS (IN). 7 25 'STRUCTURAL WALL THICKNESS : (IN) F'c (KSI), Fy:(KSI) 60 DISTANCE TO CENTROID OF REINFORCEMENT (IN) 5.5 ' BAR SIZE _ '.SPACING (IN) LOAD. CASE #2 .75(1:4 DL +1.7.LL +1.7,W) Mu _. , 9.597887 Mcr 2:684796 Mn. 17.49209 SERVICE DEFLECTION _ 1.930941 ALLOWABLE DEFLECTION (H/150) .= 2.16 ULTIMATE DEFLECTION 2.788512 OUTPUT DATA P WALLS 44;i-44* ** * * * *: * * * * * * * ** STEEL REINFORCING = NO.:S .@ 5.5 AXIAL DL " "(KLF) -- --------- - - - - -. . . :. :. ( . :322 AXIAL:LLKLF). 2 :5 :DL; :MOMENT. AT TOP OF WALL (FT -K) - - -- :-0 'LL MOMENT AT•TOP•OF WALL (FT -K). 0 DL. MOMENT. AT. BOTTOM OF WALL (FT -K) 0 LL MOMENT AT BOTTOM OF WALL.(FT -K) :0'' UNIFORM HORIZONTAL' LOAD. (KLF). .068 :'WALL HEIGHT (FT) 27''.•. ACTUAL WALL,THICKNESS (IN) 7.25 STRUCTURAL WALL THICKNESS (IN) 6.75' .F'.c (KSI) 5.... `. Fy.. (KSI) ' 60 DISTANCE 'TO. CENTROID. OF REINFORCEMENT .(IN)- .- `.:5.5. ' ' BAR SIZE . 5 SPACING (IN) 5 •5 Mu _ . 10.61143 Mcr _ 2.684796 Mn = 17.49209: SERVICE DEFLECTION = 1.930941 ALLOWABLE DEFLECTION (H/150) _. 2.16 ULTIMATE DEFLECTION = 3..155672.. / F.H 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383•2422 253/383-2572 FAX II this does not meet with your understanding, please contact us in writing within seven days. THANK YOU Page PalCUI6tiOnS Fax Memorandum • Meeting Minutes Telephone Memo , • (4(,Irsif I P AI'l fk ROOF Copies to: ;... 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX l'321.c; Pagef Subject D Calculations E] Fax With/To Phone Memorandum - Address Fax # Ei Meeting Minutes : • # Faxed Pages [ Telephone Memo Yivitu- hi/ Wolfer VA , Ze-TX0N/ FoRcE; ).5 f --74 )5 2.rc vv 3 o-r eie4F( a s t s , ) O 5'W'rmv& 1 pito/ET! (660= 5 PLF - 1 eitrAfer c :a. vvriLl. 7 7 ‘1 1 1, 1114._ Al esF 5 tv4, w . 7o e3F s01/4a oloym- • = D-ifv(2-29 (4,05 If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU, 51it eLF CIVIL & STRUCTURAL ENGINEERS • LAND PLANNERS • LANDSCAPE ARCHITECTS Project ... oflJS GetSc Aba .. No. X338, 340 0 Page F I : o f Subjec E1 Calculations With/To Phone ❑ Fax . Memorandum Address Fax # ❑ ❑ Meeting Minutes if Faxed Pages ❑Telephone Memo opies to: ` 85K a,3k5F • 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 4 06/383.2422 206/383-2572 FAX If this does not meet with your understanding, please contact us in writing within seven days, THANK YOU. CIVIL & STRUCTURAL ENGINEERS • LAND PLANNERS • LANDSCAPE ARCHITECTS } Project C NC No �I '33 8 )-o Subject With/To Phone Address Fax # # Faxed Pages Mix W1- w1' • 3 ( )( r6F) = 3100. eLF 1 2- I3 W- tio0 F wT" 6-0 : PSF ni,,) ( ) = ) O rLF ❑ Page fa of ❑ Calculations,. ❑ Fax ❑ Memorandum 0 Meeting Minutes ❑ Telephone Memo 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District ! 06/383.2422 206/383.2572 FAX 1145D ?LP 0-50b F -30 Fes) H . , pri.. CA-RA P.i:84 1.0,9) ; 7a' C AI X 1. / I Sc ) 3 (310(1 f. 80D&F (DS 1< fl`i 66k 6 6, 000 IL as.-1 . fry Mk* a SoD Per: -)oo PPF flir r6.0 >4 = 36 F� If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU, Project :C17:338 P i r) . ' ... No. 1:1 Page L 1 of . El Calculations Subject ' Phone 0 Fax With/To Fax # . 0 Memorandum Address . # Faxed Pages 0 Meeting Minutes 0 Telephone Memo ' , . 2215 N. 30th Street Suite 300 Tacoma, WA 98403 _Ct • '" 15 2 5 p 4 lait ts,,..„j 4.04 /5 it. lig 02,3)(1 2 011.5 Esrii'ri C f di-MG- 1,1.07 Old Town ' r ' 3, 7 93 e. Historical District ( 253/383-2572 FAX V ' 5 IC 253/383-2422 $ .44 4)/04. 7 -.5:44:0 : 7C. r," se,$,,,,c II this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. 4.1 •'' 1 I ituA ►00% :. Project # 97338.2 Description Opus Cascade Building A Z= 0.3 1= 1 C= 2.75 Rw= 6 Roof DL= 10 psf Diaphragm Diaphragm Diaphragm North North North Number N/S dim E/W dim (ft) wall dim (ft) wall ht (ft) wall thick (in) 7.25 7.25 7.25 7.25 7.25 0 ,._•••••• 143.5 143.5 143.5 143.5 143.5 40 40 40 -163125 0 . 163125 0 54375 81562.5 54375 40 40 30 120 120 30 60 60 30 120 120 30 40 40 30 40 0 0 60 0 40 North wall Trib DL 54375 163125 81562.5 163125 54375 0 0 South South South South wall wall dim (ft) . wall ht (ft) wall thick (in) Trib DL 0 0 0 120 30 7.25 0 0 0 -120 30 7.25 0.. 0 0 40 30 .. ..: 7.25 60 30 `. 725 40 30 : 7:25 East East East East wall wail dim (ft) wall ht (ft) wall thick (in) Trib DL 0 0 0 O 0 0 O 0 O 0 143.5 30 40 30 40 . 30 40 30 0 0 0 0 7.25 195070.3125 7.25 54375 7.25 54375 7.25 54375 0 40 30 40 .30 "" 40 30 Sheetl West West West wall dim (ft) wall ht (ft) wall thick (in) 0 143.5 :. ' 30: 7.25 0 0 . 0 0 0. 0.` 0 0 West wail Trib DL 195070.3125 0 0 O 0 O 0 7.25 54375 7.25 54375 7.25 54375 Diaphragm Trib wall DL (Ibs) . DL N/S 57400 54375 172200 326250 86100. 81562.5 172200. 326250 57400 54375 16000 54375 24000 81562.5 16000 54375 Trib Wa DL ENV 195070.3125 0 0' 195070.3125 108750 108750 108750 -. • Job # 97338.2 Descripton: Opus Cascade, Building B Z= 0.3 l= . 1 C= 2.75 Rw= 6 Roof DL= 10 psf Diaphragm Diaphragm Diaphragm North North North North wall Number N/S dim E dim (ft) wall di 1 143.5 40 2 143.5 125 3 143.5 60 4 143.5 125 5 143.5 40 6 40 40 7 40 60 8 40 40 9 50 150 0 27 . 30 0 0 South _South . South wall m (ft) wall ht (ft) wall thick (in) Tnb DL wall dim (ft) wall ht (ft) wall thick (in) Trib DL 0 0 0 0. 0 0 0 0 0 0 0 0 ` 125 27 7.25 .1 52929.6875 0 0 0 0 0 0 0 _. 125 5.5 116015.625 125 27 7.25 152929.6875 40 5.5 41250 0 0.: 0 0 0 0 0 . 40. 30 = 7.25 54375 0 0 0 60' 30 7.25 81562.5 0 0 0 ; 40 30, ' 7.25 54375 200 30 7.25 271875 0 0. 0 0 East East East East wall wall dim (ft) waif ht (ft) wall thick (in) Trib DL 0 0 0 0 0 0 143.5 40 40 40 50 0 0 0 27 30 30 30 30 0 0 0 5.5 7.25 7.25 7.25 7.25 0 0 0 133185.9375 54375 54375 54375 67968.75 West West West ;: West wall Diaphragm Trib wall wall dim (ft) wall ht (ft) wall thick (in) Trib DL DL (Ibs) DL N/S 0 143.5 30 5.5 147984.375 57400 0 0 0 0 0 179375 152929.6875 O 0 0 0 86100 0 O 0 0 0 179375 268945.3125 O 0 0 0 57400 41250 40 30 7.25 54375 16000 54375 40 30 7.25 54375 24000 81562.5 40 30 7.25 54375 16000. 54375 50 30 725 67968.75 75000 271875 Trib.Waii DL 147984.375 0 0 0 133185.9375 108750 108750 108750 135937.5 ' ,-i L r • . : 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383•2422 253/383-2572 FAX n31, 3z1:0 No q LiO Page . of Phone Calculations • E] Memorandum 0 Meeting Minutes 0 Telephone Memo , • : • • • • • • • • • If this does not meet with your unclerstending, please contact us in writing within seven diys. THANK YOU. . . E N l, r.41 • l' I ■••• '4 Date: Project No. 1 Et • Subject Phone With/To Fax # Address # Faxed Pages • 1:1 Page 1.-ill_"Ot El Calculations El Fax CI Memorandum El Meeting Minutes CI Telephone Memo L. 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town • Historical District 253/383-2422 253/383-2572 FAX „ : • . . 19, j, 7 G r." : " - 36 O Par 6) 1- / c ; ■ 7 4. 6 ‘ R 95 V. 4:9P. jcr d.) r 4 eo z-14„ • Chtc.te. bad?) clay 67- t. -/-3 o LP 0) ,14- : = 640, e : A7(z3.q. (4.e.q.) 4o.6 Eel cl A it C ■4.', 1 34.11. - 4 k (I. t7)(.7d17 Z /30,o lc It this does not meet with your understanding, please contact us in writing within seven days. THANK YOU, • Date:'' Project No. q7.33 D, Subject Phone With/To Fax # Address # Faxed Pages S3 : t3: 14.5 r U: ✓.)C� /. . CLerr C.o . Pr. 'I z t 30 ., x ' 1 23 : 47 ZZ75. 0 I . Page ❑, Calculations 0 Fax 0 Memorandum 0 Meeting Minutes ❑ Telephone Memo .: , “s 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383.2422 253/383-2572 FAX .97 ,x,.,4.1 4, cer ."--c C r 2 ,4,ca.C 7 ,Stcr,tw. 4 , . J r �t. ✓�.= TL)� It this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. • a Date: Copies' Project ..': .. ,... , . - No. wv Subject Phone 1 rithffo Fax # ' Address # Faxed Pages, Do - 5q644 3Z ; 3: r ;( 1 W7J" LJ page 0 Calculations D Fax 0 Memorandum 0 Meeting Minutes 0 Telephone Memo 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383.2422 253/383.2572 FAX If this does not meet with your understanding, please contact us In writing within seven days, THANK YOU. 4 e.x4,.... SLAc.....; 1.A c,./441.A. Se oi ttI • 1.4, /ei - 1: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX 9. I (2L 1 r5 e ? ,l.1-7/;;•Z7 , .; • , • V4 f'D It this does not meet with your understanding, please contact us in writing within'sevendaya. THANK YOU. Page , Calculations Fax Memorandum Meeting Minutes • : : Telephone Memo • • I .• : , ' • !Mr{ • Dater „ r,l I u ,,.r A', t r • Project • Subject Phone With/To Fax Address # Faxed Pages 17: R.. Iv age L f Page jS o Q Calculations Fax [] Memorandum ❑ Meeting Minutes 0 Telephone Memo 2215 N, 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383.2422 253/383.2572 FAX x. /5 , f #. 67 rizei/Nt ) '- .59 a / v /5 /1.54 3,Ce7 3, p, K, t-ea/ , 90° e KK(/� TY BOA / 7 4, Sou 5, /!, leg y /c5 If this does not meet with your understanding, please contact uS in writing with( h seven days, THANK YOU. , 1. • 1_ 2" 1 Page' • of Calculations ••••• 0 Fax • • D Memorandum 0 Meeting'Minutes „.;• 0 Telephone Memo •••• : ,• LI 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX ••••••a (u •.••,:;• • • :•• , z- ' • t ,:1531ca 2„1 ( .; . • ..‘ 4.1 • •• •.. . • •i- • • • .• • , • • . " „ re3 't. 61. 1 tI 3 ' ' I - 4 .! . I 5 . 4 - , •.,' -7 .; .37/./.. .- t - 77 - 1 i /0 ' • . Il - . ' ': It': 1 1 13 I , s7,,...r ( .•:: . 1 1 7 7 LI I • ! 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Fax Memorandum Meeting Minutes E Telephone Memo 6 .4 7 433 = 3) gc .665 , A r• z,7oc • '5/09 41 1 Z ' • ' It this does not meet with your understanding, please contact us in writing within seven days. THANK YOU, • If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX yjtt t;. Page L ' of Calculations Fax MeMoranduM, Meeting Minutes Telephone Memo L 2215 N. 30th Street Suite 300 ' Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX .: ." ) 1." ) , .647 24' .." .3" *: < J 4 fe).s- • =ze)/.5": . , 44 • deu s — . PL 5 I . 4 /. 1 ''54,r I. 4 : 13 = 15 47' 1 / 0 5 . Page of Calculations 11=1 Fax 0 Memorandum 0 Meeting Minutes 0 Telephone Memo . • " .. • . • . • If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. Project Subject Phone With/To .. Address # Faxed Pages love 1 ' /s ° 7 4 . A' h� 7� s 2.7! •/ 7 3 . e ' ;/: %ra'fS419 374 dc.t :Zo! . ac:ro . 4,17./5 R(.1' page'") of Calculations Fax ' Memorandum Meeting Minutes Telephone Merno 2215 N, 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX It this does not meet with your understanding, please contact us In writing within seven days. THANK YOU, Copies.to: • Project Subject With/ To Address U Page (� `Calculations Fax El Memorandum [l Meeting Minutes El Telephone Memo L L L 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383.2422 253/383.2572 FAX i. '' Y{..(rQl+''+,fpYS`� y 3.+ r ,�p+ ;y rr'�.y+.. >J4 a•7Fy �.�yy1+.�' r y,r > .y� �!p�, �} { ?.�? � Lf �?.i 1�{ � k6f�' 4SG' y'!`:' S14' �ib. � 'J''C��1'li'�Fb��t �(fJ'�C� ;��'£1 \���: �.Pt �`�f, H this does not meet with your understanding, please contact us in writing within seven days. THANK YOU, Subject Phone With/To Fax # Address # Faxed Pages CT . / iterl,od Ac,. s. � cz. (; - . !Q') = 3 �] Page L3 oi__ Calculations Q Fax El Memorandum D Meeting Telephone. Memo .:. 9/.3 f /'i/.5' ' ( 4 '��o.4K , 3ZLricsc .Z(SkJ: /.vks; / /. YGFFL 34/5.3310 " 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383.2422 253/383.2572 FAX .4 If this does not meet with your understanding, please contact us In writing within seven days, THANK YOU. Project No [] Page L:j.1 of _ Subject Phone [] Calculations WifhLTo Fax # 0 Fax CI Memorandum Address # Faxed Pages a . , . Meeting Minutes [] Telephone Memo rce \4. ° 3.3 Svo.o (7. z7')( /t .•E'' 3U6,42 K 0 9 v/C. r.zi s000 � l r ' o S000 -l- 226 )7.11 1f' /klZK.b / /q/i.r ),Z // ' Sz.s / S 1,L4.A. S./ cc. ( r2/ U . F . cfri :eV i 1 / L (•t/� YG.C'r I'(J: GCrI Lc : ,14. ... 1 ._ L I_ L r : 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX O. K, tied A 4,', It this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. Copies to:. • , No. Phone Fax# # Faxed Pages ❑ Page L of 0 Calculations DFax•.. El Memorandum Meeting Minutes E Telephone Memo L L I. 0 i 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383 -2572 FAX P—Js r Ai.. • .8 51Rh'!J= • B$((i 5olt 7 '`� ,YZ7K/7716.5) + S4ztr�9.51 ±. ../so /X6'i� l.z Z fr 4..4p / 04 4 b' / / _ 2 /. S K A End u(L/AU.. r'1 Oi fi! J $rlrr/L.!.A 14 (' o)' ftet.,) -'-1, f /tT/L /4L/i',Z /''l r' It this does not meet with your understanding, please contact us In writing within seven days. THANK YOU. • . Project ' • Subject' ; Phone tiVith/To . Fax , . Address - , # Faxed Pages Pagejot LJ Calculations 0 Fax : Memorandum 1=1 Meeting Minutes COpies 10 • 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383•2422 253/383•2572 FAX , ; • • / 7 2 4 23.1) 1t lJx Z Z.0,41( s • c , . • •-• • •.•-• • • •':.• • • • /12 . _/. • twci . e,4 A) (L.) •P4i•-• • • • • z es- fa; g/cr U.Se (6) g: /6'.„ 4.444. It this does not meet with your understanding, please contact us In writing within seven days.THANK YOU. Tor ••, 1. :I 1 1 4 • , • • 1 . , 1 1 " 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383•2572 FAX 49, If this does not meet with your understanding, please contact us In writing within seven days. THANK YOU. L A.S.I.F. L 1) Mater ial L. Label L 1_ L 1 BM CONC • „ RISA-2D (R) AHBL Civil 8.(Sti - Units Option L Edge Forces AISC Code Checks : Shear Deformation: P-Delta Effects : No Redesign. No No 1.333 Node - Li No X-Coord (ft) .1 0.00 2 35.00 Section Database Matl. Area Label Shape Set (in CONC' 1152.00 I Releases J No Node Node Section x y z x y z 1 1- 2 BM No Node Node 1 1- 2 Elastic Modulus (Ksi) 3606.00 Y-Coord (ft.) 0.00 0.00 ATJA14.5r-s OF Mt*E kI FITr US Standard 9th Edition ASD No Poisson's Ratio 0.30000 Unbraced Lengths Lb-in Lb-out Lc (ft) (ft) (ft) Version 3.03 Boundary Conditions X-dof Y-dof Rotation (in,K/in)- (in,K/in) -(r,K ft/r) R Thermal Coefficient (F) 0.65000 Weight Density (K/ft3) 0.490 Moment of Inertia (in 55296.000 End Offsets Sec Sway (in) (in) K Factors In. Out • • • A..- ef q 7 3 3 Job Page Date Yield Stress (Fy) (Ksi)---- 36.000 As >'/y Coef 1.20 Length (ft) 35.00 Bending Coefs Cm Cb Temp.. (F )- 0.00 0.00 rm4441 RISA-2D StruCtUral:Engineers 1 1 1 1 BLC No. Basic Load Case. Description 1 LOADS Member Point Loads,BLC 1: LOADS L Memb I J No Node Node 1 1 - 2 Member Distributed Loads,BLC 1: LOADS Memb I .J Node: Node Node 1 2 2 2 2 2 Load Combination No. Description Dir Dynamic Analysis Data Load Combination is 1 : Nodal Displacements Direction Start Magnitude (K/ft,F) -2.480 -1.580 0.000 16.784 Self Wt BLC Dir Fac Fac Number of modes (frequencies) Basic Load Case for masses BLC mass direction of action Acceleration of Gravity Global X (in) 0.00000 0.00000 1'2 Magnitude (K,K ft,F) -5.625. End Magnitude (K/ft,F) -2.480 -1.580 8.800 -16.784 BLC BLC BLC BLC Fac Fac Fac Fac DYNA S V 3 None X only 32.20 ft/sec**2 Global Y (in) -0.00000 -0.00000 L4)-1 913.39e Job Page Date Load Totals Nodal Point Dist. 1 4 Location (.ft) 17.500 Start End Location Location (ft) (ft)---- 8.000 27.000 0.000 35.000 10.550 35.000 8.000 27.000 WE Rotation (red) -0.00134 0.00303 '• • • • •- • ......,,.. .•..,Node'..... 'GIObal- ...-... • (...K) .. , .. .:..,,....,..,•. "•..•:,. cy.00ppo,,., ...... .,-,..T.ota '.':.....'.:':.•:',::.:H.:.. '....:•..0.00000•• [ -,i'-':',.•'.''' ' - •:.....•.',......•.- . ...... • ,-".:........ „•. ..... . . „.... , . i : - . , ... - '..Load:•.Combi'nation . ..is , .1. :-... .y:::,'........, . ',.' . •••...... ,......... L Load:CoMbination Reactions • Nodes I J Axial (K) 1 1- 2 0.00 Load Combination is 1 AISC Code Checks I-End 'Shear (K) 0.24 Moment (K ft) -0.00 Version 3.03 • .• . • • : ..• 'Global Y (K) 0.23847 0.69153 0.93000 Member Quarter Points 1/4 1/2 3/4 J End Axial Shear Moment (.1<') (K) 0.00 0.69 -0.00 . • . • .•: • . Moment (K ft) 0.00000 0.00000 0.00000 Shear ■•• BP;';•• ..;. . ' Project No . , Subject Phone • With/To Fax # Address It Faxed Pages r • . [.:-...' ;,... . t•:. ". L Date: • 2215 N. 30th Street Suite 300 Tacoma, WA 98403 to 253/383-2422 253/383-2572 FAX Old Town Historical District v di Ks 50 Pe-Ft2tek I •••.I •-•.; • • • • - . . . 1..14 11 )351 K u•ixer E] Pagel of El Calculations 0 Fax . 0 Memorandum 0 Meeting Minutes 0 Telephone Memo • ,•• ;•. . , • — lh MP, .. ,.P26„cr:, • , 1 If this does not meet with your understanding, please contact us In writing within seven days. THANK VOW • Date: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383.2422 253/383.2572 FAX Project CdtSc'VE No: 338' a' 0 Page vl: Subject Phone 0 Calculations With/To Fax ti 0 Fax 0 Memorandum Address N Faxed Pages ❑ Meeting Minutes 0 Telephone Memo If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. WED 1 ;1&Y 1 8X1998 I i j i i 1. •.. ..... ROBE ITC... COSSATTI ASSOC. ! i 1 , . —0 •f I`i`iN :, i3::s j2z. 9,911,1 J Ra r .. 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E1 j ■ 1 v6E ( Date: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX • I !: i ! „j ' • • . ) If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. Date: 540 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383.2572 FAX Project �-�1 �A'OE No. Subject Phone With/To Fax N Address # Faxed Pages 4)rwrrs L •97'. k -FZT f'477 91 0/136' . R . : 3 1 4 6 1P5F )(0 x) t .... I F(t /s .....:.. S x°41 10 it 7. 1 t 6 . lb 4k ❑ Page l " 39 of ❑ Calculations ❑ Fax 0 Memorandum ❑ Meeting Minutes 0 Telephone Memo If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. ' $ • Date: •Yif Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX • • • 1 Project c Subject Phone WithlTo Fax # Address # Faxed Pages 1 5 ;1 • • • • •-• 1 ••• • • ; No. 77339:al) . . F.LF VA)* '; • r ; ; , ; 1 ; • .. • • • • •i• 'r •••• l• • '1' •..• • • , • .. • • .; •, ,. • 1; • ' :••••••,:,!!•. :.•••.-,.•1 • . • 14 1_1 Page .••• • of 0 Calculations 0 Fax 0 Memorandum 0 Meeting Minutes 0 Telephone Memo • • a this does not meet with your understanding, please contact us In writing within seven days. THANK YOU. .. Project ' ClikS 4 4'0 . No. 33 g - ' = - 0.Pagelji . Subject : Phone : 0 Calculation's • With/To • ' . FaX # 0 Fax 0 Memorandum Address # Faxed Pages 0 Meeting Minutes 0 Telephone Memo . , . .. . .... .. .. .. iGATt• IDr : c:ONTg Rom ralP•littrks' P : 1 . L i . L , :.; C) • : : 1 CY ' ' . ' 0 ' s (3) .h. aaarci . 7 K :+- )Littic ()' :?... • • • • 1 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District • 253/383-2422 253/383-2572 FAX • • •:' • 1.s . • s ; • • ••:; ' • • • • • . . • , • •••• • 1 ,•, . • • • ..... •••• 11 • If this does not meet with your understanding, please contact us In writing within seven days. THANK YOU. STRUCTURAL CALCULATIONS for OPUS CASCADE BUILDINGS DECEMBER 1997 Prepared For: Opus Northwest 200 112 Stree NE, Suite 205 Bellevue, Washington 98004 Prepared By: Garrett J. Harper, Senior Design Engineer Daniel L. Booth, P.E., S.E., AssociatelSenior Project Manager Nicholas Afeiche, PE, SE Project Manager Reviewed By: Allan E. Bessette, P.E., S.E., Principal 97338.10 M DECEMBER 1997 evised June 1998 Opus Northwest, LLC 200 - 112 Avenue NE, Suite 205 Bellevue, WA 98004 Reviewed By: v Allan E. Bessette, P.E., S.E., Principal L 97338.10 his analysis is based on data and records either supplied T y pP lied to, or obtained by, AHBL. These documents are referenced within the text of the analysis. The analysis has been prepared utilizing procedures and practices within the standard accepted practices of the industry. 1.: AHBL, INC. Prepared By: David. W. Spiller, Project Engineer . t�' TABLE OF CONTENTS 1. Project Overview 1 1.1 Purpose and Scope 1 1.2 Pre - Development Conditions I 2. Preliminary Conditions Summary 2 2.1 General 2 2.2 Existing Drainage Basins 2 2.3 Proposed Drainage Basins 2 2.4 Soils 3 3. Off-Site Analysis 3 4. Retention / Detention Analysis And Design 5. Conveyance System Analysis And Design 6. Special Reports And Studies 7: Other Permits 4 .. 8. Maintenance And Operations Manual 4 9. Summary And Conclusions Appendix A Figures Figure 1 Figure 2 Figure 3 Figure 3A Figure 4 Figure 5 Site Vicinity. Map Topography Map Soil Survey SCS Soils Map Legal Description Basin Map Appendix B Hydrologic Analysis and Calculations Appendix C Oil/Water Separator Sizing, Installation and Maintenance Manual Appendix D Geotechnical Report PROJECT OVERVIEW 1.1 Purpose and Scope This report is provided to secure approval for the final development phase of the Opus - Cascade Site, and describes the final storm drainage plan. The Temporary Erosion and Sedimentation Control (TESC) measures were developed as part the rough grading plan. Additional erosion control measures may be required to allow final grading and site surfacing. The final development plans provide construction information required to finish the construction of the site, including utilities such as water supply, sanitary sewer, and stormwater collection system. The water supply and sanitary sewer will be provided from Cascade Avenue. The rough grading plans have been submitted as a separate package. The rough grading phase was required to allow the site to settle prior to constructing buildings on the site. The phase is similar to preloading but instead of placing fill greater than the final grades, the site is rough graded then allowed to sit while the native materials compact. For additional information on this phase of construction refer to the rough grading plans and design report. The design for the temporary erosion control (TESC) is included as part of the rough grading plans for the site. The TESC facilities provided on the rough grading plans meet or exceeded the requirements of the City of Tukwila. The facilities will adequately treat the stormwater runoff from the site when constructed according to the plans. The King County Surface Water Design Manual (KCSWDM) establishes the methodology and design criteria used for this project. During this phase, the erosion control measures will only need to be restored and maintained. 1.2 Pre - Development Conditions The project consists of a 7.07 -acre parcel of land located near the intersection of South Cascade Street and Todd Boulevard. The development is bordered on the north, south, and west by parcels created by the same short plat, Southcenter Industrial Park. The site is located in the southeast quarter of Section 35, Township 23 North, Range 4 East, Willamette Meridian (see Appendix A, Figure 1). PRELIMINARY CONDITIONS SUMMARY 2.1 General The site topography is relatively flat. A small hill has been constructed as part of the landscaping along Todd Boulevard. Existing vegetation consists of grasses covering the majority of the site, with shrubs and berry brambles lining the western and northern edges of the property. The building pads were rough graded and allowed to settle to achieve the desired compaction and settlement of underlying soils and building pad fill material. The rough grading of the site was submitted under a separate permit. 2.2 Existing Drainage Basins The majority of the site, approximately four acres currently drains into culverts along West Valley Highway. The remainder (approximately three acres) of the site drains to a storm sewer in Cascade Avenue South. Both storm sewers join down stream of the site. No changes in the drainage basins are proposed or will result from design. 2.3 Proposed Drainage Basins As discussed earlier, the proposed on -site storm sewer consist of two systems, one for each building. The system for Building A, northerly building, will collect runoff from 1.12 acres of paved surface. Similarly, the system for Building B, the southerly building, will collect runoff from 1.80 acres. Both systems will divert flows equal to the 2 -year, 24 hour event through an oil water separator. The runoff generated by the roof area will be collected in a separate roof system. This system will not direct flow to the oil water separator for treatment. The 2 2.4 Soils (KCSWDM) does not require treatment for runoff generated by roof surfaces, therefore no stormwater treatment is provided for the roof runoff. The project site is currently vegetated. The soils are identified on the USGS soils maps as Newberg silt loam. These soils generally have a low infiltration rate and high runoff potential and are considered to belong to the Hydrologic Group D. A runoff curve number (CN) value of 89 (meadow or pasture) is a conservative characterization of soil properties for use in hydrologic calculations for this site. Runoff from the site flows to the southeast and into an existing drainage system that conveys runoff from the short plat. 3. OFF -SITE ANALYSIS The storm sewer in Cascade Avenue and Todd Boulevard was sized for the South Center Industrial Park including this parcel. No analysis of the system was performed as part of this project. 4. RETENTION / DETENTION ANALYSIS AND DESIGN No detention or retention was required as part of the SEPA process because the site drains to a regional stormwater facility. Therefore, no retention or detention was provided as part of these plans. 5. CONVEYANCE SYSTEM ANALYSIS AND DESIGN The conveyance system was designed to meet the(KCSWDM) standards. The on -site storm sewer systems were sized using the 25 -year event based on the rational method. Building A's storm sewer will collect runoff from approximately 1.12 acres of parking area and 0.62 acres of roof area. The total area will produce 5.80 Cubic Feet per Second (cfs) of stormwater during the 25 -year event. Building B's storm sewer will collect runoff from approximately 1.80 acres of parking area and 0.65 acres of roof area. The system will convey 4.13 cfs during the 25 -year event. After the storm sewers were sized to handle the 25- year event, a 25 -year event was routed through both systems and a back water HBL 3 . L L L L L L L 6. SPECIAL REPORTS AND STUDIES L L 7. OTHER PERMITS 8. MAINTENANCE AND OPERATIONS MANUAL I'. LHBL calculation was performed to determine the water surface elevation in the systems. Some minor on -site flooding will occur during the 100 -year event for the storm sewer for Building A's storm sewer. The backwater calculations show over - topping of several catch basins. The over - topping at all locations is calculated to be a tenth of a foot. Actual over topping depth will be less. No flooding is anticipated for Building B's storm sewer. Both systems include a diversion system to separate the treatment storm, 2 -year flow. The systems use inlet control to regulate the flow rate. For Building A, the system uses two twelve inch outlet pipes in catch basin 23. The pipe to the oil /water separator will have an invert 0.38 -feet below the by -pass pipe. The 0.38 -feet corresponds to the inlet elevation calculated for the twelve inch pipe for the treatment flow rate (appendix C). A similar calculation was used to set the invert elevation for Building B's system. Buildings B's diversion system uses two catch basins to allow for connection to the oil /water separator and outlet. An inverted tee section will be installed on the by -pass pipes to eliminate any velocity head. A soils report has been prepared by Terra Associates. A copy of the report has been included in Appendix D. No other special reports or studies have been made as part of this project. An NPDES permit is being applied for concurrently with the development and rough grading plans for the site. No other permits are anticipate for the site. A maintenance and installation manual has been provided for the oil /water separators and is included in Appendix C. 4 IAN BL S UMMARY AND CONCLUSIONS T he storm system was sized per (KCSWDM) for the 25 -year event The 100 y ear event was routed through the system and a back water calculation performed. The back water calculations showed over topping of the catch basins Iess 0.10 -feet. No detention or retention is provided as part of theses plans. The site currently and will continue to drain to a regional detention facility. David W. Spitler Project Engineer DWS /CAD /wsn December 1997 973381r.rep �,�1- � '.� l- C; ° , r �2c?�� # i�, " I,z C�; ^ ?ti,j' t gi;' ' -�•'. ii:;� .j °.���. i�Y�" t. �� S tormwater treatment will be provided by oil water separators. A flow separator will divert the 2 -year flow to the oil water separator. Larger flows will bypass the oil/water separator: The stormwater system meets the requirements of the City of Tukwila ordinances which require storm systems to meet the King County Surface Water Manual: Al Bessette Principal I I ,AHBL 'ENDI F igures ugure I - Site Vicinity Map ure 2- Topography Map Figure 3- Soil Survey Figure 3A - SCS Soils Map Figure 4 - Legal Description Figure 5 - Basin Map . , CI A SHBL L 4 STRUCTURAL ENGINEERS•PLANNERS 11if APIA XAA Svnt SAM 500 Tommy, WA SE•05 in" (251114.1.24:2 /u. (155) 3$J -1371 yl C / NJrY Mfi P Bch ;b;./— AHBL C I V I L ! S r R U C r U R A L ENCINEERS•PLANNERS 2215 .4N )Ca Strut S.Li )W Tacoma, WA 14401 IN., (2S)1 )0.) -2422 fa. (2S)) )4) -2572 5CC 5OIL MR!' . -. S C Soil. 5urv=y Newberg silt loam (Ng). - -This soil is in long, narrow areas that range from 5 to more than 100 acres in size. Slopes are less than 2 percent and are mostly convex. Representative profile of cultivated Newberg silt loam, 500 feet west and 575 feet north of the east quarter corner of sec. 36, T. 23 N., R. 4 E.: Ap - -0 to 10 inches, very dark grayish -brown (10YR 3/2) silt loam, grayish brown (10YR S/2) dry; moderate, fine, granular structure; slightly hard, friable, slightly sticky, slightly plastic; many roots; medium acid; abrupt, smooth boundary. 8 to 10 inches thick. Al - -10 to 20 inches, very dark grayish -brown (10YR 3/2) very fine sandy loam, grayish brown (10YR 5/2) dry; massive; soft, very friable, non - sticky,' nonplastic; common roots; slightly acid; clear, smooth boundary. 9 to 12 inches thick. C1 - -20 to 36 inches, very dark grayish -brown (10YR 3/2) and dark grayish -brown (2.SY 4/2) very fine sandy loam and loamy very fine sand, grayish brown (10YR 4/2) dry; massive; soft, very friable, nonsticky, nonplastic; common roots; neutral; abrupt, wavy boundary. 12 to 16 inches thick. C2 - -36 to 46 inches, dark grayish -brown (2.SY 4/2) and gray (SY S /1) very fine sandy loam, light brownish gray (2.SY 6/2) dry; common, large, prominent, strong -brown (7.SYR 5/6 and 5/8) mottles; massive; soft, very friable, non - sticky, nonplastic; common roots; neutral; abrupt, wavy boundary. 10 to 13 inches thick. C3 - -46 to 47 inches, dark grayish -brown (2.SY 4/2), yellowish -brown (IOYR 5/4), yellowish -red (SYR 4/6), and dark reddish - brown (SYR 3/3) loamy sand and silt loam, light gray (2,SY 7/0), reddish brown (SYR 4/4), and yellowish red (SYR 4/8) dry; massive; very hard, very fri- able to very firm, slightly sticky, slightly plastic; few roots; neutral; abrupt, wavy boundary. 1 to 2 inches thick. C4 - -47 to 60 inches, gray (SY 5 /1) very fine sandy loam, light gray (5Y 7/1) dry; many, fine, prominent, yellowish -brown (10YR 3/4) mottles and few, fine, prominent, yellowish -red (SYR 4 /S) and red (2.SYR 4/6) mottles, light yellow- ish brown (10YR 6/4) and yellowish red (SYR 4/8) C •V L k S 1RUC ruRAL ENCINEERS•PLANNERS :1+5 %OM 1h+ Streit 5..a 1CO 7aono, ■ 967 Iwo f:911 3:•141: Ns. LUI 21 -:1/1 Scs Soil. 5urv=y Exh)b;t- 3B L L L -1 , ; dry; massive; slightly.hard, very friable; nonsticky, nonplastic; few roots; neutral.. The A horizon ranges from very dark grayish brown • to very dark brown. The C horizon consists of layers of silt loam,.very fine sandy loam, sandy loam, • loamy sand, and sand; the thickness of each layer varies. Mottles occur at a depth below 30 to 40 inches in some places. Some areas are up to 2S or 30 percent inclusions of somewhat poorly drained Briscot, Oridia, and Wood- :. inville soils; and some are up to 10 percent the poorly drained Puget soils. Total inclusions do not exceed 30 percent. Permeability is moderate. The effective rooting depth is 60 inches or more. A seasonal water table is at a depth of 3 to 4 feet in places. Available water capacity is high. Runoff is slow, and the • erosion hazard is slight. The hazard of stream over- flow is slight to severe, depending on the amount of flood protection provided. This soil is used mostly for row crops. Capabil- ity unit 1N-1; woodland group 2o1. HBL AMMO CIVIL S tRcC TuRA ENCINEERS•PLANNERS WS %au 3CLi Si.I 1.0r X0 room.. VA 10433 Ph2f1, 11$4) .13.1•1 C» 34.1-1V2 SC S&L_ Sorvey E 3 F.? F �v'�yi ° FC. a �,.if! +( •��.Yrh s ��ti.. f�� �' { jj Yax { kt'•.. ..I�'r.4`�.3 +�:. Srt �.:. nial �' f �''�, c�:.1�4Y {S?:,�r.''� :Ni P ARCEL A LOT 1, SOUTHCENTER SOUTH INDUSTRIAL PARK, ACCORDING TO THE :THEREOF RECORDED IN VOLUME 97 OF PLATS, PAGES 22 :THROUGH 25, RECORDS OF KING COUNTY, WASHINGTON, PARCEL B LOT2, SOUTHCENTER SOUTH INDUSTRIAL PARK, ACCORDING TO THE ; THEREOF RECORDED IN VOLUME 97 OF PLATS, PAGES 22 THROUGH 25, RECORDS OF KING COUNTY, WASHINGTON. PARCEL C . _`:THAT PORTION OF LOTS 3 AND 9, OF THE PLAT OF SOUTHCENTER ; SOUTH INDUSTRIAL PARK, ACCORDING TO THE PLAT THEREOF,. RECORDED IN VOLUME 97 OF PLATS, PAGES 22 THROUGH 25, RECORDS._„ ,OF: KING COUNTY, WASHINGTON, LYING EASTERLY OF A LINE DESCRIBED AS. FOLLOWS: BEGINNING AT A POINT ON THE NORTH LINE OF SAID LOT 3 AT A POINT 240.02 FEET EAST OF THE NORTHWEST CORNER THEREOF.OF 'SAID LOT 9; THENCE SOUTHEASTERLY ALONG A CURVE TO THE LEFT, THE CENTER .: OF WHICH BEARS NORTH 66 % %D29'49" EAST HAVING A RADIUS • . OF 459.28. FEET AND ARC DISTANCE OF 245.48 FEET • THROUGH A CENTRAL • ANGLE OF, 30 % %D37'26 "; THENCE SOUTH 11% %023'50" WEST, A DISTANCE OF 75.36 FEET TO THE SOUTH LINE OF SAID LOT 9, AND THE TERMINUS OF SAID LINE. rr t�.li ..1.: t2.• ... .:{.iw .:. )�,• .: �.r..ac ....1 •. L L L L L L t. L I I_ Drainage Area Id: Basin 03 Description • Contributing Area to CB 03 < - -- Description - -> SubArea SubC L (ft) Slope -Kr -- (min) Contributing Area 0.23 0.90 200.00 0.0200 20.00 1.18 Composite "c" Value 0 90 Time of Conc (min).. 1.18 Drainage Area. Id: Basin 04 Description • Contributing Area to CB 04 < - -- Description - -> SubArea SubC Contributing Area 0.17 0.90 Composite "c" Value 0 90 Drainage Area Id: Basin 05 Description • Contributing Area to CB 05 < - -- Description - -> SubArea SubC L (ft) Contributing Area 0.23 0.90 Composite "c" Value 0 90 Drainage Area Id: Basin 06 Description • Contributing Area to CB 06 < - -- Description - -> SubArea SubC L (ft) Slope -Kr -- (min) Contributing Area 0.15 0.90 200.00 0.0200 20.00 1.18 Composite "c" Value 0 90 Time of Conc (min).. 1.18 Drainage Area Id: Basin 07 Description • Contributing Area <--- Description - -> SubArea SubC Contributing Area 0.20 0.90 Roof Area 0.33 0.90 Composite "c" Value 0 90 Drainage Area Id: Basin 08 Description • Contributing Area < - -- Description - -> SubArea SubC Contributing Area 0.22 0.90 Composite "c" Value 0 90 Drainage Area Id: Basin 09 Description • Contributing Area < - -- Description - -> SubArea SubC Contributing Area 0.20 0.90 Roof Area 0.32 0.90 Composite "c" Value 0 90 Drainage Area Id: Basin 11 Description • Contributing Area <--- Description - -> SubArea SubC Contributing Area 0.25 0.90 Composite "c" Value 0 90 L (ft) Slope -Kr -- (min) 200.00 0.0200 20.00 1.18 Time of Conc (min) .. 1.18 Slope -Kr -- (min) 200.00 0.0200 20.00 1.18 Time of Conc (min) 1.18 to CB 07 L (ft) Slope -Kr -- (min) 200.00 0.0200 20.00 1.18 100.00 0.0050 20.00 1.18 Time of Conc (min).. 2.36 to CB 08 L (ft) Slope -Kr -- (min) 200.00 0.0200 20.00 1.18 Time of Conc (min).. 1.18 to CB 09 L (ft) Slope -Kr -- (min) 200.00 0.0200 20.00 1.18 100.00 0.0050 20.00 1.18 Time of Conc (min) .. 2.36 to CB 11 L (ft) Slope -Kr -- (min) 200.00 0.0200 20.00 1.18 Time of Conc (min) .. 1.18 L L L L L L I L 6/24/98 9:44:5 am AHBL The Cascade Buildings, Bldgs A & B Impervious Runoff Ca1cs. by Spencer B. K: \CE \97000 \97338 \338WWK01.BSN RATIONAL DRAINAGE AREA SUMMARY Drainage Area Id: Basin 12 Description • Contributing Area <-- Description - -> SubArea SubC Contributing Area 0.15 0.90 Composite "c" Value 0 90 Drainage Area Id: Basin 13 Description......: Contributing Area <--- Description - -> SubArea SubC Contributing Area 0.18 0.90 Roof Area 0.31 0.90 Composite "c" Value 0 90 to CB 12 L (ft) Slope -Kr -- (min) 200.00 0.0200 20 1.18 Time of Conc (min).. 1.18 to CB 13 L (ft) Slope -Kr -- (min) 200.00 0.0200 20.00 1.18 100.00 0.0050 20.00 1.18 Time of Conc (min).. 2.36 Drainage Area Id: Basin 14 Description • Contributing Area to CB 14 < - -- Description - -> SubArea SubC L (ft) Slope -Kr -- (min) Contributing Area 0.20 0.90 200.00 0.0200 20.00 1.18 Composite "c" Value 0 90 Time of Conc (min).. 1.18 Drainage Area Id: Basin 16 Description • Contributing Area <---Description--> SubArea SubC Contributing Area 0.20 0.90 Composite "c" Value 0 90 Drainage Area Id: Basin 17 Description • Contributing Area < - -- Description - -> SubArea SubC Contributing Area 0.18 0.90 Roof Area 0.31 0.90 Composite "c" Value 0 90 Drainage Area Id: Basin 19 Description • Contributing Area < - -- Description - -> SubArea SubC Contributing Area 0.22 0.90 Composite "c" Value 0 90 Drainage Area Id: Basin 21 Description • Contributing Area <--- Description - -> SubArea SubC Contributing Area 0.14 0.90 Composite "c" Value 0 90 to CB 16 L (ft) Slope -Kr -- (min) 200.00 0.0200 20.00 1.18 Time of Conc (min).. 1.18 to CB 17 L (ft) Slope -Kr -- (min) 200.00 0.0200 20.00 1.18 100.00 0.0050 20.00 1.18 Time of Conc (min) .. 2.36 to CB 19 L (ft) Slope -Kr -- (min) 200.00 0.0200 20.00 1.18 Time of Conc (min) .. 1.18 to CB 21 L (ft) Slope -Kr -- (min) 200.00 0.0200 20.00 1.18 Time of Conc (min).. 1.18 page ••,::1)041..t; :'n .. o.e ,..L.:,..rr. r!.: a... ...n..r•.r.rr : a lp:..,.... u::...... r,' lr' i' 2:.....:.,: r:.. m... w......... i..- .l:;:r- .,. ,....a :.c.:,..:r. a r.0 ....a.... n... n..... ... dr. 6/24/98 9:44:5 am AHBL The Cascade Buildings, Bldgs A & B Impervious Runoff Calcs. by Spencer B. K: \CE \97000 \97338 \338WWK01.BSN 6/24/98 9:44:5 am AHBL The Cascade Buildings, Bldgs A & B Impervious Runoff Calcs. by Spencer B. K: \CE \97000 \97338 \338WWK01.BSN .Network Reach North REACH < -AREA> < -DIA> ID (Ac) (ft) P -13 P -14 '4 P -16 P -19 P -22 P -23 P -24 0.49 0.69 1.18 1.38 LENGTH SLOPE < n (ft) ft/ft 1:00 94.92 0.0030 0.0120 1.00 126.00 0.0030 0.0120 1.25 92.00 0.0036 0.0120 1.25 168.67 0.0030 0.0120 Confluence with Network North _n 1.74 1.50 15.00 0.0030 0.0120 1.74 1.50 101.03 0.0030 0.0120 1.74 1.25 21.13 0.0032 0.0120 1.74 1.25 17.38 0.0072 0.0120 Network Reach North _n REACH < -AREA> < -DIA> ID (Ac) (ft) P -21 0.14 1.00 P -20 0.14 1.00 161.44 0.0178 0.0120 PIPE REACH ID No. P -11 From: cb 11 To: cb 08 Pipe Diameter: 1.0000 ft Pipe Length : 171.6927 ft Up invert 19.3800 ft Collection Area: Design Flow • Pipe Capacity • Design Vel • Pipe Full Vel RATIONAL DRAINAGE AREA SUMMARY 0.4000 Ac. 0.9720 cfs 2.9669 cfs 3.2065 fps 3.8768 fps 1.19 1.68 2.87 3.35 PIPE REACH ID No. P -12 From: cb 12 To: cb 11 Pipe Diameter: 1.0000 ft Pipe Length : 220.4976 ft Up invert 20.2600 ft REACH SUMMARY > DSGN Q % PIPE Ndepth %Depth Vact (cfs) (ft) (fps) 52.20 0.54 53.60 2.78 73.53 0.67 67.10 2.99 63.14 0.76 60.43 3.70 81.11 0.90 72.30 3.53 4.23 62.89 0.90 60.27 3.80 4.23 62.90 0.90 60.28 3.80 4.15 96.96 1.08 86.48 3.68 4.13 64.52 0.77 61.30 5.24 Vfull C Area (fps) 2.98 2.98 3.80 3.46 Basin 13 Basin 14 Basin 17 Basin 16 3.90 Basin 19 3.90 3.58 5,35 LENGTH SLOPE < n > DSGN Q % PIPE Ndepth %Depth Vact Vfull C Area (ft) ft /ft (cfs) (ft) (fps) (fps) 15.00 0.0050 0.0120 0.34 11.56 0.24 23.81 2.37 3.85 Basin 21 0.34 6.12 0.17 17.39 3.72 7.26 n: 0.0120 s: 0.0051 down invert: 18.5080 ft Dsgn Depth: Travel Time: 0.41 ft 0.89 min n: 0.0120 s: 0.0040 down invert: 19.3800 ft Collection Area: 0.1500 Ac. Design Flow 0.3645 cfs Dsgn Depth: 0.26 ft page 2 6/24/98 9 :44:5 am AHBL The Cascade Buildings, Bldgs A & B Impervious Runoff Calcs. by Spencer B. K: \CE \97000 \97338 \338WWK01.BSN PIPE REACH ID No. P -13. From: cb 13 To: cb 14 Pipe Diameter: 1.0000 ft Pipe .Length • 94.9229 ft Up invert 18.4300 ft Collection Area: Design Flow Pipe Capacity Design Vel Pipe Full Vel Collection Area: Design Flow • Pipe Capacity • Design Vel • Pipe Full Vel • 0.4900 Ac. 1.1907 cfs 2.2811 cfs 2.7780 fps 2.9808 fps PIPE REACH ID No. P -14 From: cb 14 To: cb 16 Pipe Diameter: 1.0000 ft Pipe Length : 126.0000 ft Up invert 18.1450 ft PIPE REACH. ID No. P -16 From: cb_16 To: cb_19 Pipe Diameter: 1.2500•ft Pipe Length : 168.6742 ft Up invert 17.7670 ft Collection Area: 1.3800 Ac. Design Flow • 3.3534 cfs Pipe Capacity 4.1342 cfs Design Vel ▪ 3.5294 fps Pipe Full Vel 3.4574 fps PIPE REACH ID No. P -17 From: cb_17 To: cb_16 Pipe Diameter: 1.2500 ft Pipe Length 92.0014 ft Up invert 18.1000 ft 1.1800 Ac. 2.8674 cfs 4.5412 cfs 3.6980 fps 3.7977 fps REACH SUMMARY n: 0.0120 s: 0.0030 down invert: 18.1450 ft Dsgn Depth: 0.54 ft Travel Time: 0.57 min n: 0.0120 s: 0.0030 down invert: 17.7670 ft Collection Area: 0.6900 Ac. Design Flow • 1.6767 cfs Dsgn Depth: 0.67 ft Pipe Capacity 2.2802 cfs Design Vel • 2.9923 fps Travel Time: 0.70 min Pipe Full Vel 2.9795 fps n: 0.0120 s: 0.0030 down invert: 17.2610 ft Dsgn Depth: Travel Time: 0.90 ft 0.80 min n: 0.0120 s: 0.0036 down invert: 17.7670 ft Dsgn Depth: 0.76 ft Travel Time: 0.41 min IJ LJ L - ;, L L 1_ 1 6/24/98 .9:44:5 am. AHBL The Cascade Buildings, Bldgs A & B Impervious RunOff Calcs. by Spencer B. K:\CE\97000\97338\338WWK01.BSN PIPE REACH ID No. P-19 From: cb 19 To: cb 22 Pipe Diameter: 1.5000 ft Pipe Length : 15.0001 ft Up invert : 17.2610 ft Collection Area: 1.7400 Ac. Design Flow : 4.2282 cfs Pipe Capacity : 6.7228 cfs Design Vel 3.7985 fps Pipe. Full Vel : 3.9043 fps PIPE REACH ID No. P-20 From: cb20 To: cb 19 Pipe Diameter: 1.0000 ft n: 0.0120 Pipe Length : 161.4388 ft s: 0.0178 Up invert . 20.1350 ft down invert: 17.2610 ft. Collection Area: 0.1400 Ac. Design Flow • 0.3402 cfs Pipe Capacity 5.5546 cfs Design Vel 3.7193 fps Pipe Full Vel 7.2582 fps PIPE REACH ID No. P-21 From: cb 21 To: cb 20 Pipe Diameter: 1.0000 ft Pipe Length : 15.0001 ft Up invert : 20.2100 ft Collection Area: 0.1400 Ac. Design Flow . 0.3402 cfs Pipe Capacity • . 2.9437 cfs Design Vel • . 2.3737 fps Pipe Full Vel • . 3.8466 fps PIPE REACH ID No. P-22 From: cb_22 To: cb_23 Pipe Diameter: 1.5000 ft Pipe Length : 101.0266 ft Up invert : 17.2160 ft Collection Area: 1.7400 Ac. Design Flow 4.2282 cfs Pipe Capacity : 6.7220 cfs Design Vel 3.7981 fps Pipe Full Vel • 3.9038 fps REACH SUMMARY n: 0.0120 s: 0.0030 down invert: 17.2160 ft Dsgn Depth: Travel Time: Dsgn Depth: Travel Time: n: 0.0120 s: 0.0050 down invert: 20.1350 ft Dsgn Depth: Travel Time: n: 0.0120 s: 0.0030 down invert: 16.9130 ft Dsgn Depth: 0.90 ft Travel Time: 0.44 min 0.90 ft 0.07 min 0.17 ft 0.72 min 0.24 ft 0.11 min page 5 1: L L The Cascade Buildings, Bldgs A & B Impervious Runoff Calcs. by Spencer B. K:\CE\97000\97338\338WWK01.BSN 6/24/98 9:44:5 am AHBL PIPE REACH ID No. P-23 From: cb_23 To: cb 24 Pipe Diameter: 1.2500 ft Pipe Length : 21.1306 ft Up invert : 17.3930 ft Collection Area: Design Flow • Pipe Capacity : Design Vel • Pipe Full Vel : PIPE REACH From: cb_24 To: Pipe Diameter: Pipe Length : Up invert Collection Area: Design Flow • Pipe Capacity Design Vel • Pipe Full Vel Collection Area: Design Flow Pipe Capacity Design Vel Pipe Full Vel Collection Area: Design Flow Pipe Capacity : Design Vel Pipe Full Vel 1.7400 Ac. 4.1518 cfs 4.2819 cfs 3.6809 fps 3.5809 fps ID No. cb 25 1.2500 ft 17.3754 ft 17.3250 ft 1.7400 Ac. 4.1308 cfs 6.4022 cfs 5.2379 fps 5.3541 fps PIPE REACH ID No. P-02 From: cb_03 To: cb_01 Pipe Diameter: 1.2500 ft Pipe Length : 7.7184 ft Up invert : 18.0200 ft 2.4500 Ac. 5.8006 cfs 28.3656 cfs 17.2327 fps 23.7218 fps PIPE REACH ID No. P-03 From: cb_02 To: cb_03 Pipe Diameter: 1.5000 ft Pipe Length : 34.9925 ft Up invert : 17.4300 ft 1.8200 Ac. 4.3440 cfs 6.7228 cfs 3.8208 fps 3.9043 fps REACH SUMMARY P-24 n: 0.0120 s: 0.0032 down invert: Dsgn Depth: Travel Time: Dsgn Depth: Travel Time: Dsgn Depth: Travel Time: Dsgn Depth: Travel Time: 17.3250 ft 1.08 ft 0.10 min n: 0.0120 s: 0.0072 down invert: 17.2000 ft n: 0.0120 s: 0.1412 down invert: 16.9300 ft 0.77 ft 0.06 min 0.40 ft 0.01 min n: 0.0120 s: 0.0030 down invert: 17.3250 ft 0.92 ft 0.15 min page 6 1 6/24/98 9:44:5 4m AHBL The Cascade Buildings, Bldgs A & B IMPerviouS Runoff Calcs. by Spencer B. • K:\CE\97000\97338\338WWK01.BSN Collection Area 0.4000 Ac. Design Flow : 0.9720 cfs Pipe Capacity : 2.7382 cfs Design Vel : 3.0233 fps Pipe Full Vel : 3.5779 fps Collection Area: 0.2300 Ac. Design Flow . 0.5589 cfs Pipe Capacity : 2.7582 cfs Design Vel : 2.6117 fps Pipe Full Vel : 3.6041 fps PIPE REACH ID No. P-06 From: cb 06 To: cb 02 Pipe Diameter: 1.2500 ft Pipe Length : 119.0850 ft. Up invert : 18.1300 ft Collection Area: 1.8200 Ac. Design Flow • 4.4226 cfs Pipe Capacity : 5.7871 cfs Design Vel ▪ 4.8939 fps Pipe Full Vel : 4.8397 fps PIPE REACH ID No. P-07 From: cb_07 To: cb_06 Pipe Diameter: 1.2500 ft Pipe Length : 88.9676 ft Up invert : 18.9600 ft Collection Area: 1.6700 Ac. Design Flow : 4.0581 cfs Pipe Capacity • . 7.2906 cfs Design Vel : 5.7697 fps Pipe Full Vel • . 6.0970 fps REACH SUMMARY PIPE REACH • ID No. P-04 From: cb 04 To: cb 03 Pipe Diameter: 1.0000 ft n: 0.0120 Pipe Length : 288.9510 ft s: 0.0043 Up invert : 18.6800 ft down invert: 17.4300 ft Dsgn Depth: 0.43 ft Travel Time 1.59 min PIPE REACH ID No. P-05 From: �b05 To: cb 04 Pipe Diameter: 1.0000 ft n: 0.0120 Pipe Length : 72.9012 ft s: 0.0044 Up invert : 19.0000 ft down invert: 18.6800 ft Dsgn Depth: Travel Time: n: 0.0120 s: 0.0059 down invert: 17.4300 ft Dsgn Depth: Travel Time: 0.86 ft 0.41 min n: 0.0120 s: 0.0093 down invert: 18.1300 ft 0.32 ft 0.47 min Dsgn Depth: 0.70 ft Travel Time: 0.26 min P 7 ,... .. ; .,It .1:, .. ..,.. ., .... .::I'. 6/24/98 9:44:5 am AHBL The Cascade Buildings, Bldgs A. & Impervious Runoff Calcs. by Spencer B. K: \CE \97000 \97338 \338WWK01.BSN PIPE REACH ID No. P -08 From: cb 08 To: cb 06 Pipe Diameter: 1.2500 ft Pipe Length : 126.0093 ft Up invert 18.5080 ft Collection Area: Design Flow Pipe Capacity Design Vel Pipe Full Vel : 1.1400 Ac. 2.7702 cfs 4.1342 cfs 3.4093 fps 3.4573 fps PIPE REACH ID No. P -09 From: cb 09 To: cb 08 Pipe Diameter: 1.0000 ft Pipe Length : 91.9076 ft Up invert 19.1300 ft Collection Area: Design Flow Pipe Capacity Design Vel Pipe Full Vel Network Reach South REACH < -AREA> < -DIA> ID (Ac) (ft) • • • • 0.9200 Ac. 2.2356 cfs 3.4248 cfs 4.3889 fps 4.4752 fps (ft) ft /ft P -05 0.23 1.00 72.90 0.0044 0.0120 P -04 0.40 1.00 288.95 0.0043 0.0120 Confluence with Network South_n P -02 2.45 1.25 7.72 0.1412 0.0120 Network Reach South_n REACH < -AREA> < -DIA> ID (Ac) (ft) P -12 0.15 1.00 P -11 0.40 1.00 P -09 0.92 1.00 P -08 1.14 1.25 P -07 1.67 1.25 P -06 1.82 1.25 P -03 1.82 1.50 LENGTH SLOPE c n > (ft) ft /ft 220.50 0.0040 0.0120 171.69 0.0051 0.0120 91.91 0.0068 0,0120 126.01 0.0030 0.0120 88.97 0.0093 0,0120 119.08 0.0059 0,0120 34.99 0.0030 0,0120 REACH SUMMARY (cfs) (ft) DSGN Q (cfs) n: 0.0120 s: 0.0030 down invert: 18.1300 ft Dsgn Depth: Travel Time: n: 0.0120 s: 0.0068 down invert: Dsgn Depth: Travel Time: LENGTH SLOPE < n > DSGN Q % PIPE Ndepth %Depth 0.56 20.26 0.32 31.71 0.97 35.50 0.43 42.86 Vact (fps), 2.61 3.02 5.80 20.45 0.40 31.87 17.23 % PIPE Ndepth %Depth Vact (ft) (fps) 0.36 13.86 0.26 26.09 2.24 0.97 32,76 0,41 40,99 3,21 2.24 65.28 0.62 61.78 4,39 2.77 67.01 0.79 62.88 3.41 4.06 55.66 0.70 55,76 5.77 4.42 76.42 0.86 69.04 4.89 4.34 64.62 0.92 61.36 3.82 0.79 ft 0.62 min 18.5080 ft 0,62' ft 0.35 min. Vfull C_Area (fps) 3.60 Basin_05 3.58 Basin 04 23.72 Basin 03 Vfull C_Area (fps) 3.44 Basin 12 3.88 Basin_11 4.48 Basin 09 3.46 Basin 08 6.10 Basin_07 4.84 Basin 06 3.90 page cb 25 cb 24 cb_25 cb23. cb_24 cb 22 cb 23 cb_19 cb_22 cb_16 cb_19 cb_17 cb_16 6b_14 •. cb_16 cb_13 .. cb_14 9:44:5 am AHBL The Cascade Buildings,•Bldgs A & B Impervious Runoff Calcs. by Spencer B. K: \CE \97000 \97338 \338WWK01.BSN REACH SUMMARY Hydraulic Gradeline for Reach northern <- FROM -> <-- TO-- > :<FLOW> floss Ent_HGL EntLoss ExtLoss OutLet Inlet AppHead BndHead JunHead HeadWtr - cb /mh - cfs -loss- - Elev -- --loss- --loss- - -Elev- - -Elev- - -loss- -- loss -- loss -. - -Elev- - Rim -- 17.43 2.88 tw & dn <dc: Inlet Ctrl Assumed 20.26 0.00 0.00 0.00 20.26 24.15 0.07 21.21 0.00 0.00 21.21 0.00 0.00 0.00 0.00 21.21 23.25 4.13 0.13 tw & dn <dc: Inlet Ctrl Assumed 17.99 0.18 0.24 -0.00 17.83. 23.90 4.15 0.07 18.64 0.04 0.18' 18.86 0.00 0.09 0.00 -0.00 18.55 23.75 4.23 0.14 18.69 0.02 0.09 18.80 0.00 0.09 0.12 0.00 18.72 ..22.30 4.23 0.02 18.74 0.02 0.09 18.85 0.00 0.12 0.00 0.02 18.65 23.10 3.35 0.39 19.04 0.02 0.12 19.17. 0.00 0.08 0.11 0.01 19.07 22.00 2.87 0.15 19.23 0.02 0.08 19.33 0.00 0.00 0.00 0.00 19.23 21.10 1.68 0.24 19.46 0.01 0.07 19.55 0.00 0.04 0.05 0.01 19.49 22.00 1.19 0.09 19.58 0.01 0.04. , 19.62 0.00 0.00. 0.00 0.00 19.58 21.10 Hydraulic Gradeline for Reach southern <- FROM -> <- -TO - -> <FLOW> floss Ent HGL EntLoss ExtLoss OutLet Inlet AppHead BndHead JunHead HeadWtr - cb /mh- cfs. - loss- .- Elev -- - -loss- - -loss- - -Elev- - -Elev- - -loss- - -loss- - -loss- - -Elev- -- Rim - cb 03' 18.25 cb 02 cb_03 4.34 0.10 18.35 0.02 0.09 18.46 0.00 0.20 0.00 -0.00 18.15 23.50 cb_06 cb 02 4.42 0.70 19.32 0.04 0.20 19.56 0.00 0.17 0.23 0.01 19.39 22.00 cb_07 . cb_06 4.06 0.30 tw & dn <dc: Inlet Ctrl Assumed 19.61 0.00 0.00 0.00 19.40 21.10 cb_08 cb_06 2.77 0.20 19.60 0.02 0.08 19.69 0.00 0.13 0.17 0.02 19.66 22.00 cb 09 cb_08 2.24 0.31 tw & dn <dc: Inlet Ctrl Assumed 19.62 0.00 0.00 0.00 19.47 21.10 cb_11 cb 0.97 0.09 19.80 0.00 0.02 19.83 0.00 0.00 0.00 0.00 19.80 22.40 cb_12 cb 11 0.36 0.14 20.52 0.00 0.00 20.52 0.00 0.00 0.00 0.00 20.52 22.80 cb 01 17.33 cb_03 cb_01 5.80 1.09 tw & dn <dc: Inlet Ctrl Assumed 19.93 0.09 0.12 0.02 19.55 22.80 cb_04 cb_03 0.97 0.18 19.74 0.00 0.02 19.76 0.00 0.01 0.01 0.00 19.74 21.30 cb_05 cb 04 .0.56 0.02 19.76 0.00 0.01 19.77 0.00 0.00 0.00 0.00 19.76 21.10 is i L L r L L L Location : Str Type.: Str Cat Area /sump: Cont Area: Bend • Ent type.: Ent Loss: Location.: Str Type : Str Cat : Area /sump: Cont Area: Bend • Ent type.: Ent Loss: Location : Str Type : Str Cat Area /sump: Cont Area: Bend • Ent type.: Ent Loss: 6/24/98 9:44:6 am AHBL The Cascade Buildings, Bldgs A & B Impervious Runoff Calcs. by Spencer B. K \CE \97000 \97338 \338WWK01.BSN PROPOSED STRUCTURE REACH South Side of Site TYPE 2 -48 Catch Basin 0.00 sf /1.50 ft Reach <Invert> <Diam> < n > P -02 16.930 15.00 0.012 South Side of Site TYPE 2 -48 Catch Basin 0.00 sf /1.50 ft PROPOSED STRUCTURE REACH STRUCTURE REPORT ID No. cb_01 No special shape Area /sump: 0.000 Exit: 0.000 App Vel: 0.000 Junct: 0.000 Bend: 0.000 <End> Lower PROPOSED STRUCTURE REACH ID No. cb 02 No special shape Area /sump: 0.019 Exit: 0.094 App Vel: 0.202 Junct: -0.003 Bend:. 0.001 Reach <Invert> <Diam> < n > <End> P -03 17.430 18.00 0.012 Upper P -06 17.430 15.00 0.012 Lower ID No. cb03 South Side of Site North 1601.9679 TYPE 2 -48 East 7848.8535 Catch Basin Rim Elev : 22.8000 0.00 sf /1.50 ft Bottom El: 15.9300 Basin 03 Hgrade El: 19.5535 ft No special shape Area /sump: 0.069 Exit: 0.347 App Vel: 0.094 Junct: 0.023 Bend: 0.116 Reach <Invert> <Diam> < n > <End> P -02 18.020 15.00 0.012 Upper P -03 17.325 18.00 0.012 Lower P -04 17.430 12.00 0.012 Lower page 10 North 1609.4173. East 7850.8733 Rim Elev : 23.2500 Bottom El: 15.4300 Hgrade El: 0.0000 ft North 1608.9730 East 7814.5693 Rim Elev : 23.5000 Bottom El: 17.4300 Hgrade El: 18.1465 ft Location : Str Type : Str Cat . Area /sump: Cont. Area: Bend • Ent type.: Ent Loss: Reach <Invert> P -04 18.680 P -05 18.680 6/24/98 9:44 :6 am AHBL The Cascade Buildings, Bldgs A & B Impervious Runoff Calcs. by Spencer B. K: \CE \97000 \97338 \338WWK01.BSN PROPOSED STRUCTURE REACH South Side of Site North 1323.0866 TYPE 1 East 7773.2367 Catch Basin Rim Elev : 21.3000 0.00 sf /1.50 ft Bottom El: 17.1800 Basin 04 Hgrade El: 19.7413 ft No special shape Area /sump: 0.005 Exit: 0.024 App Vel: 0.008 Junct: 0.004 Bend: 0.010 PROPOSED STRUCTURE REACH Location : Str Type : Str Cat Str Diam : Cont Area: Bend • Ent type.: Ent. Loss: PROPOSED STRUCTURE REACH Location : Str Type : Str Cat Area /sump: Cont Area: Bend • Ent type.: Ent Loss: Reach P -06 P -07 P -08 STRUCTURE REPORT ID No. cb04 <Diam> < n > <End> 12.00 0.012 Upper 12.00 0.012 Lower ID No. cb05 South Side of Site North 1632.3652 TYPE 2 -48 East 7697.8044 Catch Basin Rim Elev : 22.0000 0.00 sf /1.50 ft Bottom El: 16.6300 Basin 06 Hgrade El:. 19.3897 ft No special shape Area /sump: 0.040 Exit: 0.202 App Vel: 0.170 Junct: 0.012 Bend: 0.226 Reach <Invert> <Diam> < n > <End> P -05 19.000 12.00 0.012 Upper ID No. cb06 South Side of Site North 1338.9600. AREA INLET East 7702.0846 Dummy Structure Rim Elev : 21.1000 0.00 in Bottom El: 19.0000 Basin 05 Hgrade El: 19.7565 ft No special shape Str Diam : 0.002 Exit: 0.008 App Vel: 0.000 Junct: 0.000 Bend: 0.000 <Invert> <Diam> < n > <End> 18.130 15.00 0.012 Upper 18.130 15.00 0.012 Lower 18.130 15.00 0.012 Lower page A.1 6/24/98 9:44:6 am AHBL The Cascade Buildings, Bldgs A & B. Impervious Runoff Calcs. by Spencer B. K: \CE \97000 \97338 \338WWK01.BSN :PROPOSED STRUCTURE REACH Location : Str Type : Str Cat Str Diam : Cont • Area: Bend • Ent type.: Ent Loss: Reach P -07 PROPOSED STRUCTURE REACH Location : Str Type : Str Cat Area /sump: Cont Area: Bend • Ent type.: Ent Loss: Reach P -08 P -09 P -11 PROPOSED STRUCTURE REACH Location Str Type Str Cat Str Diam Cont Area Bend Ent type Ent Loss: Reach P -09 STRUCTURE REPORT ID No. cb 07 South Side of Site AREA INLET Dummy Structure 0.00 in Basin_07 No special shape Str Diam : 0.034 Exit: 0.170 App Vel: <Invert> <Diam> < n > <End> 18.960 15.00 0.012 Upper ID No. cb 08 South Side of Site TYPE 1 Catch Basin 0.00 sf /1.50 ft Basin_08 No special shape Area /sump: 0.016 Exit: 0.079 App Vel: <Invert> 18.508 18.508 18.508 <Diam> < n > <End> 15.00 0.012 Upper 12.00 0.012 Lower 12.00 0.012 Lower South Side of Site AREA INLET Dummy Structure 0.00 in Basin _09 No special shape Str Diam : 0.025 Exit: 0.126 App <Invert> <Diam> < n > 19.130 12.00 0.012 ID No. cb09 North East Rim Elev : Bottom El: Hgrade El: 0.000 Junct: 0.000 Bend: 0.000 North East Rim Elev : Bottom El: Hgrade El: 0.126 Junct: 0.023 Bend: 0.167 North East Rim Elev : Bottom El: Hgrade El: page 12 1545.1466 7680.2503 21.1000 18.9600 19.4029 ft 1660.2389 7574.9166 22.0000 17.0080 19.6635 ft 1570.1476 7556.7354 21.1000 19.1300 19.4732 ft Vel: 0.000 Junct: 0.000 Bend: 0.000 <End> Upper 6/24/98. 9:44:6 am AHBL The Cascade Buildings, Bldgs A & B Impervious Runoff Calcs. by Spencer B. K:. \CE \97000 \97338 \338WWK01.BSN PROPOSED STRUCTURE REACH Location : Str Type : Str Cat Area /sump: Cont Area: Bend • Ent type.: Ent Loss: Reach P -11 P -12 South Side of Site TYPE 1 Catch Basin 0.00 sf /1.50 ft Basin_11 No .special shape Area /sump: 0.005 Exit: 0.024 App Vel: 0.003 Junct: 0.002 Bend: 0.004 <Invert> 19.380. 19.380 PROPOSED STRUCTURE REACH Location : Str Type : Str Cat Area /sump: Cont Area: Bend • Ent type.: Ent Loss: Reach <Invert> P -12 20.260 PROPOSED STRUCTURE REACH Location : Str Type : Str Cat Str Diam : Cont Area: Bend • Ent type.: Ent Loss: STRUCTURE REPORT ID No. cb11 <Diam> < n > <End> 12.00 0.012 Upper 12.00 0.012 Lower ID No. cb12 South Side of Site North 1478.0175 TYPE 1 East 7363.0372 Catch Basin Rim Elev : 22.8000 0.00 sf /1.50 ft Bottom El: 18.7600 Basin 12 Hgrade El: 20.5209 ft No special shape Area /sump: 0.001 Exit: 0.003 App Vel: 0.000 Junct: 0.000 Bend: 0.000 <Diam> < n > <End> 12.00 0.012 Upper ID No. cb13 North Side of Site North 1630.1109 AREA INLET East 7244.0310 Dummy Structure Rim Elev : 21.1000 0.00 in Bottom El: 18.4300 Basin 13 Hgrade El: 19.5760 ft No special shape Str Diam : 0.007 Exit: 0.036 App Vel: 0.000 Junct: 0.000 Bend: 0.000 Reach <Invert> <Diam> < n > <End> P -13 18.430 12.00 0.012 Upper page 13 North 1694.1671 East .7406.6096 Rim Elev : 22.4000 Bottom El: 17.8800 Hgrade El: 19.8016 ft 6/24/98 9:44:6 am AHBL The Cascade Buildings, Bldgs A & B Impervious Runoff Calcs. by Spencer B. K:\CE\97000\97338\338WWK01.BSN PROPOSED STRUCTURE REACH Location : Str Type : Str Cat Area /sump: Cont Area: Bend - Ent type.: Ent Loss: Reach <Invert> P -14 18.145. P -13 18.145 PROPOSED STRUCTURE REACH Location : Str Type : Str Cat : Area /sump: Cont Area: Bend Ent type.: Ent Loss: Reach <Invert> P -16 17.767 P -14 17.767 P -17 17.767 PROPOSED STRUCTURE REACH Location : Str Type : Str Cat Str Diam : Cont Area: Bend • Ent type.: Ent Loss: STRUCTURE REPORT ID No. cb 14. North Side of Site TYPE 1 Catch Basin 0.00 sf /1.50 ft Basin 14 No special shape Area /sump: 0.014 Exit: 0.071 App Vel: 0.036 Junct: 0.010 Bend,: 0.047 <Diam> < n > <End> 12.00 0.012 Upper 12.00 0.012 Lower ID No. cb16 North Side of Site TYPE 1 Catch Basin 0.00 sf /1.50 ft Basin_16 No special shape Area /sump: 0.023 Exit: 0.116 App Vel: 0.085 Junct: 0.011 Bend: 0.113 <Diam> < n > <End> 15.00 0.012 Upper 12.00 0.012 Lower 15.00 0.012 Lower ID No. cb17 North Side of Site North 1657.9895 AREA INLET East 7120.5115 Dummy Structure Rim Elev : 21.1000 0.00 in Bottom El: 18.1000 Basin_17 Hgrade El: 19.2281 ft No special shape Str Diam : 0.017 Exit: 0.085 App Vel: 0.000 Junct: 0.000 Bend: 0.000 Reach <Invert> <Diam> < n > <End> P -17 18.100 15.00 0.012 Upper page 14, North 1723.2773 East 7262.2072 Rim Elev : 22.0000 Bottom. El: 16.6450 Hgrade El: 19.4862 ft North 1748.1767. East 7138.6919 Rim Elev : 22.0000 Bottom El: 16.2670 Hgrade El: 19.0745 ft L L L L I_ L L I. 6/24/98 9:44:6 am AHBL The Cascade Buildings, Bldgs A & B Impervious Runoff Calcs. by Spencer B. K: \CE \97000 \97338 \338WWK01.BSN PROPOSED STRUCTURE REACH Location : Str Type : Str Cat Area /sump: Cont Area: Bend • Ent type.: Ent Loss: Reach <Invert> P -19 17.261 P -20 17.261 P -16 17.261 PROPOSED STRUCTURE REACH PROPOSED STRUCTURE REACH Location : Str Type : Str Cat : Area /sump: Cont Area: Bend • Ent type.: Ent Loss: Reach <Invert> <Diam> < n > P -21 20,210 12.00 0.012 STRUCTURE REPORT ID No. cb19 <Diam> < n > <End> 18.00 0.012 Upper 12.00 0.012 Lower 15.00 0.012 Lower ID No. cb20 ID No. cb21 <End> Upper page 15 North Side of Site North 1767.6093 TYPE 2 -48 East : 6971.1408 Catch Basin Rim Elev : 23.1000 0.00 sf/1.50 ft Bottom El: 15.7610 Basin 19 Hgrade El: 18.6500 ft No special shape Area /sump: 0.018 Exit: 0.089 App Vel: 0.116 Junct: 0.022 Bend: 0.002 Location : North Side of Site North 1609.3495 Str Type : TYPE 1 East 6939.2608 Str Cat : Catch Basin Rim Elev : 24.1500 Area /sump: 0.00 sf /1.50 ft Bottom El: 18.6350 Cont Area: Hgrade El: 20.2589 ft Bend No special shape Ent type.: Area /sump: Ent Loss: 0.001 Exit: 0.003 App Vel: 0.003 Junct: 0.000 Bend: 0.004 Reach <Invert> <Diam> < n > <End> P -20 20.135 12.00 0.012 Upper P -21 20.135 12.00 0.012 Lower North Side of Site North 1612.3136 TYPE 1 East 6924.5565 Catch Basin Rim Elev : 23.2500 0.00 sf /1.50 ft Bottom El: 20.2100 Basin 21 Hgrade El: 21.2090 ft No special shape Area /sump: 0.001 Exit: 0.003 App Vel: 0.000 Junct: 0.000 Bend: 0.000 6/24/98 9:44:6 am AHBL The Cascade Buildings, Bldgs A & B Impervious Runoff Calcs. by Spencer. B. K: \CE \97000 \97338 \338WWK01.BSN PROPOSED STRUCTURE REACH ID No. cb 22 Location : Str Type : Str Cat Area /sump: Cont Area: Bend • Ent.type.: Ent Loss: Reach P -22 P -.19 Location : Str Type : Str Cat . Area /sump: Cont Area: Location : Str Type : Str Cat Area /sump: Cont Area: Bend • Ent type.: Ent Loss: North Side of Site TYPE 2 -48 Catch Basin 0.00 sf /1.50 ft No special shape Area /sump: 0.018 Exit: 0.089 App Vel: 0.089 Junct: 0.000 Bend: 0.118 <Invert> 17.216 17.216 PROPOSED STRUCTURE REACH ID No. cb 23 Bend • No special shape Ent type.: Area /sump: Ent Loss: 0.036 Exit: 0.178 App Vel: 0.089 Junct: -0.001 Bend: 0.000 Reach <Invert> P -23 17.393 P -22 16..913 PROPOSED STRUCTURE REACH Reach <Invert> P -24 17.325 P -23 17.325 North Side of Site TYPE 2 -48 Catch Basin 0.00 sf /1.50 ft North Side of Site TYPE 1 Catch Basin 0.00 sf /1.50 ft STRUCTURE REPORT <Diam> < n > <End> 18.00 0.012 Upper 18.00 0.012 Lower <Diam> < n > <End> 15.00 0.012 Upper 18.00 0.012 Lower ID No. cb 24 <Diam> < n > <End> 15.00 0.012 Upper 15.00 0.012 Lower page 16 North 1770.5715 East • 6956.4361 Rim Elev : 22.3000 Bottom El: 15.7160 Hgrade El: 18.7206 ft North 1671.5343 East 6936.4860 Rim Elev : 23.7500 Bottom El: 15.4130 Hgrade El: 18.5524 ft North 1650.8198 East 6932.3133 Rim Elev : 23.9000 Bottom El: 15.8250 Hgrade El: 17.8349 ft No special shape Area /sump: 0.035 Exit: 0.176 App Vel: 0.178 Junct: -0.001 Bend: 0.237 Reach` . ': <Invert> <Diam> < n > ' <End> P -24 17..200. ; 15.00 0.012 :.: Lower REPORT STRUCTURE REACH ID No cb`25. /24/98 9 44 . 6. am AHBL The Cascade Buildings, Bldgs A& cnpervious " Runoff" :'Calcs.by' Spencer :B. \CE \97000 \97338 \338WWK01.BSN L ocation North Side of Site. North 1654.1109 Str Type TYPE 1 East 6915.2524 Str Cat : Catch Basin Rim Elev : 22.0000 Area /sump: 0.00 sf /1.50 ft Bottom El: 15.7000 Cont Area: Hgrade El: 0.0000 ft Bend. ..... .. : No special shape Ent type.: Area /sump: Ent Loss: 0.000 Exit: 0 000 App Vel 0.000 Junct : 0.000 Bend 0'. L L V. !'CS +�, i a} 'fv ;y�✓� . Rr.- " , , ,�r l.}?;✓': "ti n 14J i,'.Jl,� ?7Ci t C w I. Date: 2 /21 %/oil a r 1 i 1- -r ti ear r ow Tr) .110,5 p4-e- : i• . i , . • , . , , i : . I .: : : 1 : : . , : e:9 .,:, 1 • : i , p k 4ige Z C.Fs • - 3,111 1 le.Pidki. • 0-)ii,i. : 4 , - 60C:A e0■141: pi 4 Cl!). We.te%` e./ khbee- • . / ?.., ' . I 4/ 6Pm i 1 i , . • Copies to: • : ' .:,' . . ..- ' .; i i : . , •• "• • . , 1 ' ■ .) / Z. ' e... '5;1/ 4,-kv.-4-• i ..,a - . 4 ' - •:. / 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383•2572 FAX Project No. e i 73 38. ito 51 Page / • of Subject e.); 414%- 5fivx-vir Phone rell Calculations Fax Fax With/To ax , 0 Memorandum Address # Faxed Pages D Meeting Minutes El Telephone Memo :7 •• •*••• ••• :7=7 •-':•.• • • • . . . . . • • ' " 1 • ' . '. '. • . . . 1*. .!,..., 0,. .2 4- : ..,:= ,0, ; -, F S .. ... ,..'t i ..;, "- : ,.. , ::-`1.:r i, . • : ; - . . ,. ,. : •: . .. -7 /ee;• -; 4•10.-1 . „ . . . . : . . : . : . . . . . . : L.PAN. V Q 5.i.,..s. ••. -- p - .7fc J...... USE a., Orit.irr Vpiire,o9L,E5Cd4I• !L. orm ik*X 612 — 2 , If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. 6/23/98 Adams, Hodsdon, Bessette & Lindsay Inc. page CASCADE BUSINESS PARK OPUS NORTHWEST treatment storm BASIN ID: BLDGA SBUH METHODOLOGY TOTAL AREA RAINFALL TYPE PRECIPITATION TIME INTERVAL TIME OF CONC • ABSTRACTION COEFF: PEAK RATE: 0.45 cfs VOL: BASIN ID: BLDGB SBUH METHODOLOGY TOTAL AREA • RAINFALL TYPE PRECIPITATION TIME INTERVAL TIME OF CONC ABSTRACTION COEFF: PEAK RATE: 0.73 cfs BASIN ID: roofa SBUH METHODOLOGY TOTAL AREA • RAINFALL TYPE PRECIPITATION TIME INTERVAL TIME OF CONC ABSTRACTION COEFF: PEAK RATE: 0.25 cfs BASIN SUMMARY NAME: parking area - 2year event 1.12 Acres TYPE1A 2.00 inches 10.00 min 0.00 min 0.20 0.16 NAME: parking area - 2year event 1.80 Acres TYPE1A 2.00 inches 10.00 min 0.00 in 0.20 VOL: 0.27 VOL: 0.09 0.62 Acres TYPE1A 2.00 inches 10.00 min 0.00 min 0.20 BASEFLOWS: 0.00 cfs PERVIOUS AREA AREA..: 0.00 Acres CN 70.00 IMPERVIOUS AREA AREA..: 1.12 Acres CN • 98.00 Ac -ft. TIME: 480 min BASEFLOWS: 0.00 cfs PERVIOUS AREA AREA..: 0.00 Acres CN 70.00 IMPERVIOUS AREA AREA..: 1.80 Acres CN • 98.00 Ac -ft TIME: 480 min NAME: roof area for building A BASEFLOWS: 0.00 cfs PERVIOUS AREA AREA..: 0.00 Acres CN 70.00 IMPERVIOUS AREA AREA..: 0.62 Acres CN • 98.00 Ac -ft TIME: 480 min or fldi lI2SF?t! B ASIN; ID: .;roofb SBUH METHODOLOGY TOTAL AREA . i RAINFALL TYPE.....: PRECIPITATION. TIME;`; INTERVAL. .: `. TIME :OF.. CONC. ..... ABSTRACTION COEFF BASIN. SUMMARY 23/98 Adams, ':Hodsdon, Bessette & Lindsay CASCADE BUSINESS PARK NAME: Roof area for building B 0.65 Acres BASEFLOWS: 0.00 cfs TYPE1A PERVIOUS AREA 2.00 inches AREA..: 0.00 Acres 10.00, min CN....: 70.00 0.00 min IMPERVIOUS AREA 0.20 AREA..: 0.60 Acres CN.. 98.00 -ft TIME: 480 min 11■V FFIV.IFTANIN:75;Vg5::5 L TOP SECTION No. 612-CPS-T 9,910 lb.. • OUTLET PIPE • With Sampling Tee By Others • OUTLET PIPE TO EIE LARGER • THAN INLET PIPE BASE ASSEMBLY No. 612-2-CPS-B 25,790 Ibs. Lilting Iron 2 Each End, 2 Ends u UV Co. 2436P Galvanized Diamond Plate Cover With LotzkIng Latch 2 Placa, Oil Retaining 12 ,- • Coalescing Media UTILITY VAULT COMPANY P.O. BOX 5813 Phono (206) 839.3500 Auburn, Washington 96071.0588 Fax (206) 735.4201 Copyright 01985 0 Oldratallai Precast. Yu. All Rights Rimmed . .•.4••••11)%ki.i . :;' 44 ■L'AtIPM r..•4 :Oa 4110% Sediment Wok 612-2-CPS OIL WATER SEPARATOR Projected Plate Area = 1,776 Sq/ft Maximum Process Flow = 830 GPM UV Co 2-332P Spring Assisted Galvanized Diamond Plate Cover With Locking Cover 45 7- 4-Ton LIR Anchor 4 Places In Top v-e• 6' 5" EV 2' \ INLET PIPE With Sampling Tee By Others For Details Of Access Covers, See COVER Section. • ITEMS SHOWN ARE SUBJECT TO CHANGE WITHOUT NOTICE. FOR DETAILS SEE REVERSE SIDE. 137 issue: January, 1996 %it at. %■■ ..1.•::V44 440 01 :; 06/24/98 WED 11:03 ITX/RX NO 50981 Q002 i 06/24/98 10:05 FAX 253 735 4201 612 -2 -CPS I-_ OIL WATER SEPARATOR Projected Plate Area = = 1,776 Sq/ft Maximum Process Flaw = 830 GPM I _ TOP ELEVATION INLET I.E. INLET PIPE With Sampling Tee By Others 4-Ton Lift Anchor 4 Places In Top Section s• Lift ng Iron 2 Each End, 2 Ends STRUCTURAL NOTES: 1. Concrete: 28 Day Compressive Strength fc = 5000 psi 2. Reber: ASTM A415 Grade .30 3, Mesh: ASTM A -185 Grade 85 4. Design: ACI. 318 -89 Building Code ASTM C -857 "Minimum Structural Design Loading For Underground Precast Concrete Utility Structures" 5. Loads: H -20 Truck Wheel wl 30% Impact Per AASHTO UV Co 2 -332P, Galvanized Diamond Plate Cover Sediment Weir GENERAL NOTES: 1, All Baffloe and Weirs To Be Precast Concrete 2. Static Water Depth a 4' -0" 3. Contractor To: Supply and Install All Piping & Sampling Tees Grout In All Pipes FIU w/ CLean Water Prior To "Start -Up' Of System Verity All Blockout tilzos and Locations • 12' -11" PLAN VIEW Coalescing Media Hold -Down UV -AVB CARL 011 Retaining Baffle — 1 rirrlesplrairlita allii Coalescing Modla SECTION AA 137.1 UV Co 2438P, Galvanized Diamond Plate Cover 2 Places m J f N In INFORMATION NEEDED: • Top Of Separator Elevation - inlet Pipe Size - Inlet Pipe Elevation Outlet Pipe Size • Outlet Pipe Elevation 7 OPTIONAL TOPS 2' -T and 3' -7" Heights OUTLET I.E. W1002/002 -- OUTLET PIPE With Sampling Tee By Others • OUTLET PIPE TO BE LARGE THAN INLET PIPE BASIC DESIGN INFORMATION: INFLUENT CHARACTERISTICS - 011 Specific Gravity = 0.88 Operating Temperature = 50' Influent Oil Concentration a 100 ppm Mean 011 Droplet Size = 130 micron 0.033 ft/ min 00 Rise Rate Designed Par Washington State Department Of Ecology 100'/. FLOW EFFLUENT COLLECTED RATE QUAUTY SIZE 438 GPM 10 ppm 80 Micron 06/24/98 WED 11:03 1TX /RX NO 50981 0 003 Date: Copies to: 4 w;.// ,Oe. =,,,_,-,( f �t p, % /w,,: G=.. r ut�' c.; )1 l 64. se-� ... Olt c2 " FS ' r )/ 1 / oc 6 r . : . a /60'4- w.% )D4.4- 1 ,?.°-!`F ...' 3. Sc 4-. e� 0..f bZ F/Dr.., Gp t vc,.r4 -c.rs 61. - 4-- - ,---(. ..y f3vt� ;. Uv f l el ..... ? , :_ +b re.4,6 4— ... 11. -4_ :.e. c4Gc- a- , e..! .. V. 10 C., y 6ta,..�, Q Page / of 0 Calculations ❑Fax ❑ Memorandum ❑ Meeting Minutes 0 Telephone Memo 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU, 6/23/98 Adams, Hodsdon, Bessette & Lindsay Inc.. page CASCADE BUSINESS PARK OPUS NORTHWEST treatment storm 'STAGE DISCHARGE TABLE INLET CONTROL CULVERT ID No. OIL1 Description: OIL WATER SEP FOR BLDG - A Diameter (ft): 1.00 Entrance type: 4 Length (ft) 10.00 Invert Elev 16.91 Slope (ft /ft): 0.0050 No. of Clvrts: 1 Mannings.n 0.0120 Max Ponding el: 18.20 Stg -Dis Increment : 0.01 STAGE <- -DISCHARGE - - -> STAGE <--DISCHARGE-- -> STAGE <--DISCHARGE - --> STAGE <-- DISCHARGE---> (ft) - - -cfs (ft) - - -cfs (ft) - - -cfs (ft) - --cfs 16.91 0.0000 17.24 0.3931 17.57 1.1630 17.90 2.2190 16.92 0.0004 17.25 0.4119 17.58 1.1919 17.91 2.2513 16.93 0.0008 17.26 0.4308 17.59 1.2211 17.92 2.2834 16.94 0.0012 17.27 0.4501 17.60 1.2505 17.93 2.3153 16.95 0.0016 17.28 0.4695 17.61 1.2803 17.94 2.3471 16.96 0.0020 17.29 0.4893 17.62 1.3105 17.95 2.3787 16.97 0.0024 17.30 0.5093 17.63 1.3409 17.96 2.4101 16.98 0.0028 17.31 0.5295 17.64 1.3716 17.97 2.4412 16.99 0.0032 17.32 0.5500 17.65 1.4025 17.98 2.4722 17.00 0.0036 17.33 0.5708 17.66 1.4338 17.99 2.5029 17.01 0.0178 17.34 0.5919 17.67 1.4652 18.00 2.5335 17.02 0.0322 17.35 0.6132 17.68 1.4970 18.01 2.5638 17.03 0.0468 17.36 0.6349 17.69 1.5289 18.02 2.5939 17.04 0.0615 17.37 0.6568 17.70 1.5610 18.03 2.6237 17.05 0.0764 17.38 0.6790 17.71 1.5934 18.04 2.6533 17.06 0.0914 - * -17.39 0.7016 17.72 1.6259 18.05 2.6827 17.07 0.1066 17.40 0.7244 17.73 1.6585 18.06 2.7119 17.08 0.1219 17.41 0.7476 17.74 1.6913 18.07 3.9935 17.09 0.1375 17.42 0.7710 17.75 1.7242 18.08 4.0216 17.10 0.1532 17.43 0.7948 17.76 1.7572 18.09 4.0494 17.11 0.1690 17.44 0.8189 17.77 1.7903 18.10 4.0770 17.12 0.1851 17.45 0.8434 17.78 1.8235 18.11 4.1045 17.13 0.2013 17.46 0.8681 17.79 1.8566 18.12 4.1318 17.14 0.2177 17.47 0.8933 17.80 1.8898 18.13 4.1588 17.15 0.2344 17.48 0.9187 17.81 1.9230 18.14 4.1858 17.16 0.2512 17.49 0.9445 17.82 1.9562 18.15 4.2125 17.17 0.2682 17.50 0.9706 17.83 1.9894 18.16 4.2391 17.18 0.2854 17.51 0.9971 17.84 2.0224 18.17 4.2655 17.19 0.3028 17.52 1.0239 17.85 2.0555 18.18 4.2917 17.20 0.3204 17.53 1.0510 17.86 2.0884 18.19 4.3178 17.21 0.3383 17.54 1.0785 17.87 2.1212 18.20 4.3438 17.22 0.3563 17.55 1.1064 17.88 2.1539 17.23 0.3746 17.56 1.1345 17.89 2.1865 C L L L L 1_ 1_ 1 .. 6/23/98 Adams, Hodsdon, Bessette & Lindsay Inc. page CASCADE BUSINESS PARK OPUS. NORTHWEST treatment storm STAGE DISCHARGE TABLE INLET CONTROL CULVERT ID No. OIL2 Description: Oil /Water sep for bldg b Diameter (ft): 1.00 Entrance type: 4 Length (ft) : 10.00 Invert Elev : 17.43 Slope (ft /ft): 0.0050 No. of Clvrts: 1 Mannings n : 0.0120 Max Ponding el: 19.00 Stg -Dis Increment : 0.01 STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <-- DISCHARGE- - -> STAGE <-- DISCHARGE---> (ft) ---cfs (ft) ---cfs (ft) ---cfs (ft) - - -cfs 17.43 0.0000 17.80 0.4695 18.17 1.4025 18.54 2.5939 17.44 0.0004 17.81 0.4893 18.18 1.4338 18.55 2.6237 17.45 0.0008 17.82 0.5093 18.19. 1.4652 18.56 2.6533 17.46 0.0012 17.83 0.5295 18.20 1.4970 18.57 2.6827 17.47 0.0016 17.84 0.5500 18.21 1.5289 18.58 2.7119 17.48 0.0020 17.85 0.5708 18.22 1.5610 18.59 3.9935 17.49 0.0024 17.86 0.5919 18.23 1.5934 18.60 4.0216 17.50 0.0028 17.87 0.6132 18.24 1.6259 18.61 4.0494 17.51 0.0032 17.88 0.6349 18.25 1.6585 18.62 4.0770 17.52 0.0036 17.89 0.6568 18.26 1.6913 18.63 4.1045 17.53 0.0178 17.90 0.6790 18.27 1.7242 18.64 4.1318 17.54 0.0322 17.91 0.7016 18.28 1.7572 18.65 4.1588 17.55 0.0468 17.92 0.7244 18.29 1.7903 18.66 4.1858 17.56 0.0615 17.93 0.7476 18.30 1.8235 18.67 4.2125 17.57 0.0764 17.94 0.7710 18.31 1.8566 18.68 4.2391 17.58 0.0914 17.95 0.7948 18.32 1.8898 18.69 4.2655 17.59 0.1066 17.96 0.8189 18.33 1.9230 18.70 4.2917 17.60 0.1219 17.97 0.8434 18.34 1.9562 18.71 4.3178 17.61 0.1375 17.98 0.8681 18.35 1.9894 18.72 4.3438 17.62 0.1532 17.99 0.8933 18.36 2.0224 18.73 4.3696 17.63 0.1690 18.00 0.9187 18.37 2.0555 18.74 4.3952 17.64 0.1851 18.01 0.9445 18.38 2.0884 18.75 4.4207 17.65 0.2013 - 40018.02 0.9706 18.39 2.1212 18.76 4.4460 17.66 0.2177 18.03 0.9971 18.40 2.1539 18.77 4.4712 17.67 0.2344 18.04 1.0239 18.41 2.1865 18.78 4.4962 17.68 0.2512 18.05 1.0510 18.42 2.2190 18.79 4.5211 17.69 0.2682 18.06 1.0785 18.43 2.2513 18.80 4.5459 17.70 0.2854 18.07 1.1064 18.44 2.2834 18.81 4.5706 17.71 0.3028 18.08 1.1345 18.45 2.3153 18.82 4.5951 17.72 0.3204 18.09 1.1630 18.46 2.3471 18.83 4.6194 17.73 0.3383 18.10 1.1919 18.47 2.3787 18.84 4.6437 17.74 0.3563 18.11 1.2211 18.48 2.4101 18.85 4.6678 17.75 0.3746 18.12 1.2505 18.49 2.4412 18.86 4.6918 17.76 0.3931 18.13 1.2803 18.50 2.4722 18.87 4.7157 17.77 0.4119 18.14 1.3105 18.51 2.5029 18.88 4.7394 17.78 0.4308 18.15 1.3409 18.52 2.5335 18.89 4.7631 17.79 0.4501 18.16 1.3716 18.53 2.5638 18.90 4.7866 ka• t• 14" • 1. • t: HNI outhcenter South Industrial Park - Site Boulevard and Cascade Avenue South Tukwila, Washington •.• • • •'• • • - Project No. T-3613-2 • In SSO:Oiatesi.. . „ . • . 1.; ; , Prepared for' Opus Northwest, LLC Washington:': • , • ••• TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Mr. Harry DeMarre Opus Northwest, LLC 200 - 112th Avenue NE, Suite 205 Bellevue, Washington 98004 Subject:. Geotechnical Report Southcenter South Industrial Park- Site B Todd Boulevard and Cascade Avenue South Tukwila, Washington Dear Mr. DeMarre: July 8, 1997 Project No. T- 3613 -2 As requested, we have conducted a geotechnical engineering study for the subject project. The attached report presents our findings and recommendations for the geotechnical aspects of the anticipated project design and construction. In general, the site is underlain by three to seven feet of medium dense or stiff silty sand to silt fill. The fill overlies alluvial soils composed of interbedded silts, sands, and clays. We encountered dense sands in two test borings drilled at the site at depths of 35 and 38 feet below existing grades. We observed groundwater at depths ranging from 4 to 14 feet below site grades. In general, building sites in the Green River valley are often surcharged with additional fill to preconsolidate the softer alluvium and limit post construction building settlement. Based on soil conditions we observed and existing site topography, we do not believe it will be necessary to surcharge or preload the central or southern portions of the site (Lots 2 and 3). Placing a preload fill on the northern portion of the site (Lot 1) is recommended. It is also our opinion that the existing fill will not be suitable for immediate support of spread footing foundations. We recommend that footings be supported on a minimum of two feet of new granular structural fill. 12525 Willm.vs Road, Suite 101, Kirkland, Washington 98034 • Phone (206) 821 - 7777 .' Mr. Harry D imarre„ Jill 8, 1997. . „ . The attached report describes our explorations and recommendations in greater detail. We trust this information --• is for your present needs Please call'if you have any questions or need additional in n. . . , Sincerely yours, TERRA.AS8OCIATES,.LNC. • 1: ( 12 Kevin P.' Roberts, P.E. Project Engineer • Project No. T-3613-2 Parse No ' ii 3.1 ' Surface 3 , Soils L ::. L L roject Description 2.0 Scope'of Work 3:0 Site Conditions Groundwater:: grtWn."9 if 3.4 Seismic Considerations Discussion and Recommendations , 4.1 General 4.2 Site Preparation and Grading 4.3 Fill Pre-load 4.4 Spread Footing Foundatioris . 4 .5 Slab-on-grade Floors 4.6 Excavations Utilities 4.8 Lateral Earth Pressures 4.9 Drainage 4.10 Pavements Additional Services Limitations Figures Vicinity Map Exploration Location Plan Typical Settlement Marker Detail Retaining Wall Drainage Detail Appendix Field Exploration and Laboratory Testing 8 C C L L L 1 1.0 PROJECT DESCRIPTION The subject site is located south of Todd Boulevard between Cascade Avenue South and West Valley Highway in Tukwila, Washington. The approximate location of the project is shown on Figure 1. The project will consist of constructing an office /warehouse facility encompassing approximately 128,446 square feet. Loading dock and parking areas will be located along the eastern margins of the building. Additional parking will be provided north and south of the building. The building floor slab will be constructed at an elevation of 24 feet with the perimeter parking and dock grade established at elevation 20 feet. This will require excavations of two to six feet (north to south) to establish the parking and dock grade with fills of one to two feet required in the central and northern portions of the site to establish the floor subgrade elevation. The buildings will be constructed using concrete tilt -up wall panels with interior columns supporting a wood roof truss system. Perimeter wall loads may approach four to six kips per foot with interior columns carrying 80 to 100 kips. Floors constructed at dock -high grade could impose floor loads of 200 to 300 pounds per square foot (psf). Access drive and loading dock areas may receive relatively heavy truck traffic loads. The recommendations in the following. sections are based on soil conditions observed in the test pits and borings, and our understanding of the project's design features as discussed above. We should review project civil and structural drawings as they become available to verify our recommendations have been properly interpreted. 2.0 SCOPE OF WORK Geotechnical Report Southcenter South Industrial Park - Site B Todd Boulevard and Cascade Avenue South Tukwila, Washington On April 29, 1997, we excavated eight backhoe test pits at the site to depths ranging from 10 to 13 feet below the existing site grades. We returned to the site on May 15, 1997 and advanced two hollow stem auger test borings to a depth of 39 feet. Using the information obtained from the subsurface exploration, we performed analyses to develop geotechnical recommendations for project design and construction. Specifically, this report addresses the following: • Soil and groundwater conditions • Site preparation and grading • Surcharge and settlements • Spread footing foundations • Liquefaction • Lateral earth pressures • Slab-on-grade floors • Excavations • Utilities • Pavements • Drainage requirements 3.0 • SITE CONDITIONS 3.1 Surface The approximately rectangular site is situated in the southern portion of the Southcenter South Industrial Park in Tukwila. The site is bounded on the south by railroad tracks and neighboring commercial property. Cascade Avenue South and Todd Boulevard bound the site to the west and north, respectively. The site is bounded to the east by West Valley Highway. A ten-foot wide utility easement lies within the western, northern, and eastern property lines. Twenty-foot wide storm drain and railroad easements cross the southern margin of the site. The site comprises an open, undeveloped area with relatively flat topography. The ground surface rises three to four feet above surrounding site grades to form a broad, flat, fill pad area in the central and southern portions of the site. The northeastern corner of the property contains an isolated area landscaped with shrubs, small trees, and bark ground cover. Most of the site is vegetated with wild grasses. We observed standing water primarily within the northern and western portions of the site. Curb and gutter construction directs stormwater runoff from adjacent roadways to catch basins. 3.2 Soils The soil conditions observed in the test pits and test borings consisted of four to eight inches of sod overlying a layer of fill. The fill was encountered to depths ranging from three feet in Test Pit TP-2 to seven feet in Boring B-2. The fill consisted of brown to gray mottled sandy silt and silty very fine sand with gravel. The density of the fill was very loose to a depth of one foot, where it became stiff or medium dense. July 8, 1997 Project No. T-3613-2 Page No. 2 3.3 Groundwater July 8, 1997 Project No. T- 3613 -2 We noted native Tight brown to gray mottled clayey to sandy silt underlying the fill in all of the test holes to depths of 5 to 11 feet. The silt was slightly plastic to non - plastic and had a fractured texture. In some of the test holes, the upper one to two feet of the silt was very dense or very stiff, indicating it had compressed under the weight of the overlying fill. The middle to lower portions of the silt layer were loose or medium stiff. As indicated in Boring B -1, this consolidated layer appeared absent along the northern margin of the site. We observed dark brown to black silty sand and sand with silt beneath the silt layer in Boring B -1 and to the total test pit depths in Test Pits TP -2 through TP -8. These soils were very fine to medium - grained and generally very loose to medium dense. We noted occasional branches and buried wood in Test Pits TP -2 and TP -3 at depths of seven and ten feet, respectively. At depths of 12 and 18 feet in Borings B -1 and B -2, respectively, we encountered interbedded generally loose to medium dense or medium stiff to stiff silty sands and clayey silts with peat lenses to a depth of approximately 37 feet. At this depth, each boring encountered the dense silty sand soils we observed to the total depths of the borings. Figures A -2 through A -7 in Appendix A present more detailed descriptions of the subsurface conditions encountered in the test borings. Figure 2 shows the approximate test boring locations. The Geologic Map of the Renton Quadrangle, King Comity, Washington by D.R. Mullineaux (1965) shows that the soils in the site vicinity are mapped as alluvium (Qaw) deposited by the Green River. The map indicates this soil unit is up to 50 -feet thick and primarily• consists of clayey silt and fine sand within its upper portion. The native soils we observed in the test pits and borings correlate with the published description of the alluvium. We observed groundwater seepage at each exploration location at depths ranging from 4 to 14 feet below the ground surface. In general, seepage occurred within the loose to medium stiff silts or the underlying loose sandy soils. We also encountered some light groundwater seepage that was perched above the silt layer during excavation of Test Pits TP -3 and TP -6. Most of the test pits showed caving of soils below the groundwater table elevation. 3.4 Seismic Considerations The Puget Sound area falls within Seismic Zone 3 as classified by the Uniform Building Code (UBC). Based on the soil conditions encountered and the local geology from Table 16 -J of the 1994 UBC, a site coefficient of 1.5 should be used in design of the structures. Soil Liquefaction We reviewed the results of our field and laboratory testing and analyzed the potential for liquefaction of the site's soils during an earthquake. Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength due to an increase in pore water pressure induced by vibrations from a seismic event. Page No. 3 4.1 General 4.2 Site Preparation and Grading Analysis indicates the very loose to loose silty sand soils at the site would probably liquefy under severe earthquake ground motions and moderate ground shaking of significant duration. We do not believe building foundations would be subject to a bearing capacity failure. However, building settlements of two to three inches may result upon dissipation of excess pore pressures generated during the seismic event. 4.0 DISCUSSION AND RECOMMENDATIONS Based on our study, in our opinion, there are no geotechnical constraints that would preclude construction of the proposed office /warehouse facility. The test holes indicate that a three to eight -foot thick layer of silty sand and sandy silt fill underlies the site. The thickest portions of the fill are located in the site's southern part. The fill is underlain by native sands, silts, and clays deposited by the Green River. At a minimum, we recommend the north portion of the site (Lot 1) be pre - loaded with fill placed and compacted to final grade. We also recommend overexcavating two feet of the existing fill from below building foundations and replacing it with granular structural fill. The excavation to remove the existing fill should extend a minimum of one foot laterally from the sides of the footing. The following sections provide detailed recommendations regarding the above issues and other geotechnical design considerations. These recommendations should be incorporated into the final design drawings and construction specifications. To prepare the site for construction, all vegetation and organic surface soils should be stripped and removed from the areas under construction. Surface stripping depths ranging from four to eight inches should be expected to remove sod and surficial organic soils. Following clearing, building slab and pavement subgrade areas should be proofrolled with heavy construction equipment before placement of additional fill. Soft, yielding areas should be overexcavated to firm bearing soil and replaced with structural fill. Where excavations to achieve firm conditions are excessive, the use of a geotextile fabric such as Mirafi 500X in conjunction with limited overexcavation and replacement with a structural fill may be considered. Typically, 18 inches of clean granular structural fill over the fabric will achieve a stable subgrade. For support of building foundations, we recommend overexcavating the existing fills a minimum depth of two feet below the footings and restoring grade with structural fill. The overexcavation should extend a minimum of one foot laterally from the sides of the footing. Structural fill used to restore footing grade should consist of a relatively clean granular material as described below. Page No. 4 July 8, 1997 Project No. T- 3613 -2 Maximum Aggregate Size 3 inches Maximum Passing the No. 4 Sieve 75 percent Maximum Passing the No. 200 Sieve (Based on the Minus 3/4 -inch Fraction) 5 percent 11 L L L L L L L L L L L July 8, 1997 Project No. T- 3613 -2 Our laboratory results show that the existing fill and native soils were above their optimum moisture contents at the time of our investigation. It will be difficult to achieve proper compaction of these soils in their present condition. When the moisture content is excessive, the soils will require drying by aeration or treatment with a cement or line additive to facilitate proper compaction. When properly moisture conditioned, it is our opinion that the existing fills and native soils can be used for fill below pavement and building floor slabs. If fill placement takes place during wet weather or if the moisture conditions of the fill material cannot be controlled and for structural fill below foundations, we recommend using a granular material which meets the following grading: Structural fill materials should be placed in uniform loose layers not exceeding 12 inches and compacted to a minimum of 95 percent of the soil's maximum density, as determined by ASTM Test Designation D-698 (Standard Proctor). The moisture content of the soil at the time of compaction should be within about two percent of its optimum, as determined by this ASTM method. 4.3 Fill Pre - load As discussed earlier, we recommend implementing a preload program for the northern portion of the site (Lot 1). This will involve delaying building construction following fill placement until potential consolidation of the compressible strata is completed. A monitoring program should be implemented to verify completion of expected settlements. Building construction may begin when monitoring indicates that fill- induced settlements are completed. Total primary settlements of about two inches are expected to occur within about three to four weeks following fill placement. To verify the amount of settlement and the rate of movement, the pre -load and /or surcharge program should be monitored by installing settlement markers. A typical settlement marker installation is shown on Figure 3. The settlement markers should be installed on the existing grade before placing any building fill. Once installed, elevations of both the fill height and marker should be recorded daily until the full height of the building fill is in place. Once filled to grade, readings should continue weekly until the anticipated settlements have occurred. It is critical that the grading contractor recognizes the importance of the settlement marker installations. All efforts must be made to protect the markers from damage during fill placement. It is difficult, if not impossible, to evaluate the progress of the surcharge program if the markers are damaged or destroyed by construction equipment. Therefore, it may be necessary to install new markers and to extend the monitoring time to ensure that settlements have ceased and building construction can begin. Page No. 5 4.4 Spread Footing Foundations July 8, 1997 Project No. T- 3613 -2 Following the successful completion of the fill pre -load program, the building may be supported on conventional spread footing foundations bearing on a minimum of two feet of granular structural fill. Perimeter foundations exposed to the weather should be at a minimum depth of 1.5 feet below final exterior grades. We recommend designing foundations for a net allowable bearing capacity of 2,500 psf. For short-term loads, such as wind and seismic, a 1/3 increase in this allowable capacity can be used. For designing foundations to resist lateral loads, a base friction coefficient of 0.4 can be used in design of the structures. Passive earth pressures acting on the side of the footing and buried portion of the foundation stem wall can also be considered for resisting lateral loads. We recommend calculating this lateral resistance using an equivalent fluid weight of 350 pcf. We recommend not including the upper 12 inches of soil in this computation because they can be affected by weather or disturbed by future grading activity. This value assumes the foundation will be constructed neat against competent fill soil or backfilled with structural fill as described in the Site Preparation and Grading section. The recommended lateral resistance value includes a safety factor of 1.5. 4.5 Slab -on -grade Floors With expected structural loading and this bearing stress applied, we estimate total building settlements will be in the range of one to one and one half inches. Differential settlement of about 1/2 to 3/4 inches between columns and perimeter walls should be expected. With site preparation completed as described in the Site Preparation and Grading section, suitable support for slab -on -grade construction will be provided. With floor loading of 200 to 300 psf, post construction slab settlement of one half to one inch should be expected. Immediately below the floor slabs, we recommend that an allowance be made for placing a capillary break layer consisting of four - inches of clean free - draining sand or gravel which has less than three percent passing the No. 200 sieve. This layer will guard against wetting of the floor slab due to the underlying soil conditions. Where moisture via vapor transmission is not desired, a polyethylene vapor barrier should be placed on the capillary break layer. To aid in uniform curing of the concrete, we recommend placing two inches of clean, uniform sand on the vapor barrier. For slab thickness design with respect to floor deflection due to traffic and point loadings, a subgrade modulus of 300 pounds per cubic inch (pci) can be used in design. 4.6 Excavations Excavations greater than four feet deep will need to be completed in accordance with local, state, or federal regulations. In accordance with the Occupational Safety and Health Administration (OSHA), inorganic soils encountered at the site would be classified as Group C soils. Accordingly, excavations made within the native soils or fill at the site that are greater than four feet but not exceeding 20 feet deep will need to be laid back with side slope gradients of 1.5:1. Page No. 6 4.8 Lateral Earth Pressures 4.9 Drainage Page No. 7 July 8, 1997 Project No. T- 3613 -2 As another option, a trench shoring box to support excavations throughout the lower depth may be used in conjunction with sloping of the upper portion of the excavation . as outlined above. Dewatering of the excavation will need to be considered where excavation depths exceed seven feet below existing site grade. The above information is provided solely for the benefit of the owner and other design consultants, and should not be construed to imply that Terra Associates, Inc. assumes responsibility for job site safety. It is understood that job site safety is the sole responsibility of the project contractor. 4.7 Utilities We recommend that all site utilities be bedded and backfilled in accordance with applicable APWA specifications. For site utilities within City rights -of -way, bedding and backfill should be completed in accordance with City of Tukwila specifications. At a minimum, utility trench backfill should be placed and compacted in accordance with recommendations presented in the Site Preparation and Grading section. Where utilities will occur below unimproved areas, the degree of compaction can be reduced to a minimum of 90 percent of the soil's maximum density as determined by the referenced ASTM standard. Due to the potential for long- term settlements, utility pipe joints and connections should be flexible, allowing for up to one inch of differential movement. The magnitude of earth pressure development on retaining walls constructed in loading dock areas will partly depend on the quality of backfill. Where fill is placed behind retaining walls, we recommend placing and compacting it as structural fill. To guard against the build up of hydrostatic pressure, wall drainage must also be installed. A typical wall drainage detail is shown on Figure 4. With granular backfill placed and compacted as recommended and drainage properly installed, we recommend designing the restrained (not free to deflect) retaining walls for an at -rest earth pressure equivalent to a fluid weighing 50 pcf. A value of 35 pcf may be used for the case where the all is unrestrained (free to deflect). These values do not include other surcharge loading, such as from fill backslopes or adjacent footings that may act on the wall. If such conditions will exist, the imposed loading must be included in the wall design. Friction at the base of foundations and passive earth pressure will provide resistance to these lateral loads. Values for these parameters are provided in the Spread Footing Foundations section. Surface Final exterior grades should promote free and positive drainage away from the building areas at all times. Water must not be allowed to pond or collect adjacent to foundations or within the immediate building area. We recommend providing a gradient of at least three percent for a minimum distance of ten feet from the building perimeter, except in paved locations. In paved locations, a minimum gradient of one percent should be provided unless provisions are included for collection and disposal of surface water adjacent to the structure. 5.0 ADDITIONAL SERVICES 6.0 LIMITATIONS Page No. 8 July 8, 1997 Project No. T- 3613 -2 Subsurface Provided final exterior grades promote free and positive drainage away from the building perimeter, we do not believe it will be necessary to install foundation drains where pavements will be constructed up to the building. We recommend installing a continuous drain along the outside lower edge of the buildings' perimeter foundations in landscape areas. The foundation drains and roof downspouts should be tightlined separately to an approved discharge facility. Subsurface drains must be laid with a gradient sufficient to promote positive flow to a controlled point of approved discharge. 4.10 Pavements Placement of pavement sections on existing fills may be considered. However, even if compacted to a firm and stable condition at the time of construction, the soil will be subject to strength degradation due to increases in its moisture content. To mitigate this potential and provide long-term subgrade support, we recommend amending the sandy silt and silty fine sand subgrades with a cement or lime additive. We recommend scarifying the pavement subgrade a minimum depth of 12 inches and uniformly blending in Type I Portland cement at an application rate of 80 pounds per square yard of surface area. The soil /cement blend should then be compacted to a minimum of 95 percent of the blend's maximum dry density as determined by ASTM Test Designation D -698 (Standard Proctor). The moisture content of the blend should be within -1 to +2 percent of its optimum at the time it is compacted. Depending on traffic loading, in our opinion, two to three inches of asphalt concrete (AC) can then be placed directly on the soil /cement subgrade. Site utilities should be installed before amending the pavement subgrade as described above. Terra Associates, Inc. should review the final design drawings and construction specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and incorporated in the project design. We should also provide geotechnical set during construction in order to observe compliance with the design concepts, specifications, and recommendations. This will also allow for design changes if subsurface conditions differ from those anticipated before the start of construction. We prepared this report in accordance with generally accepted geotechnical engineering practices. This report is the property of Terra Associates, Inc. and is intended for specific application to the Southcenter South Industrial Park - Site B project in Tukwila, Washington. This report is for the exclusive use of Opus Northwest, LLC and their authorized representatives., No other warranty, expressed or implied, is made. The analyses and recommendations presented in this report are based upon data obtained from the test pits and test borings drilled on -site. Variations in soil conditions can occur, the nature and extent of which may not become evident until construction. If variations appear evident, Terra Associates, Inc: should be requested to reevaluate the recommendations in this report before proceeding with construction. rinnt. .r1,401# Ht111 r • r- UsCEN • • I CC a SCU•C•rt? 26 CAPff'14 !R..° R NTON REFERENCE: THE THOMAS GUIDE, KING COUNTY, WASHINGTON, PAGES 655, 656, 685 AND 686, 1997 EDITION. TERRA ASSOCIATES Geotechnical Consultants VICINITY MAP SOUTHCENTER SOUTH INDUSTRIAL PARK — SITE B TUKWILA, WASHINGTON Proj. No.3613-2 I Date MAY 1997 I Figure 1 L LL L L . • . FAD: 1 3 \ • APPROXIMATE TEST PIT LOCATION APPROXIMATE BORING LOCATION vI / / ERENCE: / / N1TFLED AND UNDATED SITE PLAN PREPARED / Y OPUS NORTHWEST. Nti.q / 4. V / i b// - • G.AS .C117" a • ra • I h e0 e 00cY EXPLORATION LOCATION PLAN SOUTHCENTER SOUTH INDUSTRIAL PARK — SITE B TUKWILA, WASHINGTON Proj. No.3613-2 1 Date MAY 1997 1 Figure 2 •• • HEIGHT VARIES % SURCHARGE (SEE NOTES) OR FILL . STEEL ROD -\ • ' SURCHARGE • OR FILL •• • • NOT TO SCALE PROTECTIVE SLEEVE NOTES: 1. BASE CONSISTS OF 1/2" THICK, 2'x2' PLYWOOD WITH CENTER DRILLED 5/8" DIAMETER HOLE. 2. BEDDING MATERIAL, IF REQUIRED, SHOULD CONSIST OF CLEAN COARSE SAND. 3. MARKER ROD IS 1/2" DIAMETER STEEL ROD THREADED AT BOTH ENDS. 4. MARKER ROD IS ATTACHED TO BASE BY NUT AND WASHER ON EACH SIDE OF BASE. 5. PROTECTIVE SLEEVE SURROUNDING MARKER ROD SHOULD CONSIST OF 2" DIAMETER PLASTIC TUBING. SLEEVE IS NOT ATTACHED TO ROD OR BASE. 6. ADDITIONAL SECTIONS OF STEEL ROD CAN BE CONNECTED WITH THREADED COUPUNGS. 7. ADDITIONAL SECTIONS OF PLASTIC PROTECTIVE SLEEVE CAN BE CONNECTED WITH PRESS —FIT PLASTIC COUPUNGS. 8. STEEL MARKER ROD SHOULD EXTEND AT LEAST 6" ABOVE TOP OF PLASTIC PROTECTIVE SLEEVE. 9. STEEL MARKER ROD SHOULD EXTEND AT LEAST 1" ABOVE TOP OF FILL SURFACE. TERRA " ASSOCIATES otechnicai Consultants TYPICAL SETTLEMENT MARKER DETAIL SOUTHCENTER SOUTH INDUSTRIAL PARK — SITE 8 TUKWILA, WASHINGTON Proj. No. 3613 -21 Date MAY 1997 I Figure 3 12" MINIMUM WIDE 4' 12" FREE—DRAINING GRAVEL 4" DIAMETER PVC PERFORATED PIPE SLOPE TO DRAIN NOT TO SCALE 12" OVER THE PIPE 3" BELOW THE PIPE EXCAVATED SLOPE (SEE REPORT FOR APPROPRIATE INCUNATIONS) COMPACTED STRUCTURAL BACKFILL TERRA ASSOCIATES • Geotechnical Consultants RETAINING WALL DRAINAGE DETAIL SOUTHCENTER SOUTH INDUSTRIAL PARK — SITE B TUKWILA, WASHINGTON Proj. No. 3613-21 Date MAY 1997 Figure 4 APPENDIX A ' - FIELD EXPLORATION AND LABORATORY TESTLNG .Y4 ..,..., ..r. iv • J. ' Sontheenter South Industrial Park - Site B ..,, 4'1 ....;'• ,.., ; , ' On ,APril, 29; 1907,4e excavated eight backhoe test pits at the site to depths ranging frotn 10 to 13 feet below : • existing site grades. We returned to the site on May 15, 1997 and advanced two hollow stem auger test borings to L a depth of 39 feet. The test boring and test pit locations are shown on Figure 2. Test Pit Logs and Test Borings .,,.). are presented on Figures A-2 through A-7. .,, .... An engineer from our office maintained a log of each test hole as it was advanced, classified the soil conditions It encountered, and obtained representative soil samples. All soil samples were visually classified in accordance . ,. with the Unified Soil Classification System shown on Figure A-1. Representative soil samples were obtained from the test borings using sampling procedures outlined in ASTM Test Designation D-1586. The samples were placed in jars or tubes (ring samples) and taken to our laboratory for . 1 further examination and testing. The moisture content of each sample was measured and is reported on the Boring and Test Pit Logs. Plasticity characteristics of one of the samples of fine-grained soils were determined L - 1-i by conducting an Atterberg limits test. Grain size analyses were performed on four of the samples. The results of the grain size analyses are presented as Figures A-8 and A-9. ;.! . L 1. L L L 1_ • MAJOR DIVISIONS LETTER SYMBOL TYPICAL DESCRIPTION More than 50% material larger than No. 200 sieve size GRAVELS More than 50% of coarse fraction is larger than No. 4 sieve Clean Gravels (less than 5% fines) GW Well- graded gravels, gravel -sand mixtures, little or no fines. GP Poorly- graded gravels, gravel -sand mixtures, little or no fines. Gravels with fines GM Silty gravels, gravel- sand -silt mixtures, non - plastic fines. GC Clayey gravels, gravel- sand -clay mixtures, plastic fines. SANDS More than 50% of coarse fraction is smaller than No. 4 sieve Clean Sands (less than 5% fines) SW Well- graded sands, gravelly sands, little or no fines. SP Poorly- graded sands or gravelly sands, little or no fines. Sands with fines SM Silty sands, sand - silt mixtures, non - plastic fines. SC Clayey sands, sand -clay mixtures, plastic fines. FINE GRAINED SOILS More than 50% material smaller than No. 200 sieve size SILTS AND CLAYS Liquid limit is less than 50% ML Inorganic silts, rock flour, clayey silts with slight plasticity. CL Inorganic clays of low to medium plasticity, (lean clay). OL Organic silts and organic clays of low plasticity. SILTS AND CLAYS Liquid limit is greater than 50% MH Inorganic silts, elastic. CH Inorganic clays of high plasticity, fat clays. OH 1 Organic clays of high plasticity. HIGHLY ORGANIC SOILS PT Peat. DEFINITION OF TERMS AND SYMBOLS -J cx C.7 `o z Standard Penetration D ensity Resistance in Blows /Foot j 2" OUTSIDE DIAMETER SPLIT — SPOON SAMPLER T 2.4" IND DIAME RNG SAMPLER OR SH E TUBE SA MP 1 WATER LEVEL (DATE) Tr TORVANE READINGS, tsf Pp PENETROMETER READING, tsf DD DRY DENSITY, pounds per cubic foot LL LIQUID LIMIT, percent PI PLASTIC INDEX N STANDARD PENETRATION, blows per foot Very loose 0-4 Loose 4 - 10 Medium dense 10 - 30 Dense 30 - 50 Very d ense >50 g U `o 1_ Standard Penetration Consistency Resistance in Blows /Foot Very soft 0 -2 Soft 2 -4 Medium stiff 4 -8 Very Stiff stiff 18-16 6 Hard >32 TERRA ASSOCIATES Geotechnlcal Consuttants UNIFIED SOIL CLASSIFICATION SYSTEM SOUTHCENTER SOUTH INDUSTRIAL PARK SITE B TUKWILA, WASHINGTON I�` ' �` " Proj. No. T- 3613 -2 Date May 1997 Figure A -1 L L L 1_ • - - - — (0 to 6 inches TOPSOIUSOD) FILL: Gray with brown mottles, sandy SILT with gravel. very loose. saturated. (ML) 15.8 39.7 43.0 1 FILL: Brown, faintly mottled sandy silt with gravel, medium dense, moist. (ML) Gray mottled SILT with very fine SAND, fractured and blocky texture, loose to medium dense, moist to wet, non - plastic. (ML) - — Gray, mottled SILT with very fine sand, soft, saturated, non - plastic. _ - Test pit terminated at 12 feet. Ponded water draining into pit at surface and Tight seepage at 6 feet. Minor caving below 6 feet. - _ (0 to 5 inches TOPSOIUSOD) FILL: Brown silty fine sand with some gravel, very loose to 1 foot becoming medium dense, saturated to 1 foot becoming moist. (SM) 11.5 40.4 36.4 1 - _ Gray clayey SILT, fractured, very stiff becoming medium stiff at 4 feet, with organic fibers, moist, low plasticity. (ML) - - Dark brown fine SAND, loose, saturated, occasional branches and buried wood at 7 feet. (SP) - - _ Test pit terminated at 10 feet. Ponded water draining into pit at surface and light seepage at 6 feet. Extensive caving below 6 feet. TERRA ASSOCIATES Geotechnlcal Consultants Logged by: KPR Date: 4/29/97 Depth (ft.) 0 5 10 15 Logged by: KPR Date: 4/29/97 Depth (ft.) 0 5 10 15 Test Pit No. TP -1 Soil Description Test Pit No. TP -2 Soil Description Approximate Elev. Moisture Content ( %) Approximate Elev. Moisture Content ( %) TEST PIT LOGS SOUTHCENTER SOUTH INDUSTRIAL PARK SITE B TUKWILA, WASHINGTON Proj. No, T-3613-21 Date May 1997 Figure A -2 - _ - — r (0 to 6 inches SOD) FILL: Brown silty fine sand /sandy silt with gravel, very loose to 1 foot becoming medium dense, moist becoming saturated at 4 feet. (SM /ML) 21.5 66.8 30.4 y Gray sandy SILT, very stiff and moist to 7 feet becoming loose and saturated, organic fibers, non - plastic. (ML) — - Dark brown, very fine SAND with silt, loose, saturated. Occasional branches at 10 feet. (SP -SM) - - Test pit terminated at 12 feet. Light seepage observed at 4 feet and 7 feet. Extensive caving below 7 feet. - - - (0 to 8 inches SOD) FILL: Brown silty fine sand with gravel, very loose to 1 foot becoming medium dense, moist. (SM /ML) Bits of wood and wire at 4 feet. 37.4 23.9 1 - Light brown becoming gray, mottled, fractured sandy SILT, stiff and moist becoming loose and saturated at 6 feet, non - plastic. (ML) - Black fine to medium SAND, medium dense, saturated. (SP) _ - - Test pit terminated at 11 feet. Light groundwater seepage at 6 feet. Moderate caving below 6 feet. t L C L L 1 Logged by: KPR Date: 4/29/97 Depth (ft.) 0 5 10 15 Logged by: KPR Date: 4/29/97 Depth (ft.) 0 5 10 15 Test Pit No. TP -3 Soil Description Test Pit No. TP -4 Soil Description Approximate Elev. Moisture Content ( %) Approximate Elev. Moisture Content ( %) TERRA ASSOCIATES Geotechnlcal Consultants TEST PIT LOGS SOUTHCENTER SOUTH INDUSTRIAL PARK SITE B TUKWILA, WASHINGTON Proj. No. T- 3613 -2I Date May 1997 I Figure A - - - _ (0 to 5 inches SOD) FILL: Brown mottled sandy silt with gravel, medium dense, moist. (ML) 14.3 31.6 37.1 _ _ _ - Gray fractured SILT with occasional organic fibers, hard, moist, slight plasticity. (ML) Gray mottled silty very fine SAND, loose, saturated. (SM) — - Dark gray fine to medium SAND with silt, medium dense, saturated. (SP -SM) _ Test pit terminated at 13 feet. Light groundwater seepage encountered at 7.5 feet. Caving below 7.5 feet. - _ - (0 to 5 inches SOD) FILL: Brown silty fine to medium sand with some gravel, loose to 1 foot becoming medium dense, moist to 5 feet becoming saturated. (SM) 17 1 38.1 37.5 LL = 44 PL = 34 PI =10 1 - - _- Gray SILT, with occasional organic fibers, blocky texture, very stiff to 9 feet becoming medium stiff, moist to wet, slight plasticity. (ML) _ Gray silty very fine SAND, loose, saturated. (SM) - Test pit terminated at 13 feet. Perched groundwater seepage at 5 feet. Light,groundwater seepage and heavy caving below 9 feet. I. L C L L i L L 1 Logged by: KPR Date: 4/29/97 Depth (ft.) 0 10 15 Logged by: KPR Date: 4/29/97 Depth (ft.) 0 5 10 15 5 Test Pit No. TP -5 Soil Description Approximate Elev. Moisture Content ( %) Test Pit No. TP -6 Soil Description Approximate Elev. Moisture Content ( % ) • TERRA ASSOCIATES Geotechnical Consultants TEST PIT LOGS SOUTHCENTER SOUTH INDUSTRIAL PARK SITE B TUKWILA, WASHINGTON Proj. No. T- 3613 -2I Date May 1997 Figure A -4 Logged by: KPR Date: 4/29/97 Depth (ft.) 0 10 15 Logged by: KPR Date: 4/29/97 Depth (ft.) 0 5 10 15 Test Pit No. TP -7 Soil Description Test Pit No. TP -8 Soil Description Approximate Elev. Moisture Content ( %) (0 to 5 inches SOD) FILL: Brown sandy silt with some gravel, very fine sand, medium dense to dense, saturated to 1 foot becoming moist. (ML) Gray sandy SILT, very fine sand, medium stiff, moist, slight plasticity. (ML) Black silty SAND, fine grained, loose, saturated. (SM) 18.3 36.7 31.3 Test pit terminated at 11 feet. Ponded water draining into pit at surface. Light seepage and heavy caving below 6.5 feet. Approximate Elev. Moisture Content ( %) (0 to 4 inches SOD) FILL: Brown silty very fine sand /sandy silt with gravel, loose to 1 foot becoming medium dense, saturated to 1 foot becoming moist. (SM /ML) Gray SILT with occasional organic fibers, hard, moist, slight plasticity. (ML) Gray silty very fine to fine SAND, loose, saturated. (SM) 18.0 25.7 37.7 Test pit terminated at 12.5 feet. Ponded water draining into pit at surface. Light seepage at 6.5 feet becoming moderate at 11 feet. Caving at 6.5 feet. f '-'.;7 --,� TERRA ASSOCIATES Geotechnical Consultants TEST PIT LOGS SOUTHCENTER SOUTH INDUSTRIAL PARK SITE B TUKWILA, WASHINGTON Proj. No. T-3613-2! Date May 1997 1 Figure A -5 Boring No. B -1 Logged by: DPL Date: 5/15/97 Approximate Elev. Soil Description Consistency / Relative Density Depth (ft.) a, E (N) Blows/ ft. Moisture Content ( %) Groundwater Level FILL: Brown sandy silt with some gravel, wet. (ML) Stiff _ _ 9 5 3 6 20 3 22.7 39.4 57.7 32.2 31.2 36.9 61.7 58.4 41.9 86.4 54.0 27.2 60.2 62.0 31.6 Gray SILT, wet, some gravel, non - plastic. (ML) Medium Stiff to Soft — 5 _ - - I. Black SAND to silty sand, saturated, fine grained. (SM /SP) - Medium Dense to Very Loose -- 10 _ _ --15 _ " 20 L 25 -`� I Ti Gray clayey SILT, interbedded with black silty sand, wet, fine grained, peaty wood pieces in silt. (ML/SM) Stiff to '- Medium Dense T 11 I 12 5 Gray clayey SILT, wet, peaty wood pieces. (MUPt) Stiff I- ! 7 ( 11 39 T , 6 T 1 13 7 45 Black SAND with silt, wet, fine grained. (SM /SP) Dense 30 Gray clayey SILT, wet, plastic, peaty wood pieces. Stiff — 35 " - Black SAND with silt, wet, fine to medium grains. Dense Boring terminated at 39.0 feet. Groundwater seepage encountered at 8.5 feet. BORING LOG SOUTHCENTER SOUTH INDUSTRIAL PARK SITE B TUKWILA, WASHINGTON 7 TERRA ASSOCIATES ,.,,,..;,, `— �-``:: :: 7v71 • �' • Geotechnical Consultants Proj. No. T-3613-21 Date MAY 1997' Figure A -6 C L L L L L L L L L i Boring No. B -2 Logged by: DPL Date: 5/15/97 . Approximate Elev. Soil Description Consistency/ Relative Density Depth (ft.) a E (N) Blows/ ft. Moisture Content ( %) Groundwater Level FILL: Brown sandy silt, wet, mottled, non - plastic. (ML) Stiff _ - 5 12 14 22 4 7 3 3 3 4 15 10 38 7 6 28 23.4 20.0 41.1 27.0 40.6 46.1 37.7 84.0 138.4 44.2 31.0 48.3 53.2 40.7 y FILL: Light brown to brown silty SAND with some gravel, wet, fine to medium grains. (SM) Medium Dense - I 1 Brown to gray clayey SILT, wet, non - plastic. (ML) Stiff - — 10 _ _ - - -- 15 _ - —20 = T Black SAND, wet, fine- grained. (SP) Loose Gray clayey SILT to gray clay, wet, plastic peaty wood pieces. (MUCL) Medium Stiff to Very Soft II Gray silty SAND, wet, fine- grained. (SM) Loose _ Whiteish brown SILT with peaty wood pieces, slight plasticity, wet. (ML/Pt) Soft I Gray clayey SILT to clay, wet, plastic. (MUCL) Stiff j-- 25 1 I T I I I T Black SAND, trace silt, wet, fine to medium grains. (SP /SM) Loose r Gray sandy SILT, wet, peaty wood pieces, plastic. (ML) Stiff }- Interbedded black SANDS and black silts, wet. (SP /ML) Dense }- 30 - ` _ 35 - ` Gray SILT, wet, some peaty wood pieces, slight plasticity. Medium Stiff Black silty SANG, wet, tine to medium grains. (SMi Dense Boring terminated at 39.0 feet. Groundwater seepage encountered at 14.0 feet. • BORING LOG SOUTHCENTER SOUTH INDUSTRIAL PARK SITE B TUKWILA, WASHINGTON '� TERRA ASSOCIATES r` : ., : '' 17 -r- Geotechnlcal Consultants Proj. No. T- 3613 -21 Date MAY 19971 Figure A -7 1 I t r L i 1 .. 1 r L L i 1 . ...._...._ ._.. �... �• .w�..rr..wksusYnv.�.n�i�!Y:W.�n r�: rNYnf iabne; �• s••fnwnr�rn..•.�..w...�,..•�,. Z rzc O rx 0 = C!) LLJ W H co W U W CL. 0 L. 0 W N N IMMEMEMEMMEMOMMEMNIMMMEMOSOMMEMEMSEMEMIUMMEMEMMO ■■■■■■■■■■■■■■■■■. ,.w■■ ■ ■ ■ ■ ■ ■ ■ ■■■■■■■ ■■■■■■ ■■■■■■ M11111 ■1111111111111111111111MINII 1111111 /111111 / fl I( I I I I . -_ 11111111111111/ 11111IUW ■111111111U11W■1■1111111111 1 1 PERCENT COARSER BY WEIGHT PERCENT FINER BY WEIGHT onwposo W w LA-1 W - 0 U W li TERRA ASSOCIATES eotechnical Consultants J a -J J 0 d • y c ct ( O Mj • O GRAIN SIZE ANALYSIS SOUTHCENTER SOUTH INDUSTRIAL PARK - SITE B TUKWILA, WASHINGTON Proj. No.3613 -2 I Date MAY 1997 ( Figure A -8 1 1_ 1_ t tl 1 1 i W z .001 .002 .003 .004 .006 .008 .01 .02 .03 .04 .06 200 100 60 40 20 10 4 1/4 3/8 1/2 3/4 1 1 14 1 1/2 2 3 4 6 0 0 12 0 0� co r. O O • 0 PERCENT COARSER BY WEIGHT 0 O 0 O •Kr O 1111F IIIuI111IIaII 'uu'I11111hlm11■IIuII111MU huIIuIIIIIII !a//■/// ■M11111111 /1111111111111/11111111111111■ ■ / ■ / ■ ■ ■� /� ■ ■ ■ / / / /�/ //1//1/111/1/111 //11/1111///1/■ 1111111M111111111111111111111111111111.1111111111111111111111111111111IMMUIRM111111 IIIIIU■UIlIJU111111111111 W/W UIUIWlI/UIuW . IIIIOhIIIIiillu Ii!iiiiiI!!II!!IIIUiiiIIIIINNIIIIIIIIIIIIfflIII ii!iiifflhIIIIIIII011 11 1 11 I1I11OP I1II11IIII11I0111h1 0111101 ■ IIIliiiiilInlliihlmmiflhIO1iw11¢11111unmi lIulIi■11•ii.u.i ■u.uu 1uiuuuua■WUui.uW :HI I i WUi II II II I+ III 1 VIII !1 I O PERCENT FINER BY WEIGHT O N 0 0 8 LD Qf ^ .001 O 6 8 10 20 30 40 60 80 100 200 0 300 .002 .003 .004 .006 .008 .01 .02 .03 .04 .6 .8 1 N _ 2 Z 3 0 4 v. seam CO CO 0 TERRA ASSOCIATES Geotechnical Consultants a J 0 0. •` U N 04 0 0 0. � 0 0 CO CO • 0 GRAIN SIZE ANALYSIS SOUTHCENTER SOUTH INDUSTRIAL PARK — SITE B TUKWILA, WASHINGTON Proj. No.3613 -2 J Date MAY 1997 1 Figure A -9 tetOn-lltAfullet;MaYor' Detiattirie* of Community Development Steve Lancaster, Director arch 22;2000 • ' :Mike Ruhl r.,915 ;=. 118th Avenue SE, Suite 300' • • *.' Bellevue, WA 98005: • '`••••• „., RE: Release of Bond Bond No. 400-XL-9145 Dear Mr. Ruhl: , This letter hereby authorizes the release of Bond #400-JZ-9145 in the amount of $4,547.40 for on site • . improvements (water quality vaults, fix curbing, concrete transition at railroad and as-builti) for.Glacier Business Park located at 6540 South Glacier Street. I have enclosed a copy of the original bond submitted for your reference. If you should have any questions, please contact our office at (206)431-3672. encl xc: Elizabeth Scherle, OPUS Northwest Stephen J. Steichen, St. Paul Fire and Marine Insurance Company Permit File No D98-0040, D98-0041 Sincerely, • • • • s • •-•';• 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206•431-3670 • Fax; 206-431-3665 NAME OF DEVELOPMENT: t7EVElOPfi�ENf /143DRE5S: iS d 0 . CASH ASSICNAAEMa NAME 11 .. TEL NO ". - , • SHALL BE REFUND® BY MAIUNQ TO: ADDRESS: . g " i� ., {please tom! C ITYIST A TE2lP 13 -e,oui 9 & oCscwPltorr of ITEMS TO U COMPLETED (i ERENC . >,. .1 .. 1,tl .1. ?i Ill .Z. -: a, _ :5 :,Z, • I . . 4 1 / .411/A r! .4 /l4 A . . .. . . I / , hi ' t . /, ./I �. 1 M}' _ Ai t.P 4,Y � /2 ?4 . As the owner, or authorized agent of the owner,1 hereby submit cash or cash equivalent In the amount of $ 4 �?: j-? , 4 ($150% of value to complete work deserted above) and attach supporting or and documen for value of work 1 will have this work carried out and call for a final ihspection by this date: ( IX' /, j I °1. ), or risk having the City use these funds to carry out the work with their own contractor in -house manpower. If I fail to carry out the work, 1 hereby authorize the City to go onto the property to carry out completion of the above deficiencies. I further agree to complet all work listed above r to requesting Inspection release of these funds. SIGNED: TITLE: 44a, CHECKED BY: CASH EQUIVALENT - LETTER AUTHORIZING RELEASE RELEASED THIS DATE: 5 -22.0 d RELEASED BY: .....•. w.,. �t+,.. ut, Crnu.....'. 4` p'{. ^.'Y:.Y!V ?]P..1, ":rfY'7y {G'a. >; .sn5ti-Nwr.+.vu...............- -•_ -_. _._ .. . .:,'..;.:,:::.. �. ��, �:; ��,>: ��....:..,. �,.:. �:: 5,:. �5..:,: �5, �, 5: w5TM, a... �vx,.. ��.. m...,, �.N �,.........,,..... � ..._._,._...._..._�..._._...�._ .... .,�-► OPUS NW MAI�1 OEF 001 12/28/98 MON 13:26 FAX OPUS NW Uty - u " kwiia DEVELOPER'S P , R ECT WARRANTY REQUEST FORM DEVELOPERS REPRESENTATIVE: CASH CiTY CHECK NO. 72 HOUR NOTIFICATION FOR INSPECTION AND RELEASE OF FUNDS Upon completion through Section 2, Fiinance personnel shall send copies to: — Developer — Finance Department — Permit Coordinator. DCD All work identified in Section 1 of this form has now been completed and returned to department which authorized warranty. 1 hereby request inspection and release of my cash/cash equivalent. DATE: I have reviewed the above work and found 1t acceptable and therefore authorize the release of the above cash assignment. AUTHORIZED BY: _ 1 ! " DEPARTMENT: Upon completion of entire form, Finance personnel shall send copies to: _ Developer - Finance Department - Permit Coordinator, DOD WSW • • .:•-•.• TEls...OFY:WASHiNGTOM• STATUTORT . ••.,. • -"• • •••• .•• • • • • , • •• • • • „ . ;r1 • '.of. Washington' . County of King • KNOW ALL MEN BY THESE PItESl3NTS: THAT we, Opus Northwest, 1.14 as Principal, and the Si, Paul Fire and Marine Insurance Company, a corporation organized and existing under by' = vifiie of the laws of the State of Washington, as Surety, are held and firmly bound and obligated unto City of. Tukwila, as Obligee, in the Hill and just sum 'of FOUR THOUSAND FIVE HUNDRED FORTY SEVEN DOLLARS' AND; FORTY CENTS (S 4,547.40 )lawful` money of the United States, for the payment of which sum well and truly to be made,:we do bind ourselves, our and each of heirs, executors and administrators, successors andassigns, jointly and severally, firmly by these presenter WHE REAS, the Princi e, has boon , pl srautod a bu,W,ng permit 'it D98-0040; to develop a oerbdtr :. � par* of lind which is known as Cascadc:HuainessP ark .= Thelrneiple has requested **nee of the Certificate of Occupancy prior to co nplationotali thi obligations of this permit WHERBAS, the Obligee,.requitvs that a good and ufficientbond be fwruahed by said Pnnci guaranteeing the eatiafaotory oompletion of 41004 items •, Y t S' f 1. Finalize lid installation err water quality vaults 2 Patch asphalt at'driveway 3 Install •sidewalk.tnnsitlon :ramp to sda at south west corner of site 4. Pro es- builts SCOrn.udlity;'aontraotor £ N OW, THEREFORE,.tbe condiiian.of thia is ouch that asid.Prindple shall well wed truly construct' the said improveznents,In the sadatbction to the City of .Tukwila. Thin obl on ''shall remain in full force - and'effect written releases rceeived.from City, of Tukwila.'.:1f, „, legal action by City of_Tuhwlla la neeessuy to 1collect on the bond the Surety; reimburse City: of Tukwila in addition to the bond: amount; fors ledal.fees and costs necessary to enforce • :r said`colleotion. ��r�L7N�YfF.' ;zr STATE OP MINNESOTA, COUNTY OP Hennepin On this 7th Stephen J. Steichen to me personally known, who, being duly sworn, did say that he is the Attorney -in -Pact of the St. Paul Fire and Marine Insurance Company that the seal affixed to the foregoing instrument is the corporate seal of said corporation; that said instrument was signed and sealed Stephen J. Steichen on behalf of said corporation by authority of its Board of Directors, and said instrument to be the free act and deed of said corporation. �• r . BEVERLY M. GRAF NOTARY PUBLIC - MINNESOTA W Cambial 6018 NO STATE OP MINNESOTA COUNTY OP HENNEPIN On this 7th to me known, who, being by me duly sworn, did depose and say; that he resides in Minnesota of the _Opus Northwest, L.L.C. (Seal) 50.242210 1191 s • CATHERINE M. APPEL NOTARY PUBLIC - MINNESOTA k,, 'narnission Expires Jan. S1, 2001 v rr •. AAAAAAAAAARAAMAO a day of day of SURETY ACKNOWLEDGMENT SS. January ACKNOWLEDGMENT OF PRINCIPAL &s For Corporation January Elizabeth F. Schorle that he is the Controller Notary Publi 19 99 , 19 99 , before me appeared acknowledged said My commission expires January 31, 2000 My commission expires 01/31/2000 County, Minn. before me personally came the corporation described in and which executed the above instrument; that he knows the seal of said corporation; that the seal affixed to said instrument is such corporate seal; that it was so affixed by order of the Board of Directors of said corporation, and that he signed his name thereto by like order. PRINTED IN U.S.A. lili II!'ILi.IIIIIi IIIII 1 • 1 II.'ui•iIiIl ii li IiIl!,llI 1 1 1 1 1 !Ij !I! ; . .II!II! ' .Ii!i .11 1 11 1 ST.P ,flRE • , INSURANCFCOMPANY j CERTIF1° . f 11 tt'' 1 ' i;'i •'wiW '" il 'AUTHO w t P Ii!i 11 li 1 1 1 ItIUIlI'tIIIliilIIIIll IIIlIIiIlIliiIttlIt IIIIHhii 1 i ' i lI ' CER COPY NO iWiD i Po venffca on of thc anthenticity of thisPow of ttomey you m*y toll free 1 8OO- 213880 and ask for i ' 1 1 I 1 thePowr of Attorn ey Clerk Plcase'refer td the CMiflcate of Authonly No and the nanied individual(q) i ' 1 ' ' ;ihih(iIhItIi1tI 1 ' '1 " '‚ CER11IIJJD COPY 1 1 1' 2 0 1 5 6 ° 5' III Ili 1 i ; Fr143661 1 1 ' 1 1 ' 1 (Origtnal iniF at Home Ofice'ofCornpany' SeCertification )1 't 1 11 : • • • . . i ..l . 1!i •! !! 1 ..IIh.iIl .1hl hill 1IItI.i..I:iiIIlljIIIl;I!.III;.I, . : . : • I.i1 • . . • • •I••• 1 ' :: .KNOW ALIi MEN BYTIIESE.PRESENTS:.TharSt I PauI Theand Marine.InuranceConipany, a corporat on organized and exisung under the Iaws oftheStafc o f Minnesota. having its pnncipal officc rn thc City of St. PauI Minnesota. does hereby constitute and appoint ' 1 1 111 11 1 1 11 1 I' l 1 ,! :'' ' 1 1 1 Ixia1d L ier, B L K1 lar, Patriclai A Farth, 1borah SUtherlaIXI, Stephen J 1 I '1 ;, Steichen, 1 irx3.ividually,, Minrapo' M3x1xesota 1 1 1 ' 1 1 111 Ill , III ( 11 1 1 ' 111 1 II II ij' 1 i 1 , 1 1 1 1 1 1 i1i 1 1 111 1 1 1 1 1 1 its' tfl1. an d Iawful: attorney(s)in-fact to execute scaland dehve for.rnd onIts!behalfas surety. any ed or and aUbonds and undertakings. recognizances, contmcts.of 1 1mdeinnhty and othcrwritings obligatory in thc naLure thereof which axe or,may be allowed requir permitted : law statute rule regulation oa cntrct e :. :.': : ,: ; 1hI It 1 ' i 11; llIIl:ll , I1 1 ' ' i 1 11 ' 'i iiII ' i i 1 , NOP IO TQMTTT1�.DOLIABS . I ! , '14.,x, "!. . ,h ! I!, I II1 I 1 i�iIiIllIi'I1 'I,:iI'i' 1111 1 1 ' 1 ':'''' 1 i lII and ihe. execution of alt such lnstrumen(s) rn pursuance, of these pzsent, shall be as brndzng upon said St. Paui Fire and Marne Jnsurance Company, as fully and amply) to all intents and purpoes as if the same had bcen duly executed and' acknowlcdgcd by its regularly elected oflicas at ats principal office 1 j 11 1 II1I 111111111111141 1 ill i i i 1 1 1 1 11 11 1 1 1 1 1 ' 1 thiaowe.ofAuoftisexecuLcd:and may bcertitii.dto and may berevok&IJ pursunat tothd.by authority of Article V,Scction 6(C)of the By-Laws adopt, thejSbazh�1des ofST. PAtLFIRE AND MARINE INSURAN�.COMPANYai a meeting called and held on the 28th day ofApril,:1978, ofwhich thc foliowing iata tiie Uaxiscript of said Sccuon 6 (C) i 1 111 1 IIi 1 1 , 1 Iil Ii i 11 1 Iilil 1 1 1 1 ' 1 1 ii ' 1 l 11 Ili 11 l 111 1 1 111 1 111 11 1 '1! fli 11111 11 111 11111111 1 Ili IIII 11 ij 1 1 111 1 •Tbe President or any Vice President' Assistantie Piident Secretazy or Sezvi� Centcr General Manager shall have power and authonty 1 jlrll (1) To appowt Attorney in fact and !o authonze thcm to cecuIe on behalf of (he Company and attach che Seal of the ,Company thereto bo ida and 1 k untikings recognizances contracs of indeninity and other writings obligatory in the nature thereof and ' 1 1 11 tI 'l (2). T,oappoinlspecial Attorncys-In-fact.who archereby;authorized to cerfyto copiesof "Y power-of-attorncy issued in pursuance ofUii SeCtiC llIIl and/ocanyofthcBy LawsoftheCompany and ''li jjI'i 1 '1' jj 'ij' 1 1 1 1 3) To r atany wne any suchlAttomey iii fac& orSpecial Mtomey in fact and rcvokc the authority given him ' 1 1 1 11 .1 1' il 1 hIll llI';IIIIt,II 1 Pill1I 'I'l' 11 1 1 11119 1 1 111111 1 1 il 11 1 1 1 Fuflher, tIis Powerof Auncy is signed and sealed by facsimile pursuant to resolution of the Board ofDireccors of said Company adopted at a meeting duly cal ed and hconthc5thdayol May iIL959 ofwhichthefollowmgisatrueexcerpt I 1 1 1 1 , 1 1 It i i 1 1 1 1 1 IijI 1 j ' !1 : 1' lllll ilI li 1 I'il ! lJj i i 1 ' 1 11111 1 1 1 II Ii 1, 1 ' 1 1 Novthereforc thesignatures of such officers andthe seal'of Company may be affixed to any'suLh power of attorney or any cerWicate relating tbcieto by 1 facsinule and any power of attorney or certificate bcanngsuch facsniule signatures or facsimtle seal shall be vand and bind&ng upoa the Coinpanyi'and 11, { '1 !1 ; any 5uch power so executed and cextthed by facsimile slgnawres and faesimile seal shall be valid and binding upon the Company in thc futui wuh to IIi Ii 1 1 l 1 ii I 1 '!! '1I(' ‚‚ :'' jIl 1 1 1 i 'I'II;!I II Il ilillll!Ill ti 1 I INTESTIMONYWHEREOF,;St PauI Fireand Marine Inurince.Company hacaused this instnimentto bsigned and its corp�rat I' •_• •ca t by its autliorized ofliccr LIis da fNoveiiLcr, A D 1990 ' 1 l : 1 ' : ' ' ' ' 1 1 1 ST' PAUL FIREANDFIAR1NEINSURANCECOMPAW - . 1 : : !1 '1 • ,u :.i.IIl:. ........ .!iI!!111i1 iIlllI111iji .... IIi ' 1 1 1' 1 1 ' '1 '1 i I 11 1 II 1 . t. - ,o : s : : 11 1 1 1 1 1 f 11111 llii' 1 ' ll!I 11 1 ANCt i 1 ::ounty ofSomerset 1 , ij , 1 1 1 1 NNFThJ RYAN ' lit , I�II IIJI Ih II1II 111 ' 1 i i 1 ,; l II'i 11 1 1 i 1 ' ' ' ' 1 Ii,jlIiii Onthi 9'th thy of i i 1 I9 96 " before rne came the individual who executed'the,rcceding instruiiei4 to mq personaily known and, bcing by me duly swon said that helshc is thc therein descnbcd and authonzed officer of St PauI Fire and MirinelInsurance Company tha thc seal affixed to said instrument is the Corporate Seal of said Company thai th& sazd Seal; and his/her signaturt.wcre duly affixed by ordcz of the Boarcl.o(Diiectors • fsiiidCoinpany 1 1 1 1 1 ' iLi 1 1 11 I' 1 1 ' ! 1d 11 1' 1 11 11 11 ' ' l I I III! 1 Itii 11 ' ' ' 1)1,11 11 I' liili( 1 1 I'l ' i ,')11P 11 11 il IN TESTIMONY WHEREOF 1 have hereunio set my hand and affixed my Official Seal at the townslup ofBcdnunster New iemcy the 1 II 11 I 1 cay and yeartirstatovewnitei 1 11 lIii I I 1 i 1 ' '1 11 ' 11 1 1, p 1 i 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 11 11 1 i i { 1, 11!: 1 11 1 1 1 l I I' ,(II I I liI, l 1 1 1 1 1 1 1 I ' If 1 i111 I 1 (!!;i!. ; • 1;PI*Jc•..t ........ . . II .................... Ii . j:: iII; • 11 1 1 11 1 1 ' 1 1 jIii,iIiiiiI 'I 11 1 1' 1 1 i : ' I , , • : . .: .•: •..i. . :. II. . .................... LINDA S ...... Notary:Public, Middlesex, N it 11111 1 1 11 I i 1 My Cominission Expues Decembcr 6J2001i 1) I 1 1' 1 I 1 I ;IJI II CER.IiE'iCALIOIhI 1 l 1 1 ' 1 1 l 1 '1 1 li 1 11 1111 : 1,.thc .und&signed officer of SI. PauI Fire and Marine 1niurirnce Company, do hereby certify tha 1 have compared ibe foregolng copyof the Power ofAttcvieind affidavit,and.thecopy of. che Sccuon of the By.Lawsof said Companya.3 set forthiii said Power of Attorney, with the ORIGINALS ON FLLE INiTh HO1lE •i:OFFICE.OFAIDCOMPANY, and that the saxneare correct truiscripts chereof,,and of the whole of thesaid originals, and that sa oAttorney ey as hot h l,ceii revokel aziclis. iow in full force and effect 1 i ! 1 1 111 111 i 1 Ili 1 1 '11 the id 1 1 PeT,o Alto 1 1 1 1 11 lI I IIIII 111 111 I I 11 I lIiIIlfl 11 1 i I I 111/ Ij 1 1 11' '1 INTESTIMONYW}1EREO Lhavehcreurnosetmyhawithis li'' ' 11 1 1 47J4 1I - - t:l :I.l . 1 :!i.i .::.: 'l1.l:. •.i:liI .• : i : .! l !ii Ii.: •..• . . . . li•i..i..l' j111;Il 1 1 I 1 11 I 1 I I 11 1 iiI i 1 1 III ::: cP . 7th '.:....dayof. . .January. ____ •.. •.c}pEJ • .ANDERSON$cretr liii 1 ' 11 1 1 1 11 11 i 'ili 11 llII '1' ' 'il 1111 1 1 1 l' lij1I li iliilijl1lIIi t iris On1 a cextifiq O/ o ower of Auorncy beanng the Ccmficare of Authonty No printed; erred on the upper right corncr is bindingz Photocop es carbon' lllii tLons ofUna docwnent are mvand and. noc binding upon thc Company 1 I i 1 1 i li;Ili 1 '1 IIIII1I1II !,I;;il; 1111111 iij II DEC -30 -99 15 :09 FROMiTERRA ASSOCIATES • r• ID :2066214334 ERRA ASSOCIATES., Inc. Consultants in Geotechnical Engineering, •Geology and . Environmental Earth Sciences Mr. Wayne Eddy Opus Northwest, LLC 915 -118th Avenue SE, Suite 300 Bellevue, Washington 98005 Subject: ; Final Letter Earthwork Observation and Testing Services. Cascade Buildings A and )3 Tukwila, Washington • Reference: Geotechnical Report, Southcenter South Industrial Park Site B, Project No. T- 3613 -2, prepared by Terra Associates, Inc., dated July 8,* 1997 Dear Wayne: As requested, beginning on May 1, 1998 and continuing through October 14, 1998, we have provided earthwork observation and testing services for the subject project. The purpose or our : work was to verify that the geotechnical engineering aspects of the project were completed in accordance with recommendations outlined in the referenced geotechnical report and the approved City of Tukwila construction drawings. Our services on the project consisted of observation and testing of the following elements: • Building fill subgrade • StructuraI fill placement and compaction •. . Foundation subgrades • Building floor subgrades • Pavement subgrade • Utility trench backfill December 30, 1998 Project No_ T- 3613 -5 CITY OF 7 q JAN 1 3 1999 PERMIT CENTER 12525 Willows Road, Suite 101; Kirkland, Washington 98034 • Phone (425) 821 - 7777 PAGE 2/3 DEC - 30 -99 1 S, i 09' EROtd = TERRA ' AS,SOC I ATES''.. We also reviewed settlement data obtained from survey readings of settlementtnarkers installed on the native subgrade prior to placing building fills. TIS:ts ` . i.�;k�_7' si S iu i ,�:i!.r .f�i�,... �,... MfJ Y t i'!� `'t�.,..f �, ) t {i > i 7 F } nv.�yzi St! k' ;�<it °: z Y,C`.LI �4 �-;-- 4!s'15tr ,as}tiv s, t�,,''ky�k�Y �Yi,'4�r�'�a�'��MC 3 �•. �� 6E .fir. a� 4t � a n RJ sLt 4.,414 Si B ased on our observations and testing, it is our opinion that the geotechnical engineering elements of building construction were completed in general accordance with our recommendations and approved City of Tuktivila construction drawings. Results of compaction testing indicate that, in the areas tested, structural fill. and utility trench backill was compacted to the minimum required density of 95 percent of the soil's maximum dry density as determined by ASTM Test Designation D-698 (Standard Proctor) Foundation subgrades that were : examined by our representative were found to be firm and stable and capable of supporting foundations dimensioned for the recommended allowable bearing capacity of `. 2,500 pounds per square foot (psf): The opportunity t� be of service to Opus Northwest, on this project is appteciated..If you have an q uestions, or require additional information, please call. 3 ,��rii . gif RW /k'S 7�'lsv 4 110! VS) 1;1,51 ?,,tee t2 filig 2,-, i twiwoding,„ 9,W,faZgt it2gra; VAVIAltS, 4 ' 4 fr , '. r ' ''„ ', - -.04 ' 'a 4 !. ;kr; . s rM a Mk e ,.., ' F h - I We 3W4P. 4 P 4154 9,5 11 41 , P' 4 11, 414'. - Akeif ". $`404 t*: NAME OF DEVELOPMENT: e , - 1. DATE: p._ , '-'0, DEVELOPMENT ADORESS: / 0 /a- Gc.- A....-- PERMIT NO.: a n b i - - . • • e oASH ASSIGNMENT NAME: m R,,46 / . TEL No. I--28 45 / i. i - Ti OD SHALL BE REFUNDED BY MAILING TO: ADDRESS: # •-• 0 7h i S (please print) CITY/STATE/ZIP , D R1P110N OF ITEMS TO za we 1 1- • (L. - - Nci - LANS(DoCUMENTS Y&IERE JTEMS ARE DESQUED): 1 a4 fro 'Lidi 4 , ca.) r21_,R, a hi, ( - (b) 22( , ,y- aif , ii yui A 4' 0 &Air I 44 te. II 0 4 — 1 4 . 4 4 i » /4 gitS "1 LIPMEIMIP .1 , .. AusA GA e: — .4111 — As the qwnpr, or authorIzedagent of the owner, I hereby submit cash or cash equivalent In the amount of $ " - ___2 ($150% of value to complete work described above) and attach supporting documentation for value of work. I will have this work carried out and call for a final IhspectIon by this date: ( 12- / .*} or risk having the City use these funds to carry out the work with their own contractor or In-house manpow r. Iflfall to carry out the work, I hereby authorize the City to go onto the property to carry out r. 111 completion of the above deficiencies. I further agree to complete all ork listed ave pr'.r. ' ta : - frig Inspection and release of these funds. // / SIGNED: .. J../ MU. 4.11V41 .1.11 1.0 r .LV.417 :40.14 4.44 '" 4 74,"1 4 ' w e . " .r. ; SIGNED: AMOUNT:-.. 2- (o - 1 . - 7 CITY RECEIPT NO. RECEIVED BY: ,„er .,,,,1,14:7V41.Al 40■14.• 5SE all , m141:14 . 44.1 72 HOUR NOTIFICATION FOR INSPECTION AND RELEASE OF FUNDS DEVELOPER'S REPRESENTATIVE: vtvg jt - •rar: gporn uP.o.wW. „ CHECKED BY: CASH CITY CHECK NO. ... . . -P 9 UYUS 111A10 Uhl' UUI o■Imigtr",1.41 r • ; POW' i•f1.0 rAMW 1, 71,wies,••rx - tyity i ukwila DEVELOPER'S PADJECT WARRANTY REQUEST FORM 3 141, 22 All work identified In Section 1 of this form has now been completed and returned to department which authorized warranty. 1 hereby request inspection and release of my cash/cash equivalent. DATE: (have reviewed the above work and found 11 acceptable and therefore authorize the release of the above cash assignment. AUTHORIZED 8Y: tIl • CASH EQUIVALENT- LETTER AUTHORIZING RELEASE Upon completion through Section 2, Finance personnel shall send copies to: - Developer — Finance Department — Permit CoonfinEdor, DCD UrUJ AMOUNT: RELEASED THIS DATE: RELEASED BY: Upon completion of entire form, Finance personnel shall send copies to: - Developer - Finance Department - Permit Coordinator, VCD DEPARTMENT: , FINANCE DEPT. :::WITNESS my hand and official seal.. n ( 2 fi t .. before m u. GN'G� ; l Notary Public, 1q1 ersonally, appeared. It., 14 ',Gl e VA, h1 personally known to me (or on the basis of satisfactory evidence to be the person whose -'name is subscribed to the within instrument and acknowledged to me that::, he executed the same in his authorized capacity, and that by, his signature on the instrument the person, or the entity on behalf of the person acted executed the instrument. ear Ms. Berlow, Januaryl 1999 :.. Al exa Berlow anning Department City: of Tukwila 6200 Southcenter Blvd : Tukwila, WA 98188 WARRF\ c O \I 1' \ \ \ 500 Union Street, Suite 900 Seattle, Washington 98101. Tel: (206) 749.9484 Fax: (2061749.9483 am enclosing the following documents you requested for the C of 0 for the OPUS - Cascade usiness Park Building B, City of Tukwila Building Permit #D98 -0040: Enclosed is the following: . Bond for On Site Architectural and Landscape Improvements Completed Bond Cost estimate Drawing showing location of improvements The Developer's Project Warranty Request Form lease feel free to call me at (206) 749 -9484 should you have any questions. Very truly yours, WARREN COMPANY ) AVIV Dana Warren Enclosure CC: Mike Ruhl — Opus NW Terra Whareham — Opus NW Wayne Eddy — Opus NW W BALL MEN BY THESE PRESENTS: THAT we, Opus Northwest, LI.C: , as Principal, and the St. Paul Fire and Marine insurance Company, a corporation organized and existing under and by virtue of the laws of the State of ;` Washington, as Surety, are held and firmly bound and obligated unto City of Tukwila, as Obligee, in the fall and just sum of TWENTY SIX THOUSAND TWO HUNDRED SEVENTY BIGHT DOLLARS AND SEVENTY 'f iR) E CENTS ($26,278.73 ) lawful money of the United States, for the payment of which sum well and truly to be made, we do bind ourselves, ow and each of our heirs, executors and administrators, successors and assigns, jointly and severally, .firmly by these presents, :WHEREAS, the Principle, has been granted a building permit 0 D98-0040 to develop a certain parcel of land which is known as Cascade Business Pork. The Principle has requested issuance of the Certificate of Occupancy prior to completion of all the obligations of this perms t. WHEREAS, the Obligee, requires that a good and suf bond be furnished by said Principle g uaranteeing the satisfactory completion of the following items: 1. Install approximately 10 foot wide lavvin area along west side of building 2: install asphalt and curb along east side of southwest planter island 3. Install landscaping along West Valley ftontage between future sidewalk and parking/loading area. Complete building painting NOW, THEREFORE, the condition of this obligation is such that said Principle shall well and truly construct the said improvements to the satisfaction to the City of Tukwila. This obligation shall remain in full force and effect. until written release is received from City of Tukwila. If legal action by City of 'Tukwila is necessary to collect on the bond, the surety shall reimburse City of Tukwila, in addition to the bond amount, for legal fees and costs necessary to enforce said collection. ST.. PAUL FIRE AND MARINE INSURANCE:COMPANY Name of Surety . 385 S igned and scaled this _ day of y } 1999 If this financial gua is collected upon for any reason, City of Tukwila will not accept 'subsequent gutuintees from the above Principle. _ Yi's�cA i�AlLS f� Mesta a�evw�.a STATE OF MINNESOTA, COUNTY OP Hennepin On this 7th Stephen J. Steichen ) SURETY ACKNOWLEDGMENT day of January , 19 99 , before me appeared to me personally known, who, being duly sworn, did say that he is the Attorney -in -Pact of the St. Paul Fire and Marine Insurance Company that the seal affixed to the foregoing instrument is the corporate seal of said corporation; that said instrument was signed and sealed on behalf of said corporation by authority of its Board of Directors, and said Stephen J. Steichen acknowledged said instrument to be the free act and deed of said corporation. (Seal) BEVERLY M. GRAF NOTARY PUBLIC•MINNE3OTA My Commission Expires Jan. 31,200 STATE OF MINNESOTA COUNTY OF HENNEPIN On this 7th of the Opus Northwest, L.L.C. day of I SS. • CATHERINE M. APPEL NOTARY PUBLIC•MINNESOTA My Commission Expires Jan. 31, 2000 ACKNOWLEDGMENT OF PRINCIPAL For Corporation January Elizabeth F. Schorle to me known, who, being by me duly sworn, did depose and say; that he resides in Minnesota that he is the• Controller My commission expires y M. Gr County, Minn. My commission expires January 31, 2000 ,19 99 , before me personally came the corporation described in and which executed the above instrument; that he knows the seal of said corporation; that the seal affixed to said instrument is such corporate seal; that it was so affixed by order of the Board of Directors of said corporation, and that he signed his name thereto by like order. 01/ SG•2422IEP 1191 PRINTED IN U.S.A. fi , Ssa�M 'meStilul Surety 29550 Rev. 12.96 Printed In U.S.A. STATE OF NEW JERSEY 1 ss. County of Somerset f IN TESTIMONY WHEREOF, I have hereunto set my hand this ST. Pr', FIRE AND MARINE INSURANCE COMPANY it., Washington Street, St. Paul, Minnesota 5511 CFR 1 LFIED For verification of the authenticity of this Power of Attorney, you may telephone toll free 1-800-421-3880 and ask for COPY NO. the Power of Attorney Clerk. Please refer to the Certificate of Authority No. and the named individual(s). GENERAL POWER OF ATTORNEY - CERTIFIED COPY F - 14366 (Original on File at Home Office of Company. See Certification.) KNOW ALL MEN BY THESE PRESENTS: That St. Paul Fire and Marine Insurance Company, a corporation organized and existing under the laws of the State of Minnesota, having its principal office in the City of St. Paul, Minnesota, does hereby constitute and appoint: Donald L. Meier, B. L. Kellar, Patricia A. Karth, Deborah Sutherland, Stephen J. Steichen, individually, Minneapolis, Minnesota CERTIFICATE OF AUTHORITY NO. 2015693 its true and lawful attorney(s)-in-fact to execute, seal and deliver for and on its behalf as surety, any and all bonds and undertakings, recognizances, contracts of indemnity and other writings obligatory in the nature thereof, which are or may be allowed, required or permitted by law, statute, rule, regulation, contract or otherwise, NOT '10 EXCEED IN PENALTY THE SUM OF TEN MILLION DOLLARS ($10,000,000) EACH and the execution of all such instrument(s) in pursuance of these presents, shall be as binding upon said St. Paul Fire and Marine Insurance Company, as fully and amply, to all intents and purposes, as if the same had been duly executed and acknowledged by its regularly elected officers at its principal office. This Power of Attorney is executed, and may be certified to and may be revoked, pursuant to and by authority of Article V,- Section 6(C), of the By -Laws adopted by the Shareholders of ST. PAUL FIRE AND MARINE INSURANCE COMPANY at a meeting called and held on the 28th day of April, 1978, of which the following is a true transcript of said Section 6 (C): "The President or any Vice President, Assistant Vice President, Secretary or Service Center General Manager shall have power and authority (1) To appoint Attorneys -in -fact, and to authorize them to execute on behalf of the Company, and attach the Seal of the Company thereto, bonds and undertakings, recognizances, contracts of indemnity and other writings obligatory in the nature thereof, and (2) To appoint special Attorneys -in -fact, who are hereby authorized to certify to copies of any power -of- attorney issued in pursuance of this section and/or any of the By -Laws of the Company, and (3) To remove, at any time, any such Attorney -in -fact or Special Attorney -in -fact and revoke the authority given him." Further, this Power of Attorney is signed and sealed by facsimile pursuant to resolution of the Board of Directors of said Company adopted at a meeting duly called and held on the 5th day of May, 1959, of which the following is a true excerpt: "Now therefore the signatures of such officers and the seal of the Company may be affixed to any such power of attorney or any certificate relating thereto by facsimile, and any such power of attorney or certificate bearing such facsimile signatures or facsimile seal shall be valid and binding upon the Company and any such power so executed and certified by facsimile signatures and facsimile seal shall be valid and binding upon the Company in the future with respect to any bond or undertaking to which it is attached." IN TESTIMONY WHEREOF, St. Paul Fire and Marine Insurance Company has caused this instrument to be signed and its corporate seal to be affixed by its authorized officer, this 30th day of November, A.D. 1990. ST. PAUL FIRE AND MARINE INSURANCE COMPANY KENNETH J. RYAN, Secretary On this gth day of August 19 96 , before me came the individual who executed the preceding instrument, to me personally known, and, being by me duly sworn, said that he/she is the therein described and authorized officer of St. Paul Fire and Marine Insurance Company; that the seal affixed to said instrument is the Corporate Seal of said Company; that the said Corporate Seal and his/her signature were duly affixed by order of the Board of Directors of said Company. IN TESTIMONY WHEREOF, I have hereunto set my hand and affixed my Official Seal, at the township of Bedminster, New Jersey, the day and year first above written. LINDA SME' R , Notary Public, Middlesex, NJ My Commission Expires December 16, 2001 CERTIFICATION I, the undersigned officer of St. Paul Fire and Marine Insurance Company, do hereby certify that I have compared the foregoing copy of the Power of Attorney and affidavit, and the copy of the Section of the By -Laws of said Company as set forth in said Power of Attorney, with the ORIGINALS ON FILE IN THE HOME OFFICE OF SAID COMPANY, and that the same are correct transcnpts thereof, and of the whole of the said originals, and that the said Power of Attorney has not been revoked and is now in full force and effect. ) 7th day of .Tanttary 19 99 . MICHAEL W ANDERSON, Secretary • t+I 1411690 nowilitH • • OtHO3S •••=1: • ": E ',11111)111/ cVNIC11119 SOVVOVO ••• . ........ • On Site Architectural & Landscape Improvements Cascade Business Park Opus Northwest LLC 116199 ITEM Install 10 ft wide lawn at building west side Install asphalt & curb at SW planter Install landscaping along West Valley frontage Complete building painting Subtotal Fee WSST TOTAL PROJECT COST BOND AMOUNT (150% x project costs) QTY UP 1 Is $500.00 1 Is $300.00 $300.00 1 Is $10,125.00 $10,125.00 1 Is $4,100.00 $4,100.00 $15,025.00 $15,025.00 8.00% $1,202.00 $15,025.00 8.60% $1,292.15 TOTAL Comments $500.00 Weather dependent $17,519.15 Weather dependent To be complete in conjunction with West Valley ;. frontage improvements Weather dependent TO: Kelcie Peterson Permit Coordinator City of Tukwila 6300 Southeenter Blvd. Suite 100 Tukwila. WA 98188 RE: Glacier Cascade Development Permit Application No. D98-0041 4:9900.1 cc: Wayne Eddy, Opus Northwest, LLC Dana Warren, Warren Company Ali Sadr, Barghausen Consulting Engineers, Inc. CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES LETTER OF TRANSMITTAL DATE: December 17. 1998 SENT VIA: Courier OUR JOB NO: 6869 RECEIVED DM OF TUKWILA DEC 1 7 1998 PERMIT CENTER 1 each 1 each 1 each 6 sets 6 each 2 each Revision Sheet Comment Response Letter City Redlines Roadway Improvement Plans Channelization Plan Lighting Calculations Please route the enclosed revisions for Glacier Cascade at your earliest convenience. Thanks for your help. Signed: 104 Executive Assistant Betsy Dyer 18215 72ND AVENUE SOUTH KENT, WA 98032 (426) 251-6222 (425) 251-8782 FAX 6869t.004 Joanna Spencer City of Tukwila Public Works Department 6200 Southcenter Boulevard Tukwila, WA 98188 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES December 16, 1998 RECEIVED CITY OF TUKWILA DEC 11 1998 PERMIT CENTER RE: Glacier Cascade Our Job No. 6869 Dear Joanna: Enclosed are the modified roadway improvement plans for West Valley Highway (State Route 181) from your plan check comments dated August 14, 1998. The plans have been revised in the following manner: Cover Sheet 1. All comments concerning the West Valley Highway (State Route 181) half - street improvement cross- section detail have been addressed including the design basis for the street improvement. 2. The storm drainage general notes have been revised to incorporate the redline comments. 3. The pavement section shown on the plans for road improvement is based on information received from the City of Tukwila Public Works department. Roadway Improvement Plans 1. An additional street lighting plan has been added to the plan set to incorporate all redline comments referring to illumination. 2. The existing catch basin and storm pipe off of the main lines have been called out to be removed. The new proposed storm pipes have been extended to the storm drain manholes on the mainline. 3. A note to install round solid locking lids on existing manholes have been added to the plans. 4. A new proposed sidewalk has been added at the intersection of West Valley Highway (State Route 181) and Todd Boulevard and a note to coordinate with the AHBL design has been added. In addition, a new handicap ramp has been shown on the plans. r \11 t "11II 111'N\ 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251 -6222 (425) 251 -8782 FAX IicWor City of TUAWfla Department of Public Works UBLIC WORKS DEPARTMENT COMMENTS R OJECT NAME: Cascade Business Park Buildings A & B(August 14, 1998 revision ERMIT NUMBER: D98 -0040 & D98 -0041 LAN REVIEWER: Contact Joanna Spencer at (206) 433 -0179 if you have any questions regarding the following comments. 2. Street lighting is required along whole frontage of the property West Valley Highway, Todd Blvd, and Cascade Ave. Applicant shall prepare a street lighting plan and street lighting calculations and coordinate street lighting requirements with Mr. Ted Freemire, Public Works Operations Manager at 206 - 433 - 1861. ;John W Rants, Mayor : 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433 - 0179 • Fax (206) 431-3665 ow: vio/9e i 9'33820 No oz. Cascade Buitding A & B LOSStiOCA Building 13, _ ceaer•ctor Crowr.over of= OPUS —j Vaunt: auray nap 'a Pre:ea a Sits Dave and Gene frorr. Criwnovcr cons: Field Report Date: Septe:rtber II, 199£ To: Wayne Eddy Opus Northwest I..LC 2W • 1 12 Avenue 1•;E, Suite 205 Bel1enat, 'QA 91004 La No.: • Ste: 425-251-5759 Fhotte No.: Site 425-231.1.512 • Larry Hig r.3 Design Engineer aw CC: Tony Sconzo a 425.455.935 t Dave a Crowamr 4252514276 & STRUCTUP.M. alga:DOFF:Ma t ANNIMRS. -00 6 1/ The following was noted! Reason fur i.te visit: To observe the general construction, as built tc date. The ire.erior slab on grade has been completed for buildings A 3t B. The panels, for the firs: pour of buiEth. B, have been mostly completed awaiting the concrete pour 9/11/98 am. Pick ups from the spedal inspector were bin completed 1. 1 had observed that in a kw of the panels with two :ayers of reinforcing, that the top layer had not been chaired enough, and had iaged toward the middle. Dave put some men on the task of chairing up the top layer. This was being corrected while I was at the she. 2. The reinforcing az the top of thc F panels (Opening panel for the set back loading dock door), was fourld to be too congested. This was corrected while I was there, and a detail was sent to you and Crownover to satisfy the special inspector. Whi'.e 1 was their, Crownover asked if I would review another nsis design for the panels. They were concerned that the approved nix (with coarse aggregate of 1 3/8" ) would not flow well around rhe heavily niinforced pa.iel areas, and may cr.ise voids rm the fact of the panel. The mice design was faxed to my office and 1 reviewed the &sip. I faxed the detail for kern #2 above along with tile mix design back tc you yesterday. The work performed to date, appetrs to be in general conformance with the contract documents. S FITS7 331%3364ot doc 2215 Norm 30m STREcr, Sr 300 r•cc•ta. WA 01403 PH: i253) 38.1.2422 F. (233) 3183.1t72 ora_mfax...c • • • • • , •',.. 1•*:: - • • •••"•:.: „ • • . . . . .: .. . . ' • : _„. . : . . .-. .. , . . , . . . PRELIMINARY REVIEW COMMENTS cc: Permit Center Michael Jenkins, Planning Division Gary Barnett The Tukwila Public Works Department has com oleted it's review of the _ application materials you submitted on AO.. " g (Application # ). • The attached comments or corrections mu be addressed before we can recommend approval of your pennit(s). Please be aware that you will probably receive comments and corrections from other City departments, as well. When you re-submit your corrected plans to the Permit Center for further review, your re-submittal must respond to the comments of all City departments at the same time. You will know when you have received the comments of all departments involved with your project, when you receive a "Correction Letter" from the City's Permit Coordinator. The Permit Center cannot accept your re-submittal until after you have received the Correction Letter reflecting all departmental comments and corrections. In the meantime, if you have questions regarding the attached Public yorks Departtient comments and corrections, please contact " ) / 112-4 ' ca-Pe a 206 433-0/79 . If you have other questions regWrding the status of your permit application, please contact the Permit Center at 431-3670. T o:: Permit Center, Kelcie Peterson From: Public Works, Gary Barnett Re: Cascade Building A and B (D98- 0040;'0041) Date: 7. 17.98 Public Works requires the following revisions/information prior to building permit issuance: 1. Engineer shall sign and stamp storm drainage report 2 .: Applicant shall provide letter from traffic engineer re trip generation _3 Applicant shall provide substantiation of property valuation of 58.00 per square foot using sales documents, comparable sales analysis, tax assessors data or similar verifiable methodology. 4. With items 2 and 3 complete, Public Works will be able to determine the traffic mitigation fee /offset for this project. As a permit condition, when issued, please place the following conditions on the permit for each building: 1. Applicant shall provide street improvement plans for West Valley Highway to city for review prior to July 30, 1998. Street improvements shall be constructed prior to C. of O. 2. Applicant shall provide a statutory warranty deed, title report, construction cost estimates etc. to complete the tumover process prior to C of O. Informational handout regarding the turnover process is available from the city. The site civil plans are complete and show the correct dimensions between architectural site, landscape and civil site. Public Works recommends the designer reconsider the proposed driveway widths as shown on the architectural site plan. Public Works recommends the north driveway be 35' at the sidewalk and throat area, then reduce to 31' aisle. For the southwest driveway we recommend the width be 40' with 15' radius in the sidewalk zone and the landscape curbing. This width and radius will facilitate large trucks making a 135 degree turn into the site. Alternatively, the designer may wish io consult the turning templates for additional information. cc Alexa Berlow Jack Pace Nick Olivas Joanna Spencer ~• N ... .... NN 1908 City Tukwila John W Rants, Mayor J Department of Public Works Ross A. EamsI P E, Director NOTIFICATION OF UTILITY PERMIT ACTION i JJS /tkf Permit Center Public Works Engineering FIRE t ooP,#yyvit Curb Cut/Access /Sidewalk Channelization/Striping Land Altering Sanitary Side Sewer Storm Drainage Landscape Irrigation 1 1/2" Perm. Water Meter 1 1/2" Deduct Water Meter DATE: July 24,1998 SUBJECT: Cascade Business Park - Bldg A 18404 Cascade Ave S Project Number: PRE97 -022 Permit Number: D98- 0041 Contact Person: John Gordon Phone: (425) 453 -4100 THE FOLLOWING PUBLIC WORKS PERMITS HAVE BEEN APPROVED FOR ISSUANCE IN ACCORDANCE WITH THE PLANS APPROVED ON JULY 24, 1998: PERMIT FEE fs. 25.00 25.00 283.50. 20.00 25.00 25.00 625.00 No Fee TOTAL: $1•0 ,os3.S Two copies of the confirmed Utility Permit Application and plans are attached for inclusion in the permit file. CF: Development File (with copy of application and plans) PW Utilities Inspector (with copy of application and plans) Finance Dept. (with copy of application) 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433.0179 • Fax (206) 431-3665 • Re: July 17,1998 Gary Barnett Public Works Department City of Tukwila 6200 Southcenter Blvd Tukwila, WA 98188 Traffic Mitigation Cascade Business Park — D98 -0040 Opus Northwest, Inc. Dear Mr. Barnett, RECEIVED CITY OF TUKWILA JUL 20 1998 PERMIT CENTER WARRE\ c O \I 1' \ \ ' Real Estate Development Services This letter is in response to your voice mail message requesting further clarification regarding the dedication of right -of -way as an offset against our traffic mitigation fees. I had previously included along with our drawing corrections a letter stating the following: "TP &E, our traffic consultant, have revised the calculation for the mitigation fees based on PM peak hours. They have informed us that the ITE manual has been recently updated and the revised mitigation fees based on the PM peak hours remains the same as previously calculated for the noon peak. I have attached a copy of the letter from TP &E. Please feel free to contact Larry Hobbs at TP &E if you have any questions regarding this revised calculation. As stated in our traffic report the total mitigation fee will remain at $31,885.00. 5,332 square feet of right -of -way will be dedicated to the City of Tukwila as a result of the West Valley widening. The value of this land is $8.00 per square foot for a total of $42,656.00. Per your direction, the value of the dedicated right -of -way will be deducted from the mitigation fee owed Since the value of the land exceeds the mitigation fee, we propose that the $10,771.00 excess be applied to Opus's traffic mitigation for the Glacier project." I have attached another copy of the letter from TP &E along with a copy of the original traffic report. I have also attached a copy of a July 10, 1998 "Comps" sales report that confirms 2 recent sales of similarly zoned property in the City of Tukwila. We have taken an average of these two values to come up with a value of $8.00 per square foot. As stated above, there is 5,332 square feet of property that we are being required to dedicate for right -of -way, with a value of $42,656.00. 500 Union Street, Suite 900 Seattle, Washington 98101 Tel: (2061749.9484 Fax: 12061749.9483 M1 -ZONED PARCEL 4400 S. 131st St. Tukwila, WA 98168 Assessor #: 734920- 0220 -05,0225 Sale Price: 5369,000 Buyer: Theodore D. Jorve, (206) 933-8275 Down Payment 5186,000 Financing Seiler Bal: 5183,000 SPECULATIVE R&D BUILDING 12600 Interurban Ave. S. Tukwila, WA 98168 Assessor #: 000480 -0010 -07 Sale Price: 51,440,747 SqFt: 192,100 Units: 0 Cap Rate: 0.00% Legal: Lot 3 -B City of Tukwila final Way S 10054 E. Tukwila, WA 9 Assessor #: 562420 -097 Sale Price: 5850,000 SqFt: 36,025 Units: 0 Cap Rate: 0.00% Legal: Por trt 55 Moores 5 Acre Trts Seller: M/M Thomas H. & Mary E. Kent, (360) 520-0699 Buyer: The Muckleshoot Indian Tribe, Ken Lewis (253) 939-3311 Down Payment 5850,000 Financing Not Applicable: all cash sal 13al: $0 9888 Carroll Centre Rd. Suite 100, San Diego, CA 92126 (619) 578 -3000 (800) 821 -1573 COMP #: KGC-51217-03-97 Map: 655-E1 Recording Date: 12/18/96 SqFt: 43,296 S /SqFt: 58.52 Units: 0 S/Unit: SO • Cap Rate: 0.00% Zoning: MI, TUKWILA Legal: Lots 6 thru 10 blk 4 Riverton Seller: Phyllis A. Dickey, SPACE -FISH HABITAT COMP #: KGC- 52114 -01 -98 Seller: AE Reo 1I1 LLC, The O'Connor Group (818) 637 -7770 Buyer: Teutsch Invs. & E. Valley 34 LLC, John Teutsch (206) 728 -1 130 Down Payment $1,440,747 Financing Not Applicable: all cash sale Bal: 50 COMP #: KGC- 51280 -06 -97 Map: 655-F1 Recording Date: 04/03/97 S/SqFt: S7.50 S/Unit: $0 Zoning: LCI, TUKWILA Map: 625 -D5 Recording Date: 12/04/97 S/g'QFt.: 523.59 $/Unit: S0� Zoning: M2, KING 1›- Vacant Land Vacant Land Quick Comp Report Friday, July 10, 1998 Page 2 Licensed by: Colliers Macaulay Nichols RECEIVED CRY OF TUKWILA JUL 2 0 1998 PERMIT CENTER RECEIVED . JUL 2.0 1998 TUKWILA PUBLIC WORKS The information contained herein hu been received from what are believed to be reliable sources but no guarantee as to fu accuracy It expreuly or implicitly made by COMPS InfoSyatema, Inca. COMPS it a trademark of COMPS InfoSyatems, Inc. Reproduction in any form without the expressed written content of COMPS InfoSyttemt, Inc. is prohibited. All rights reserved. Copyright 1997 by COMPS InfoSyatema. Inc. • • - • ••• • PROJECT NAME: CASCADE BUSINESS PARK Bldg B • • PERMIT NO:. D98-0041 • • PLAN REVIEWER: Contact Joanna Spencer at (206) 433-0179, if you have any questions . ' regarding the following comments. ' Applicant shall revise plans per attached markup set and July 7, 1998 letter from 1 * paryBamett to Tukwila Permit Center. • ' • ce4 C avL. 414 )41 7/7/4)s ?' 7d Cpe) a &As, / 14) e,YI &tie- 4 0 1 -- o...ax_41 c,ffrn-7,1 e ze/1/17-4, 42-e-e-1 7 ‘ ) ""e 1 c; v,:/) 7 6 i yh_ c . 0' da-?c_,-,70-14 owl tt t/4 //t aL, FL, 4eG ) fro/ j fe)/(eui 62-ex"-e // /'971 y rr / men (//14 ece t-/-reye:426 , d6 9 •/ 1 it-e4 /,6/1;r Gala,/ /1/0c/ e. 0„ "0/ a afra 0 / ' 1 :ee LU-6ek / i -,?-r)mt ee-tr /v0Z: C-- 7 e 7 4.v• '?2 pPt • 7C 0 //:;. ./569.641 a2Ge,f/7‘- 7 /7-nax , 5. - P- 1 n416 K/O Ms. Kelcie J. Peterson Permit Coordnator City of Tukwila 6300 Southcenter Boulevard Tukwila, WA 98188 RECEIVED crry OF TtKWIIA JUN 2 6 1998 PERMIT CENTER Project: Cascade Business Park - Building A, Our File No. 97338.10 Subject: Second Submittal for Cascade Business Park Building A 18404 Cascade Avenue South City Permit #0098 -0041 Dear Kelcie: We have completed the revision requested by the city and are resubmitting the plans for Public Works review. Please find enclosed two complete sets of the plans plus two additional sets of civil plans, two copies of the Revised Storm Drainage Report and supporting documentation. We have also included a list of the redline comments with action taken. The following actions were taken on the comments provided by Joanna Spencer: PRINCIPALS: GEOFFREY HODSDON. P.E. SE. ALLAN E. BESSETTE P.E. S.E GEORGE J. LINDSAY. P.E SEAN M COMFORT, PE PAUL B. McCORMICK, PE A ASSOCIATES DOREEN S GAVIN, PE THOMAS R. HICKS PE TIMOTHY D. HOLDERMAN A 1. Applicant shall revise the utility site plans per Public Works mark -up forwarded to the applicant's engineer on April 17, 1998 and per subsequent meetings with Mr. Dana Warren. Revised per attached list. 2. Applicant shall coordinate frontal improvements /widening along West Valley Hwy. With City of Kent and coordinate channelization with WSDOT. Eight -foot wide sidewalk is required along West Valley Hwy. Per June 17, 1998 meeting with Public Works; to be provided under separate cover. 3. New sidewalk shall be installed along Cascade Avenue South and Todd Boulevard —see attached TMC Sidewalk Width Requirement Table. Submit a street lighting plan and street lighting calculations. Applicant shall contact Mr. Ted Freemire, PW Operations Manager @ (206) 433 -1861 regarding any street lighting questions. Sidewalk revision made; street lighting analysis to be provided with street light revision to West Valley. 2215 NORTH 30TH STREET SUITE 300 TACOMA. WA 98403 PH: (206) 383 -2422 FAX: (206) 383 -2572 ahbi_inc @ix.netcom.com ;Y J. rv�rwt'a' + HBL uC�rn}S{'3FK sY7Es 4.Ai`f on this' matter. . ommercial driveway, 35 feet maximum width per PW standard plan RS -9 is required on Cascade Avenue. Asphalt street opening will not be allowed. Revised. Applicant shall coordinate fire hydrant requirements (location /spacing) with Tukwila Fire Department. Added to plan. Applicant shall provide a pedestrian connection between West Valley Highway an Cascade Avenue South. Owner negotiation with city. ou have any questions, please contact me at (253) 383 -2422. Thank you for your assistance Cascade Buildings Comments (From Redlined Plans - starting at the top left): CITY TUu JUN 2 6 1998 PERMIT CENTER Sheet C1 1. Provided Fire hydrants per code and fire Department requirements. The plans have been updated to . show the fire hydrants. The city is requesting a cross section showing the location of the storm pipes with respect to the footings along the south access. Included in the package. 3. The city is requesting the pipe and ditch as -shown on the topo to be shown on the plans. AHBL will clarify the comment. We know that the comment relates to the manhole shown on the topo with a note not found. We have a surveyed location for the manhole and added to the plans. The city requested a letter from the City of Kent stating no detention is required and that the pipes down stream can handle the flows. Dana Warren is providing letter. City comment, "Where do footing and or underslab drains connect, see detail S1.0/4. The Geotechnical report states that they are not required. The detail shows where pipes can be placed adjacent to the building. Please note the detail has been revised to show a 1 to 1 influence line per structural engineer. The city is requesting a pedestrian access through the site. The owner is working an agreement out with city. Key note 11 does not agree with the architectural plans, the civil states that the double check valve is inside the building and the arch states it is outside the building. Our understanding is that the arch have been revised. The city is requesting Sanitary Sewer information regarding Station and size. Previous phone calls on this issue dealt with the fact that they are existing stubs per as-built information. The construction notes require the contractor to verify location and material prior to construction. 9. The roof drain system and the symbol for the sewer connection clean out appear to cross. The symbol scales almost 3 -feet wide, a smaller symbol would be hard to see. The drawing will be cleaned up to properly show the locations. 10. ADA receiver ramps are not required per 6/17/98 meeting. 11. Frontage improvements will include a new curb line 40 -feet from Center line, and an 8 -foot sidewalk. This will require the relocation of existing street lights. The street light plan and sidewalks can be a separate submittal, and need to only show the 8 -foot dedication with a note on about the sidewalk and street lights, per 6/17/98 meeting. 12. Street lights along Cascade, we contacted Ted Freemire per the memo and will provide calculations prepared by the same sub - consultant preparing the lighting revisions for West Valley Highway. The calculations will provide an estimate of the lighting provided by the existing lighting on the opposite side of Cascade and recommend improvement if required. Sheet C2 - was not included review set. However it was very similar to the sheet C2 for Glacier Building. We will address the issues on the Glacier. Sheet C3; Minor issues only, revisions made and calculations provided. ± JIM 23 16 1 T0- 2067499483 =r f June 23, 1998 • T -163 P.02/02 TRANSPORTATION PLANNING & ENGINEERING, INC. 2101 • 112Th AVENUE N.E.. SUITE 110,-7-' BELLEVUE,' WASHINGTON 99004 'TELEPHONE (42S) 455.5320 FACSIMILE (ABS) 4534190 • RECEIVED CITY OF TUKWILA JUL 2 0 1998 RECEIVED PERMIT CENTER JUL 2 0 1998 TUI <WILA PURt»iC WORKS ,ti:1MMaotMn: : N'.ilo ' gI• , -1!, ,4ry. Mr. Dana Warren WARREN COMPANY 500 Unbn St., Suite 900 Seattle, .WA 98101 Glacier Building and Cascade Building Traffic impact Fees Dear Mr. Warren: Per your request we were set to calculate the pro -rata share contributions for street improvement projects based on PM peak hour traffic volumes rather than noon peak traffic volumes as contained in our reports dated July 28, 1997 for the above projects. The project traffic volumes generated during the noon peak are approximately 68% of the PM peak hour traffic volumes generated according to the data used at the time of the reports. Since the reports were written, however, a new edition of the Institute of Transportation Engineers (ITE) Trip Generation, has been published. The warehouse category (Land Use 150) in the new sixth edition (1997) has been updated to reflect the most current information. There is a substantial difference in the rates for calculating trip generation for a warehouse. The fifth edition has a rate of 0.74 trips per 1,000 square feet of building area and the sixth edition has a rate of 0.51 trips per 1,000 square feet. The new rate Is, coincidentally, 68 percent of the ofd rate. Therefore, the noon peak hour trips presented in our reports can be considered the same as the PM peak hour trips using the most updated trip generation information available. All noon peak hour fees calculated in Table 2 of our reports canrbe used for the PM peak hour trips generated. If you have any questions please call me. Very truly yours, TRANSPORTATION PLANNING & ENGINEERING, INC. LDH:es Larry D. bbs, P.E. Transportation Engineer T083297xtra.doc Tr; CASCADE BUILDING TRAFFIC IMPACT ANALYSIS RECEIVED CITY OF TUKWILA Prepared for JUL 2 0 1998 PERMIT CENTER Mr. David Kessler OPUS NORTHWEST LLC 200 Ave. N.E., Suite 205 Bellevue, WA 98004 Prepared by TRANSPORTATION PLANNING & ENGINEERING 2101 - 112th Ave. N.E., Suite 110 Bellevue, Washington 98004 Telephone - (425) 455 -5320 FAX - (425) 453 -7180 !EXPIRES 9 /15 /qe June 22,1998 City of Tukwila Mr. John Gordon Opus Northwest 200 - 112th Avenue Northeast, #205 Bellevue, Washington 98005 Sincerely, 1 Kelcie J. Pe son Permit Coordinator Enclosures File: D98 -0041 PRE97 -022 John W. Rants, Mayor Department of Community Development Steve Lancaster, Director Dear Mr. Gordon: SUBJECT: CORRECTION LETTER #1 Development Permit Application Number D98 -0041 Cascade Business Park - Building A 18436 Cascade Av S This letter is to inform you of corrections that must be addressed before your application for development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Public Works Department. At this time the Building Division, Planning Division and the Fire Department have no comments regarding . your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision.block. In order to better expedite your resubmittal a Revision Sheet must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions please contact me at the City of Tukwila Permit Center at (206) 431 -3672. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-366S pUBLIC WORKS DEPARTMENT COMMENTS PROJECT NAME: CASCADE BUSINESS PARK - Bldg 4 PERMIT NO: D98 -0041 PLAN REVIEWER: Contact Joanna Spencer at (206) 433 -0179, if you have any questions regarding the following comments: JUNE 18, 1998 Applicant shall revise the utility site plans per Public Works mark -up forwarded to to the applicant's engineer on April 17, 1998 and per subsequent meetings with Mr Dana Warren. Applicant shall coordinate frontal improvements /widening along West Valley Hwy with ity of Kent and coordinate channelization with WSDOT. Eight ft wide sidewalk is required along West Valey Hwy. New sidewalk shall be installed along Cascade Ave S and Todd Blvd - see attached TMC Sidewalk Width Requirement Table. Submit a street lighting plan and street lighting calculations. Applicant shall contact Mr Ted Freemire, PW Operations Manager @ (206)433- 1861 regarding any street lighting questions. 4. Commercial driveway , 35 ft max width per PW standard plan RS -9 is required on Cascade Ave. Asphalt street opening will not be allowed. 5. Applicant shall coordinate fire hydrant requirements (location/spacing) with Tukwila Fire Department. 6. Applicant shall provide a pedestrian connection between West Valley Hwy and Cascade Ave South. f: • "�. ;y� 1`JY.a lit'JI xiY N �ri.P'e1._Sli rja 41 a r 1iH,'• l 4J'"i�15�'t qr },�. ii 1f H! 7 " , .�' 4 ^ r .Yi Ey S:'Si3Oi.C; I;A. T ''E CONSULTING ENGINCERS. ' cc: Mr. Thomas Sconzo Sconzo/Hallstrom Architects 919 - 124th Ave. NE, Suite 101 Bellevue, WA 98005 o :\fa+satt { ihcA ?, {rr, : } iJi A PROFESSIONAL 2030 FIRST AVENUE TELEPHONE: (200) 256.1603 SERVICES'. - SUITE 203 " FAX (206) 256.0107 CORPORATION SEATTLE. WASHINGTON 06121 Mr Duane Griffin City of ,Tukwila 6300 Southcenter Blvd:, Suite 100 Tukwila; WA . 98188 R egarding 98 -T -08 Cascade Business Park - Building A (D98- 0041) .: RFA #980102-08 Dear_ Mr. Griffin: W e have reviewed information for the proposed project with the structural provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. We have no additional comments. Enclosed are the drawings, calculations, geotechnical report, as well as correspondence from the structural engineer. Please note that the enclosed calculations and geotechnical report also apply to Cascade Business Park - Building B (D98- 0040). All drawings that refer to Building B in the enclosed drawing set do not apply. This permit is for Building A only. We have forwarded a copy of this letter to the architect, Sconzo/Hallstrom Architects, for your convenience. If you have any questions, please call me directly at (425) 255 -3099. Sincerely ROBERT FOSSATTI ASSOCIATES, INC., P. S. May 18, 1998 Ms. Crystal Kolke Senior Plan Reviewer Robert Fossatti Associates, Inc., P.S. 2030 1' Avenue, Suite 203 Seattle, Washington 98121 Project: Subject: Dear Ms. Kolke: 8. AHBL IlECEIVEO MAC 1 R Eceitte o X44 Y 1 8 1998 ROBERT FO);SMjj ASSOC. Cascade Business Park Building A, Our File No. 97338.20 Permit No. D98 -0041 RFA No. 980102 -08 Response to Review Comments Following are our responses to the review comments noted in the April 24, 1998, letter from you to Mr. Duane Griffin. The numbered responses below correspond to the same numbered comments from your letter. General 1. Sheet S1.01, note 1.5.4.5 has been added to include inspection of embedded items in concrete. 2. Sheet S1.01, note 5.1.2 has been revised to require WABO- certified welders. 3. Calculations pages B1 -B2 are enclosed for the glu -lam beams. 4. Per the EXCEPTION in UBC section 1915.8.3.2, in tilt -up construction, the connection at the base of the wall may be made to a floor slab, as shown in detail 1/S2.03. 5. Calculation page F3 is enclosed for the connection of Type F panel to the foundation. Lateral 6. Page P32 in the original calculations was for a 7 -1/4 -inch -thick concrete wall with no openings. The actual 7 -1/4 -inch walls contain openings which reduce their mass. Calculation page P32A is enclosed, showing a revised roof connection force of 594 plf. 6.a) Sheet S3.03 has been revised to show the higher axial load of 6.0 kip required at 7- 1/4 -inch walls with parapets. 6.b) Sheets S3.01, S3.02, and 4/S3.03 have been revised to show 4 -foot spacing of the tension ties at 7 -1/4 -inch walls. 7. Calculations pages L33 -L35 are enclosed with roof diaphragm and sub - diaphragm calculations. 8.a) Calculations pages L36 and L37 are enclosed showing the connection design without using a one -third increase in allowable stresses. 2215 NORTH 30TH STREET SUITE 300 TACOMA. WA 98403 PR (253) 383 -2422 FAX: (253) 383 -2572 ahbUnc @ix.netcom.com A Ms:' Crystal Kolke Mays 18;':1998. Page 2.` Enclosures kolke05a.158 Garret_ J. Harper Senior Design Engineer GJH /wsn Enclosed with this letter are two sets of revised drawings. If you require any further information, please do not hesitate to contact me. 8.b) As noted in UBC section 1631.2.9.7, diaphragm elements and drag members shall be designed for the more severe case of either motion of the projecting wings in the same direction, or motion in opposite directions. The drag forces noted in calculations pages L36 and L37 are the two worst case conditions for joist and joist girder drag struts. Detail 1/S3.03 has been revised to indicate the design loads to be considered in the joist manufacturer's design of the nailer /joist top chord connection. 0. Calculations page L38 is enclosed with calculations for chord reinforcing. 1. Calculations page L39 is enclosed with a calculation of the lateral load transferred through the tension tie in detail 7/S3.03. Pages P20 and P21 from the original calculations show the design of Panel Type F, which includes the lateral load from the recessed dock panels. Calculations page L40 is included with calculations for the diaphragm shown in detail 14/S3.03. HBL R. 0 B E R T I \ ' I 1/ 1 I A S S O C I A T E S CONSULTING ENGINEERS April 24, 1998 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Regarding: 98 -T-08 Cascade Business Park - Building A (D98 -0041) RFA #980102 -08 Dear Mr. Griffin: We have reviewed information for the proposed project with the structural provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. The following comments should be addressed: General 1. Special inspection of concrete should include embedded items. UBC Section 1701.5.2 requires special inspection on the placement of concrete around bolts. Refer to the Structural Notes on Sheet S1.01. All welding is to be performed by WABO - certified welders. The Structural Notes need to be revised accordingly. 3. Calculations should be provided for the design of the GLB members shown in Sections 8, 14, and 15/S3.03 for flexural and axial loads combined. Refer to UBC Section 2308. 4. The typical wall -to- footing Section 1/S2.03 does not show an adequate superstructure -to- foundation connection, as required by UBC Section 1809.3. Calculations should be provided justifying the chosen means of connection. 5. Calculations should be provided justifying the connection of the Type F concrete panels to the foundation. The design should be coordinated with page P20 in the calculations. Refer to Section 10/S2.03. Lateral A PROFESSIONAL, • SERVICES • CORPORATION 2030 FIRST AVENUE SUITE 203 SEATTLE, 11i1SIIINGTON 98121 TELEPIIONE: (200) 250.1003 FAX: (200) 256 -0197 RECEIVED APR 2 7 1998 COMMUNITY DEVELOPMENT 6. Page P32 of the calculations shows a roof connection force of 660 plf at 7 -1/4 inch thick concrete panels with parapets. a) The connection is detailed in Sections 2 and 3/S3.03 where the roof joists are perpendicular to the wall. These details call out an axial force that the joists are to be designed for as 5k. The critical design force should be 6.6k at 7 -1/4 inch thick concrete panels with parapets. The drawings should be revised accordingly. Where joists are parallel to the 7 -1/4 inch thick concrete panels with parapets, the connection is shown in Section 4/53.03. The MTT28B Tension Ties at 8 feet on center are not adequate for the connection (660 plf x 8' _ 5.28k). 7 . Calculations should be provided that evaluate the roof diaphragm and subdiaphragms. Refer to UBC Section 1631.2.9.4. A plan structural irregularity, Type B, occurs due to the reentrant corners; refer to UBC Table 16-M. The following issues need to be addressed: a) UBC Section 1631.2.9.6 requires that connections of the diaphragms to the vertical elements and to collectors and connections of collectors to the vertical elements are to be designed without considering the one -third increase usually permitted in allowable stresses for elements resisting earthquake forces. Diaphragm chords and drag members are to be designed considering independent movement of the projecting wings of the structure as outlined in UBC Section 1631.2.9.7. An LVL nailer is called out on the drawings to be shop installed; for example, see Section 1/S3.03. Minimum design parameters should 13e provided on the drawings for the design of this nailer to the joists. 10. Calculations should be provided that justify chord reinforcing shown in the Chord Reinforcing Schedule, Sheet S4.01. 11. Calculations need to be provided that evaluate the connection of the wood ceiling between the concrete panels for the support of the panels. Refer to Section 7/S3.03 and UBC Section 1611. The Cp factor needs to be used, and increased, as indicated in UBC Table 16-0, footnote 3. Similarly, the connection in Section 14/S3.03 needs to be justified with calculations. The above listed review comments should be responded in itemized letter form. We recommend that the permit applicant have the structural Engineer of Record, ABHL Engineers, respond to the above comments and resubmit two copies of revised drawings and one copy of supplemental structural calculations directly to our office. We have forwarded a copy of this letter to the architect, Sconzo /Hallstrom Architects, for your convenience. If you have any questions, please call me directly at (425) 255 -3099. Sincerely, April 24,1998 Mr. Duane Griffin Cascade Business Park - Building A Page 2 ROBERT FOSSATI'I ASSOCIATES, INC., P.S. rysfa1 Kolke Senior Plan Reviewer cc: Mr. Thomas Sconzo, Sconzo /Hallstrom Architects c: \fosaatti\ tukwila \98t08r1.doc C rystal Kolke Robert Fossatti Associates. Consulting Engineers 2212 Camas Circle S.E. Renton, WA 98055 • Sincerely, Enclosures Department of Community Development Please do structural review per U.B.C., 1994 Edition. If you have any questions, please call me at 206 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431%3670 • Fat. (206) 431.3665 • kit City of Tukwila Department of Community Development Steve Lancaster, Director John W. Rants, Mayor FebniarY 23; 19981 Mr. Joh n Gordon Opus Northwest 200 - 112th Avenue Northeast, Suite #205 Bellevue, Washington 98005 Dear Mr. Gordon: SUBJECT: LETTER OF COMPLETE APPLICATION Development Permit Application Number D98-0040 Cascade Business Park - Building A 18436 Cascade Av S This letter is to inform you that your permit application received at the City of Tukwila Permit Center on February 10, 1998, was reviewed at the February 12, 1998, plan review meeting. Your application has now been determined to be complete. Your permit has begun the plan review process, you will be notified of any required corrections or when your plan is approved. If you have any concerns or questions please contact me at the City of Tukwila Permit Center at (206) 431-3672. Sincerely, 7-4,eu Kelcie J. Peterson Pe. Coordinator File: D98-0041 PRE97-022 —.N.— 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 4313665 919- 1240I AVENUE NE, SUITE 101 ; ,:BELLEVUE, WA 98005 (425) 455 -3203 ( 425) 455 -9351 FAX . . City of Tukwila D epartment of Community Development 6 300 Southcenter Boulevard, Suite 100 T ukwila, Wa 98188 Application: for Lot Consolidation for Glacier Cascade Business Center e following Permits and/or applications have been applied for this. project: Review #97 -0046 SEPA - Determination of Non - Significance issued on September 24, 1997. E97 0016 Shorelines substantial development (part of Design review Grading Permit Application # MI97 -0203 Lot Line consolidation M197 -0147 OPUS. • February 5, 1998 Duane Griffin Building Official Department of Community Development City of Tukwila 6300 Southcenter Blvd. Tukwila, WA 98188 RE: Cascade Business Park — Building Permit Application Dear Duane: This letter is intended to clarify direction given to Opus on 2/4/98 by the City of Tukwila Planning Department regarding Opus' request to submit our building permit application prior to recording a lot consolidation for the subject project. 1. The City of Tukwila has received Opus' lot consolidation for the subject property, the application is considered complete and the review process can begin. 2. Opus understands that a building permit will not be issued until the lot line consolidation is approved by the city of Tukwila and recorded at King County. 3. Opus has been advised that the City of Tukwila will immediately accept Opus' application for the Cascade Business Park building permit. 4. Opus understands that the building permit process can be stopped at any time during the review process if it is determined that additional information is required. 5. The City of Tukwila will not issue a building permit until all conditions established during the Board of Architectural Review process have been satisfied. Should you have any questions, please contact me at (425) 453 -4100. Sincerely, ordon S'' for Project Manager Opus Northwest LLC '; • 112th Avenue NE to 205 Bellevue, Washington 98004 425-453-4100 Fax 425-453-1712 cc: Harry DeMarre, Opus Northwest LLC Bart Brynestad, Opus Northwest LLC Alexa Berlow, City of Tukwila — Planning Department Opus Northwest LLC is an affiliate of the Opus group of companies - Architects, Contractors, Developers Chicago, Columbus, Dallas, Denver, Ft. Lauderdale, Milwaukee, Minneapolis, Pensacola, Phoenix, Sacramento, San Francisco, Seattle, Tampa, Washington, D.C. la Figgg2- 'YI.sFl�i t;A.u: mat TRANSMITTAL FCRM TO: PROJECT: We are sending: ❑ Shop drawings ❑ Change order Number of Copies This Material is: Date Description BY: CA_ l\n o A any If enclosures are not noted, kindly notify us at once Ce oc (/4 ❑ Under separate cover via ❑ Reports ❑ As requested Approval ❑ Approved as noted ❑ For your comment /❑ Approved ❑ Not approved: Resubmit ❑ For your records ❑ For distribution 43 S'"C) ♦ oPus® 915 - 118th Avenue SE Suite 300 Bellevue, Washington 98005 Phone: (425) 453 -4100 Fax: (425) 519 -6800 DATE: � 1 • DISTRIBUTION: JOB NO: n hlat *- D98 - CpNt ❑ Attached ❑ Prints ❑ Copy of letter ❑ ❑ Specifications ❑ Samples RECEIVED CITY nF •ru 1 - JT.Tr t_ . f_ rrjrrr.. -' PERMIT CENTER - PLAN REVIEW /ROUTING SLIP PZ1rrr COOR copy ACTIVITY NUMBER: D99 - Go 4 -// PROJECT NAME: Crisco. Original Plan Submittal Response to Correction Letter # DATE: �y -9�r• Response to Incomplete Letter X Revision After Permit Is Issued Bui�cI'`ng Division f w » orks u 1 I ftt FO a e1 8 0 1i Structural r D N DETERMINATION OF COMPLETENESS: (Tues, Thurs) Complete Incomplete 0 Not Applicable 0 Comments: TUES /THURS ROUTING: Please Route 0 Routed by Staff 0 (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: CORRECTION DETERMINATION: Approved 0 Approved with Conditions 0 ■PR•ROUTE.DOC 6/98 Pl�nnin�Djyi�i ma Per Coo gm DUE DATE: R' /E No further Review Required C DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: c ,' /S' 7 S Approved 0 Approved with Conditions, Not Approved (attach comments) 0 S:.0 R VIEWERS INITIALS: DATE: 1 . 1 P DUE DATE: Not Approved (attach comments) 0 REVIEWERS INITIALS. DATE. REVISION SUBMITTAL DATE: l Hql PLAN CHECK/PERMIT NUMBER: )3 -OOy/ PROJECT NAME: 101/1 5144155 Le4'U • PROJECT ADDRESS: CITY OF UKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 CONTACT PERSON: 1 DV✓ £d4 . PHONE: 1 1 4 3.6 - - �j f �,S ' REVISION SUMMARY: SHEET NUMBER(S) A 2 .d ( "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: ) v i'4. ` -r 4AJ • R D C ITY R OF E TU E KWILA �a i s % 1999 3/19/96 CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 REVISION SUBMITTAL DATE: U i' PLAN CHECK/PERMIT NUMBER: tcl g 0)4 PROJECT NAME: CASCA - TDE >)S I IJESS ppK - 6 PROJECT ADDRESS: ig ' 3 D IA) - V f W y CONTACT PERSON: J650 1\I fru 6F5e �L_._ REVISION SUMMARY: PL/1-, SHEET NUMBER(S) 1 + l i H Mur 4 Z/ . » . J 1 O F 1 "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: JOAAJ,\JF SPE Bldg. Planning Fire PHONE: C L t2-0 251 - ftEVIS�9NN RECEIVED CITY OF TUKWILA DEC 1 998 CITY USE ONLY Public Works 3/19/96 r<. CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 REVISION SUBMITTAL DATE: 1 1 • PLAN CHECK/PERMIT NUMBER: 1/ r ob J l PROJECT NAME: 6 C.1 'P,r ca.sc c tho &ISM vJ S S CPAil.kl'' PROJECT ADDRESS: CONTACT PERSON: w Y\--t E 61 PHONE: 'PG " /9 / /'d REVISION SUMMARY: r O di 0,( t t� ; c )(once tD kta,wi n S of bw�Lk /\T SHEET NUMBER(S) a , 0 l "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: 3/19/96 October 11, 1998 City of Tukwila Department of Community Development John W. Rants, Mayor Steve Lancaster, Director Mr. Wayne Eddy Opus Northwest 200 - 112th Avenue Northeast , Suite #205 Bellevue, Washington 98004 Dear Mr. Eddy: SUBJECT: CORRECTION LETTER #1 To Revision Received by the Permit Center on August 14, 1998 (Frontal Improvements to West Valley H Development Permit Application Number D98 -0041 Cascade Business Park - Building A 18436 West Valley Hy This letter is to inform you of corrections that must be addressed before your revision to your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Public Works Department. At this time the Building Division, Planning Division and the Fire Department have no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a Revision Sheet must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions please contact me at the City of Tukwila Permit Center at (206) 431- 3672. Sincerely, p Kelcie J. Peterson Permit Coordinator Enclosures File: D98 -0041 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 4313665 Please revise your plans per attached mark ups. Department of Public Works UBLIC WORKS DEPARTMENT COMMENTS John W Rants, Mayor Ross A. Earnst, P. E., Director DATE: October 6, 1998 PROJECT NAME: Cascade Business Park Buildings A & B(August 14, 1998 revision PERMIT NUMBER: D98 -0040 & D98 -0041 PLAN REVIEWER: Contact Joanna Spencer. at (206) 433 -0179 if you have any questions.... regarding the following comments. 2. Street lighting is required along whole frontage of the property - West Valley Highway, Todd Blvd. and Cascade Ave. Applicant shall prepare a street lighting plan and street lighting calculations and coordinate street lighting requirements with Mr. Ted Freemire, Public Works Operations Manager at 206 - 433 -1861. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433 -0179 • Fax (206) 4313665 CITY OF UKW /LA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 REVISION SUBMITTAL DATE: /7 6r ' PROJECT NAME: PLAN CHECK/PERMIT NUMBER: ewsc#, ,' Mac f ' /r4�t CArsm : PROJECT ADDRESS: G'reivic �i ic- J.Pv", S . (¢zS) CONTACT PERSON: �� y PHONE: lige 24 /c72_ REVISION SUMMARY: srhr ja " rte'` S 7,94 -- D /5 3 SHEET NUMBER(S) CITY OF T UKWILI err- ��ru�� Cloud ,. or highlight all areas of revisions and date revtsioha. `�" 1 l { rci i SUBMITTED TO: rz 27 Gfe./i2 i7f6 - ooVo / /24M -6050 ar t ofiul° 5 E? 7 1598 SHEET NO. NO. OF ORIGINALS NO. OF COPIES DATE DESCRIPTION 4 -EA Skylight submittal approved by the Architect • OPUS Opus Northwest, L.L.C. 200 - 112th Avenue NE Suite 205 Bellevue, Washington 98004 To: City of Tuwila Tukwila Washington 98188 ATTN: 130„5 Phone: Fax; GLACIER/CASCADE BUSINESS CENTER TRANSMITTAL 6300 — South Center Blvd. Re: Glacier Cascade b Prepared by: We are sending you: [X] Attached [ ] Under Separate Cover [X] VIA Handdelivered The Following: [ ] Copy of Letter [ ] Prints [X] Plans [ ] Shop Drawings [ ] Change Order [ ] Sepias Project Phone:(425) 251 -1512 Project Fax:(425) 251 -5759 Date: 9 -1698 Job [ ] Samples ( ] Specifications [] These are transmitted: _For Approval _ Approved _ For Your Information X For Your Use _ Approved As Noted _ For Bids Due _ As Requested _ Not Approved _ For Review and Comment Notes: cc: Sincerely, OPUS NORTHWEST, L.L.C. IJii1 Wayne ' ddy, Proje . / anager H9a1 05 6 Stmt CU2tO M:oa 416 K Mgr CARD nat 1100EL OTY. 515 -5050 415 -5098 416 -5050 - A "_ 410 -5098 11 Flcosc opprore dimensions and information as required betow. Please sign betas incFcatin9 your appro./al of Ih:s drawing and your decision concerning FALLCUARD" Skylight Screens. Return this page. to fax R(7I3)G73 -7236 ATTENNON: LES HAIDOO P!eose be advised thol FABRICATION CANNOT IWCIN U'tTIL THIS IS DONE! ❑ FAIICUAFdi' SkyFght Screens have been selected for this project APPROVED BY: DAZE: ❑ Different means of fall proteeion will be utilized. ❑ Pleasee send odditiunol information on FN.LCIJARD Skylrhl Ttct niUI(UVILA ❑ one R), NOVEOSCNfD1JLED SHIP GATE' 741 01 UDR (WAS rnoPROlRr i 0 OOIInemnx. rxrofvrnrr ELICrrxra 10 PL'Srrro. 117:. 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POUNtS 418 ONLY 2 x P DESCRIPTION 1.00 P00$113 NM CAP 1011110 or IA' moue - .006• WICK 014 7/ 11]1 *A . 015' D1•./ 00221 APO W - num IPr sE aux ON Nllat 1.01 1.11 (aft OW. trxvl) SRI AOJUSTrro toUliltfl- M511IUG (CQ44) JQ1., Ut8 111AYL- 10113.13.5111110104P.01. (IC126) ;TV:- 701.41 - 1711 -15 001110 r1U81.62e4) :)E46 • .mititfi ttltt.. -C1' J 1' x Lye' /lint 1U:c (*5321) 1.11: wll/ai W ".:: ndE+tn Av. W21!) L07' 'tORRT81QC= 16E431 Ex1YUQt0 Mull. (4r2n) 1.C6 HMO - cC s-15 Rlm1I0© /10.1. F 013) 0 6' Q.C. UM Shift - 1611 -15 MOB) NAM (4C23l) 0 12' O.C. 3.10 roJUDIL OWL aP - 4017 -I5 Exlil DAM. 0750) L11 UIQD SLR[ - 0001 -15 EC51IIO13 1.14 f6 I We Wag • 12' O.C. .1.17 L 6-32 x 114 PVM11K PAIMUO PMW. fC1 11 (1 151 0 P/14 1.604 )31. 110 WAREMUL V*3l[A (USE I PP 1 . 12 ) 1:19• i 10 -24 x1' 1OWS 112' di„"" 3 1.21 1/4' x 5 /1' FUM U (Gy2(11 .. I LIS CIO K 2' Mtn Al 11' O.0 kO X 0(11)115 IIELS WNW ON MOOEI 401 MAUI rlr DAL! (18[ (*6231) 1' 0Yl x .06 PLAN IIEV/ 1100(1. 415 -tea MODEL 414 -`/140 PRQIECI 110: SEND IO: SPECIALTY PROD. PFQIECE Sw,.Itt,ce,4teR T A !Nita' FAX NO; (206) 630 -4503 CONTRACTOR- A (�y )' jJt_'3�t A11Et1fCft 0. CONNORS REP: SPECl4! IY PRODUCTS • --) DATE: ALUM. FINISH: 1811 MOM 4i1.) 53 PLASTECO, Inc • r000i 1050 • 0 a34141.11211 0 712-451-8110 16130ELS 415 MOD 416 )tIf -OW HEAT ALD SMOKE VENT FOR MW. ON CURS BY DINERS It wi Or. w. (NMI y /!n. t REVISION SUBMITTAL DATE: f¢,t,71/7/l,,''• PLAN CHECK/PERMIT NUMBER: j 4 GYM 4 / PROJECT NAME: ' . 7 .0&/' i y!- PROJECT ADDRESS: / b ' S• �/ �SC�/l/�� i /�Y�iCIC�G� CONTACT PERSON: ..449..Y2/6 jY PHONE: (44 25/ - /Cf2Z REVISION SUMMARY: 4 /i1�'y, 7 2 kV/ ffrf kt if i -pf SHEET NUMBER(S) �� Of ¢- 2 2 q TZ'?s:� p ¢ Q4 ¢ "Cloud" or highlight all areas of fevisions and date revisions. SUBMITTED TO: CITY USE ONLY / C CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 .'Planning Ire ::: , RECEIVED AIM 1 w 1998 PERMIT CENTER PubllccWorks 3/19/96 *MAUI; wwwwaroisnomiNtik REVISION SUMMARY: SUBMITTED TO: �Y! CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 PROJECT NAME: 8y� PROJECT ADDRESS: a '59 ,0 I ) 51-I C REVISION SUBMITTAL DATE: $ luG-/ • PLAN CHECK/PERMIT NUMBER: D "t V v" ` CONTACT PERSON: / %(i �1a' PHONE: i ' /5 /Z 77Righ./ •till ■<04e 7 /4 /J SHEET NUMBER(S) 3 I.0 i 5 O I , d, Oa/ l 03 DI OF TUKWILA RECEIVED "Cloud" or highlight all areas or re visions and date revisions. JUL 2 9 1998 5-3 -0 , S 3 , 0 . 1 5 5 ` ° 3 Pl: T P t�R el " ah CITY USE ONLY 3/19/96 SUBMITTED TO: CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 REVISION SUBMITTAL DATE: 713 O5 PLAN CHECK/PERMIT NUMBER: D Od q ) PROJECT NAME: (Ct5cacIe & Park I r Bids t /I ' PROJECT ADDRESS: I SL3 (P ( 0-5CC J /1-ki S CONTACT PERSON: DConq t i PHONE: REVISION SUMMARY: SHEET NUMBER(S) C I ) C C "Cloud" or highlight all areas of revisions and date revisions. CITY USE ONLY RECEIVED CITY OF TUKWILA JUL���1998 PERMIT CENTER r rC 3/19/96 REVISION SUBMITTAL DATE: [.Y/Tl e PLAN CHECK/PERMIT NUMBER: D l I t PROJECT NAME: CCLxc (V\25 Po[K- Bc PROJECT ADDRESS: l�`"l Cc(iodQ /h CONTACT PERSON: +^/e-' I I I4- PHONE: (Zs'3) 1/5-Y/D1) REVISION SUMMARY: 2•(/ /, d � / W ti / Fire- a y afr,•• -mss Misr- SHEET NUMBER(S) C 1 — c 7 "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: CITY USE ONLY Bldg. Planning Fire CITY OF TUKWILA, , . Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 ' f $1011VID CITY OF TUKWILA JUN sL 2 6 iggR PET�IGIeENTEB e / Y- Public:Works 3/19/96 ■ City of Tukwila Fire Department Review Control #D98 -0041 (512) Dear Sir: Fire Department Thomas P. Keefe, Fire Chief . February 25, 1998 Re: Glacier Cascade Business Park - 18436 Cascade Avenue South, Bldg. #A 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, 10B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) Portable fire extinguishers shall be securely installed on the hanger or in the bracket supplied, placed in cabinets or wall recesses. The hanger or bracket shall be securely and properly anchored to the mounting surface in accordance with the manufacturer's instructions. The extinguisher shall be installed so that the top of the extinguisher is not more than 5 feet above the floor and the clearance between the bottom of the extinguisher and the floor shall not be less than 4 inches. 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 Standard 10 -1) Clear access to fire extinguishers is required at all times: They may not be hidden or obstructed. (NFPA 10, 1 -6.5) John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 City of Tukwila Fire Department Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. (NFPA 10, 4 -3, 4 -4 and 4 -4.3) Every six years, dry chemical and halon type fire extinguishers shall be emptied and subjected to the applicable recharge procedures. (NFPA 10, 4 -4.1) If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10A -4 -4) The inspection tag on the fire extinguisher is required to have the date the'inspection or maintenance was performed and the initials of the person performing the inspection or maintenance. (NFPA 10, 4- 3.4.2) Maintain fire extinguisher coverage throughout. 2. No point in a sprinklered building may be more than 200 feet from an exit, measured along the path of travel. (UBC 1003.4) Exit doors shall swing in the direction of exit travel when serving any hazardous area or when serving an occupant load of 50 or more. (UBC 1004.2) Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. Exit doors shall not be locked, chained, bolted, barred, latched or otherwise rendered unusable. All locking devices shall be of an approved type. (UFC 1207.3) Obstructions, including storage, shall not be placed in the required width of an exit, except projections as permitted by the Building Code. Exits shall not be John W. Rants Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone• (206) 575 -4404 • Fax (206) 575.44139 C City of Tukwila Fire Department Page number obstructed in any manner and shall remain free of any material or matter where its presence would obstruct or render the exit hazardous. (UFC 1203) Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. Exit hardware and marking shall meet the requirements of the Uniform Fire Code. (UFC 1207.1 - 1212.8) Internally illuminated exit signs shall have both bulbs working at all times. (UBC 1013.3) When two or more exits from a story are required, exit signs shall be installed at the required exits and where otherwise necessary to clearly indicate the direction of egress. (UBC 1013.1) The color and design of lettering, arrows and other symbols on exit signs shall be in high contrast with their background. Words on the sign shall be block letters 6 inches in height with a stroke of not less than 3/4 inch. (UBC 1013.2) Aisles leading to required exits shall be provided from all portions of buildings. Aisles located within an accessible route of travel shall also comply with the Building Code requirements for accessibility. (UFC 1204.1) Exits shall be illuminated any time the building is occupied with light having an intensity of not less than 1 foot candle at floor level. Fixtures required for exit illumination shall be supplied from separate sources of power for Group I, Divisions 1.1 and 1.2 occupancies and for all other occupancies where the exiting system serves an occupant load of 100 or more. (UBC 1012.1, 1012.2) John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone (206) 5754404 • Fax (206) 5754439 Page number When exit signs are required by The Building Code (see U.B.C. section 3314(A)), additional approved low level exit signs which are internally or externally illuminated, or self - luminous shall be provided in all interior exit corridors serving guest rooms of hotels in Group R, Division 1 occupancies. The bottom of the sign shall not be less than 6 inches or more than 8 inches above the floor level. For exit doors, the sign shall be on the door or adjacent to the door with the closest edge of the sign within 4 inches of the door frame. (UFC 1212.6) Exits shall not pass through kitchens, storerooms, restrooms, closets or spaces used for similar purposes. (UBC 1003.5) When two or more exits from a story are required and when two or more exits from a room or an area are required by U.B.C. Section 3303, exit signs shall be illuminated. (UBC 1013.3) The power supply for the exit pathway illumination shall normally be provided by the premise's wiring system. In the event of its failure, illumination shall be automatically provided from an emergency system. Emergency system shall be supplied from storage batteries or an on -site generator set and the system shall be installed in accordance with the requirements of the Electrical Code. (UBC 1012.2) Current . supply to one of the lamps for exit signs shall be provided by the premises' wiring system. Power to the other lamp shall be from storage batteries or an on -site generator set and the system shall be installed in accordance with the Electrical Code. (UBC 1013.4) Thomas P. Keefe, Fire Chief Manually operated edge- or surface - mounted flush bolts and surface bolts are prohibited. When exit doors are used in pairs and approved automatic flush bolts are used, the door leaf having the automatic flush bolts John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575-4404 • Fax (206) 5754439 Page. number City of Tukwila John W. Rants, Mayor Fire Department Thomas P. Keefe, Rne Chief shall have no door knob or surface- mounted hardware. The unlatching of any leaf shall not require more than one operation. (UFC 1207.3) Exit doors shall be maintained in accordance with Section 1207. Exit doors shall be maintained in an, operable condition. Doors installed as part of required fire assemblies shall be maintained in accordance with Section 1112. (UFC 1207.1) 3. An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #1742) Fire hydrants are required, as detailed in City Ordinance #1692. Local U.L. central station supervision is required. (City Ordinance #1742) Maintain a 3' clear space around the sprinkler riser(s) for emergency access. (NFPA 13 4 -1.2) When subject to vehicular damage, protective guard posts or curbs are required around all gas meters, electrical transformers, sprinkler valves and hydrants. Posts and curbs are to be painted yellow. (City Ordinance #1692) (UFC 903.4.3, 1106) All sprinkler system plans, calculations and the contractors Materials and Test Certificates submitted to The Tukwila Fire Prevention Bureau must be stamped with the appropriate level of competency seal. (WAC 212 -80) All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 57$4404 • Fax (206) 5754439 number City of Tukwila Fire Department Thomas P. Keefe, Fire Chief W.S.R.B., Factory Mutual, Industrial Risk Insurers, Kemper or any other representative designated and /or recognized by The City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1742). All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #1742) All exterior components of sprinkler systems should be painted RED. This includes: Post indicator valves (PIV), outside stem and yoke (OSY), wall indicator valves (WIV), and Fire Department connection (FDC). (City Ordinance #1742) Hose racks must remain unobstructed to allow the rack . to swing freely. (UFC 1001.7.3) Maintain minimum 40 degrees F. temperature in all areas to prevent sprinkler pipe from breaking and causing unnecessary damage. (NFPA 13 -4- 6.4.1.2) The automatic sprinkler system for new spec warehouses shall have a minimum design density of .39/5600. (City Ordinance #1742) Sprinkler protection shall be extended to all areas where required, including all enclosed areas, below obstructions and under overhangs greater than four feet wide. (NFPA 13- 4- 4.1.3.2.1) All control, drain, and test connection valves shall be provided with permanently marked weather -proof metal or rigid plastic identification signs. The signs shall be secured with corrosion - resistant wire, chain or other approved means. (NFPA 13- 2 -7.3) Calculated sprinkler systems shall be designed with a John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (20) .575-4404 • Fax' (206) .575-4439 ii #k' City of Tukwila Fire Department • Page number 7 10 PSI cushion for low reservoir conditions. (City Ordinance #1742) All new underground piping shall be hydrostatically tested. Test pressure shall be not less than 200 psi for 2 hours. The amount of leakage at the joints shall not exceed 2 quarts per hour per 100 gaskets or joints. Contact Greg Villanueva, Utilities Inspector, Public Works Department, at (206) 433 -0179 to make an appointment. (NFPA 24 -8- 9.3.1, 24-8- 9.3.2) All sprinkler systems, fire hydrant systems, standpipe systems, fire alarm systems, portable fire extinguishers,' and other fire - protective or extinguishing systems or appliances shall be maintained in an operative condition at all times and shall be replaced or repaired when defective. All repairs and servicing shall be made in accordance with recognized standards. (UFC 1001.7.1) A supply of spare sprinklers (never fewer than 6) shall be maintained on the premises so that any sprinklers that have operated or been damaged in any way can be promptly replaced. These sprinklers shall correspond to the types and temperature ratings of the sprinklers in the property. The sprinklers shall be kept in a cabinet located where the temperature to which they are subjected will at no time exceed 100 degrees F. A special sprinkler wrench shall also be provided and kept in the cabinet to be used in the removal and installation of sprinklers. (NFPA 13 -2- 2.7.1, 2- 2.7.2) The fire department connection (FDC) shall he equipped with a 5" Storz fitting(s). (UFC 1003.1.1) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) 4. An approved manual fire alarm system is required for John W. Rang Mayor Thomas P. Keefe, Fin' Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) PS-4404 • Fax (206) S75-4439 Page number City of Tukwila Fire. Department this project. The fire alarm system shall meet•the requirements of the Americans With Disabilities' Act, chapter 51 -20 WAC (Chapter 31 Accessibility), N.F.P.A. 72 and the City of Tukwila Ordinance #1742. H.V.A.C. units rated at greater than 2,000 cfm require auto- shutdown devices. These devices shall be separately zoned in the alarm panel and local U.L. central station supervision is required. (City Ordinance #1742) H.V.A.C. systems supplying air in excess of 2,000 cubic feet per minute to enclosed spaces within buildings shall be equipped with an automatic shutoff. Automatic shutoff shall be accomplished by interrupting the power source of the air - moving equipment upon detection of smoke in the main supply-air duct served by such equipment. Smoke detectors shall be labeled by an approved agency for air -duct installation and shall be installed in accordance with the manufacturer's installation instructions. (UMC 608) Dedicated fire alarm system circuit breaker(s) shall be equipped with a mechanical lockout device. (NFPA 72 (1- 5.2.8.2)) Duct smoke detectors shall be capable of being reset from the alarm panel. (City Ordinance #1742) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) 5. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) 6. Required fire resistive construction, including occupancy separations, area separation walls, exterior walls due to location on property, fire resistive John W. Rants, Mayor Thomas P. Keefe, Are Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 City of Thkwila Fire Department Page number 9 requirements based on type of construction, draft stop . partitions and roof coverings shall be maintained as specified in the Building Code and Fire Code and shall be properly repaired, restored or replaced when damaged, altered, breached, penetrated, removed or improperly installed. (UFC 701) 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 901.4.4) Every building shall be accessible to Fire Department apparatus by way of access roadways with all- weather driving surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided with an approved turn - around area. Access shall be within 150' of all portions of the buildings. (UFC 902.2.2.1, UFC 902.2.1) There shall be no enclosed usable space under stairways in an exit enclosure, nor shall the open space under such stairways be used for any purpose. (UBC 1009.6) (UFC 1210.3) All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (UFC 901.3) Fire hydrants shall conform to American Water Works Association specifications C- 502 -54; it shall be compression type, equipped with two 2 1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1 1/4" Pentagon open -lift operating nut. Tukwila City Ordinance #1741 provides that the required width of any fire apparatus road (fire lane) shall not be obstructed in any manner, including the parking of vehicles. Minimum required widths and clearances shall be maintained at all times. John W Rants, Mayor Thomas P. Keefe, Flee Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 575-4439 An approved water supply capable of supplying the required fire flow for fire protection shall be provided to all premises upon which facilities, buildings or pdrtions of buildings are hereafter constructed or moved into or within the jurisdiction. ' When any portion of the facility or building protected . is in excess of 150 feet (45,720 mm) from a water supply on a public street, as measured by an approved route around the exterior of the facility or building, on-site fire hydrants and mains capable of supplying the required fire flow shall be provided when required by the chief. (UFC 903.2) Any overlooked, hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. TFD file ncd Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575-4404 • Fax (206) 5754439 • Yjl m. u RECEIVED CITY OF TUKWILA JUL 2 9 1998 PERMIT CENTER DeiS• 00 ZOOLj 311 AN snao MT CO/ 9Zti XVd sf :2I 88/8Z7h0 ID # Test Date 1 Field Cure I Age Days Size Inch Area Sq In Weight Lbs Max Load Lbs Strength PSI I Set # 10829 10/5/98 I 7 6x12 28.27! 91130 32201 3 108301 11/5/98 I 281 6x12 28.27) I 10831) 11/5/98 1 281 6x12L 28.27) I 1 3 A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 OPUS Northwest LLC )Dave Kessler 112th Ave NE #205 :Bellevue, WA 98004 Report Date 10/8/98 vibrator. etrn Inspection Performed I ........................................................................................................................................................................................................................................................................ Inspection Type: Reinforced Concrete Location: Footings & S.O.G. Slab on Grade approx. gridlines 0.5 to E from 2 to 9 and Type f6 footings and C/5,b/7 and B/8. Concrete was placed by shute. SOG consolidated by Somero Lager Screed. Footings consolidated with mech. Material Data Type of Material: Concrete Job Time: 10:00:00 AM Air Temperature: 67 Material Temperature 78 Yield Unit Weight: 0 Slump Inches: 5 Slump Specification: Air Percentage: 0 Air Specification: Supplier Yards placed: Design (F'C) @ 28: Truck Number Ticket Number: Job Mix? Mix Number. Cement Type: Cement: Miles S & G Plant #: 1 203 4000 104 0435448 No 18400 L 1-11 460 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water Water Added: Air Entrain: Admixture: 575 1400 1340 80 33 Conforman Conforming to Plan? yes Explain if "No": Inspector K.Hasu Reviewer: Test Strength Tested Per Conforms Y/N: Compressive Y/N: Yes ASTM C39 Cast Date: 10/8/98 Fracture Type: (If "Other", than Cone.) Tested By: T.Hall • Reviewed By: S.Brown Test Results ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. ID # I Test Date I Field Cure I Age Days 'Size Inch Area Sq In' Weight Lbs [Max Load Lbs I Strength PSI I Set # 108231 10/15/981, 1 7; 6x12 28.27 1 101950 36101 1 108241 11/5/981 j 281 6x12 28.271 I 1I 108251 11/5/981 281 6x121 28.271 1 1 1I .. .4% At40;00`674.WW1W4WW2Pdhon.mw. A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 CLIENT ;>.` »;:::: Northwest LLC :Dave Kessler ADM :::200 112th Ave NE #205 Bellevue, WA 98004 Report Date 10/8/98 Inspection Type: Reinforced Concrete Location: Footings & S.O.G. Slab on Grade @ approx gridlines C.5 to E from 2 to 9 and F.6 footings at C /5, B/7 and B /8. a . : ..:...:::..,.:....., .:..:.:::.:..:.::.:..:... .:::.....::.:...::. Concrete was placed by chute. SOG was consolidated by Somero Laser Screed. Footings consolidated with mech. vibrator. R/S placements per plans + specs. Ref S1.01 detail 1 and S2.01 schedule 1. Type of Material: Concrete Job Time: 7:45:00 AM Air Temperature: 64 Material Temperature 76 Yield Unit Weight: 0 Slump Inches: 5 Slump Specification: Air Percentage: 0 Air Specification: Conforming to Plan? yes Explain if "No ": Copies To :I ' :Building Oepartreent Date Mailed: 10/30/98 Supplier. Yards placed: Design (PC) @ 28: Truck Number. Ticket Number Job Mix? Mix Number. Cement Type: Cement: nf..rm.. Inspector. E.F.Jone/K.Hasu Miles S & G Plant #: 1 54 4000 111 435385 No 18400L 1 -11 460 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water Water Added: Air Entrain: Admixture: Reviewer 575 1400 1340 80 33 0 :.: Test ;:Stirerigth....:.:..:<?: :•.: >. Tested Per Conforms Y /N: Compressive Y /N: ASTM C39 Yes Cast Date: 10/8/98 Fracture Type: (If "Other, than Cone.) Tested By: T.Hall Reviewed By: S.Brown 17' t: Resuits-. ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. ID # I Test Date I Field Cure I Age Days Size Inch Area Sq In Weight Lbs I Max Load Lbs I Strength PSI I Set # 108261 10/15/98 1 71 6x12 28.27; j 950901 33601 4 108271 11/5/98( , 1 281 6x12 28.271 1 1 1 2 108281 11/5/981 1 28 6x12 28.271 1 1 1 211 A.A.R. TESTING LABORATORY, IN P.O. BOX 2523 Phone: REDMOND, WA 98073 FAX: C. (425) 881- 5812 (425) 881-5441 04E ::OPUS Northwest LLC .:Dave Kessler 112th Ave NE #205 Bellevue, WA 98004 mech. vibrator. Type of Material: Concrete Job Time: 9:30:00 AM Air Temperature: 64 Material Temperature 76 Yield Unit Weight: 0 Slump Inches: 5 Slump Specification: Air Percentage: 0 Air Specification: Conforming to Plan? yes Explain if "No": Copies.pil Date Mailed: 10/30/98 • . M atiiaI .. Supplier: Yards placed: Design (F'C) @ 28: Truck Number: Ticket Number: Job Mix? Mix Number. Cement Type: Cement: Inspector: K.Hasu . .. . . ... .. :•••••• Report Date 1 0/8/98 Inspection Type: Reinforced Concrete Location: Footings & S.O.G. Slab on Grade approx gridlines C.5 to E from 2 to 9 and type F6 footings at C/5, B/7 and B/8. concrete was placed by chute. SOG was consolidated by Somero Laser Screed. Footings consolidated by Miles S & G Plant #: 1 182 4000 725 0435444 No 18400LF 1-11 460 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water: Water Added: Air Entrain: Admixture: Reviewer 575 1400 1340 80 53 Conformance Test S t r engt h Tested Per: ASTM C39 Cast Date: 10/8/98 Tested By: T.Hall Conforms Y/N: Fracture Type: Reviewed By: S.Brown Compressive Y/N: Yes (If "Other", than Cone ) . . : . . ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. : . Vika. ANIMINMEINMegg Report Date: 10/8/98 Inspector: E.F.Jones Job Time: Date Mailed: 10/16/98. Reviewer: M.Jeong Air Temperature: NENSINININIMAINVO66::. 7" .00ittlittaiReiCidammiximmagsmonsmoi:: Provided ongoing visual weld inspection © bldgs. A&B areas inspected were panel-to-panel, top chord and truss, seat welded connections. . WABO certified weld GAR 62 8220 is making the welds. Bldg.B has ongoing structural col. & truss roof system being installed. Bldg. B panel-to-panel and top chord welds are mostly complete w/the following exceptions& panel 81-missing 2 embed; top angle connection betWeen panels 152-155 needs weld; top angle connection @ panel 149-to-(146)exterior spandrel needs connection, panel 128 missing 2 embeds; Bldg. A- ongoing panel-to-panel welding. Noted the following deficiencies: panel 15,16,17-misplaced top chord connections; panel 31 has missing embeds; panel 70 has misplaced embeds. Also note: short welds © top chord connections. Ref.det.7.S4.01 . .. • • . ••44 A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 OPUS Northwest LLC Dave Kessler '4200 112th Ave NE #205 Bellevue, WA 98004 ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. ID # Test Date I Field Cure I Age Days I Size Inch Area Sq In I Weight Lbs I Max Load Lbs I Strength PSI Set # 10560 10/13/981, 7 6X12 28.271 1060001 3750 2 10561 11/3/981 28, 6X12 28.271 01 I 0 21 10562 11/3/981 ; 281 6X12 28.271 01 I 0 21 A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 Gt i ENT 466 :;OPUS Northwest LLC :Dave Kessler ::200112th Ave NE #205 Bellevue, WA 98004 Report Date 10/6/98 ection Pe Inspection Type: Reinforced Concrete Location: Footings & S.O.G. Glacier Bldg.: S.O.G. (F.5 -L) x (3.5 -8.1); col. Ftgs. @: F /4,e/5,D/5,& F/6 resteel was properly installed in footings in accordance with approved plans. Instead of smooth dowels, contractor installed deformed bars, along closure strips, N. of H line. Concrete was mechanically consolidated. Type of Material: Concrete Job Time: 8:35:00 AM Air Temperature: 50 Material Temperature 66 Yield Unit Weight: Slump Inches: 5 Slump Specification: 4+-1 Air Percentage: 0 Air Specification: Conforming to Plan? YES Explain if "No ": Date Mailed: 11/6/98 Jot .. 'ro •. ?arr iilE IV uiri <<99 -291 Glacier / Cascade ;16540 S. Glacier sTukwila 3qe -ot S3 /p618 —ooLt >AHBL ateria Supplier. Yards placed: Design (F'C) @ 28: Truck Number. Ticket Number Job Mix? Mix Number. Cement Type: Cement: ... ............ . nfermaiiii Inspector. J.GRAHAM Miles S & G Plant #: 1 286 4000 726 434868 No 18400L 1 -11 460 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water. Water Added: Air Entrain: Admixture: Reviewer 575 1400 1340 80 264 St'.e st:. rt 9. Tested Per. Conforms Y /N: Compressive Y /N: ASTM C39 Yes Cast Date: 10/6/98 Fracture Type: (If `Other', than Cone.) R u Tested By: T.HALL Reviewed By: J.HICKS ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. ID # rest Date Field Cure Age Days 'Size Inch Area Sq In1Weight Lbs Max Load Lbs Strength PSI Set # I 105571 10/13/981 71 6X121 28.271 0 1149401 4070 11 105581 11/3/981 1 281 6X12 28.271 01 1 01 1 1 105591 11/3/981 I 281 6X12 28.271 0 01 11 . AM.c2 Gicrts,o7ao , • A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 AflDR ..1OPUS Northwest LLC ;Dave Kessler 1200 112th Ave NE #205 Bellevue, WA 98004 g=AI*1.*: ...................... ........................ .......... ........... ............. ........... •••••• ••••••••••••••••••••••• ............................. .............................. ........................... ............................. ............................. .............................. .............................. ............. .............................. .............................. ........ Report Date 10/6/98 InSpection Per Inspection Type: Reinforced Concrete Location: Footings & S.O.G. Glacier Bldg.: S.O.G. (F.5-L) x (3.5-8.1); col. Ftgs.©: F/4,e/5,D/5,& F/6 resteel was properly installed in footings in accordance with approved plans. Instead of smooth dowels, contractor installed deformed bars, along closure strips, N. of H line. Concrete was mechanically consolidated. Material Da Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 6:48:00 AM 47 62 5 4+-1 0 Supplier Yards placed: Design (EC) @ 28: Truck Number Ticket Number: Job Mix? Mix Number Cement Type: Cement: Miles S & G Plant #: 1 285 4000 736 434792 No 18400L 1-11 460 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water Water Added: Air Entrain: Admixture: 575 1400 1340 80 264 Conforming to Plan? YES Inspector J.GRAHAM Reviewer Explain if "No": Test Strengt Tested Per Conforms Y/N: Compressive Y/N: Yes ASTM C39 Cast Date: 10/6/98 Fracture Type: (If 'Other", than Cone.) Tested By: T. HALL Reviewed By: J.HICKS tResuI coplesi;r0:1 Date Mailed: 11/6/98 Building Depa#ment ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. ID # Test Date Field Cure Age Days Size Inch Area Sq In Weight Lbs Max Load Lbs 1 Strength PSI J Set # (! 103201 10/8/98 ' 7 6x12 28.27 747801 26501 11 10321 10/29/98 281 6x12 28.27 1 j 1: 10322 10/29/98 ( 28J 6x12 28.271 I I 1 f; A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881 -5441 Cta . ::OPUS Northwest LLC Dave Kessler :::'200112th Ave NE #205 Bellevue, WA 98004 Report Date 10/1/98 Copies •To:l ' ! Building:Depart�nent:: Date Mailed: 10/30/98 .EfS Glacier I Cascade '6540 S. Glacier Oa T. ":700ii to Inspection Type: Reinforced Concrete Location: Footings - Footings for building A line -1 A to D.1 line A -line 1 to 6- line column pads for Glacier Bldg at grid line K @ 4 & 5, J.5 @6, H@5,6 &7, C @5, B @4 &5 03. C W Resteel was per detail 1/S2. increte was consolidated. ater added by conctaactor. Permit for Glacier Bldg not on site contractor placement of concrete at own risk. > < aec D t a Type of Material: Grout Job Time: 9:50:00 AM Air Temperature: 57 Material Temperature 71 Yield Unit Weight: Slump Inches: 41/4 Slump Specification: Air Percentage: Air Specification: Supplier. Yards placed: Design (F'C) @ 28: Truck Number: Ticket Number Job Mix? Mix Number. Cement Type: Cement: . .: o :a ri �If Miles S & G Plant #: 1 87 3000 730 434028 No 18300LF 1 360 Coarse Aggregate: 1925 Coarse Aggregate: Sand: 1380 Fly Ash: 90 Water. 320 Water Added: 5gal Air Entrain: Admixture: Conforming to Plan? yes Explain if "No ": Inspector. R.L.Otto Reviewer: Test: Streti i Tested Per. Conforms Y /N: Compressive Y /N: ASTM C39 Yes Cast Date: 10/1/98 Fracture Type: (If 'Other", than Cone.) Tested By: T.Hall Reviewed By: S.Brown sits. ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. ID # Test Date Field Cure Age Days 'Size Inch lArea Sq In1Weight Lbs1Max Load Lbs1Strength PSI Set # .1 102421 10/7/98 71 6X121 71 01 1038101 36701 1N 102431 10/28/981, 281 6X12 281 01 I 01 .:). 11::1: ::: 102441 10/28/981 I 281 6X121 281 01 1 01 ih: • .• „ A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 Phone: (425) 881- 5812 FAX: (425) 881- 5441 CLI . :::OPUS Northwest LLC Dave Kessler ADDRESS 20{) 112th Ave NE #205 ............. . .... ...... .............. ..... . .. ..... .. ... ........ ...................... . .............. ...... .. ..... . .. ................ ........ ........... ... ..........,.............. WA 98004 .,..........,........ ..001.ti. 98-292 Glacier / Cascade .::6540 S. Glacier ..iTukwila b9S-0 IS S 695 -0041 :AHBL Report Date 9/30/98 Inspection Type: Reinforced' Concrete Location: Walls .......................... Panel#2,3,4,72,73,67,61 ,62,53,51,52,50,41,27,26,28,30,35,31,32,33,&34 resteel was per plans & spec. Concrete was consolidated water added at request of the contractor. Type of Material: Concrete Job Time: 7:54:00 AM Air Temperature: 52 Material Temperature 70 Yield Unit Weight: Slump Inches: 4 3/4 Slump Specification: Air Percentage: 0 Air Specification: Supplier Yards placed: Design (F'C) @ 28: Truck Number Ticket Number Job Mix? Mix Number Cement Type: Cement: Miles S & G Plant #: 1 178 4000 730 433725 No 64000F 1-11 460 Coarse Aggregate: 1860 Coarse Aggregate: Sand: 1400 Fly Ash: 80 Water: 315 Water Added: 0 Air Entrain: Admixture: 4 OZ WRDA Conforming to Plan? YES Explain if "No": Inspector R.L.OTTO Reviewer Test. Strength • Tested Per Conforms Y/N: Compressive Y/N: Yes ASTM C39 Cast Date: 9/30/98 Fracture Type: (If 'Other", than Cone.) Tested By: T. HALL Reviewed By: J.HICK ... egtil Date Mailed: 11/6/98 ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A,A.R. TESTING LABORATORY, INC, IS STRICTLY FORBIDDEN. 10 # Test Date Field Cure I Age Days I Size Inch ( Area Sq In f Weight Lbs I Max Load Lbs I Strength PSI I Set # 102451 10/7/98 71 6X12 71 1 1024601 36201 2 10246 10/28/98 , 1 281 6X12 281 0 I 01 2 10247110/28/98 281 6X12 281 01 2 ... �....�. u..�w�.av wN.iOf 1JKKNtN+Yt1n. W Mw�...✓�..w- .r-... A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 :OPUS Northwest LLC :Dave Kessler :200 112th Ave NE #205 :Bellevue, WA 98004 Date Mailed: 11/6/98 P ri iltM 01 : :Glacier / Cascade 1`6540 S. Glacier :;Tukwila Vta -Ot3 I V e-ooy Report Date 9/30/98 Inspection Type: Reinforced Concrete Location: Walls • Panel #2 ,3,4,72,73,67,61,62,53,51,52,50 ,41,27,26,28,30,35,31,32,33, &34 resteel was per plans & spec. Concrete was consolidated water added at request of the contractor. atairial Type of Material: Concrete Job Time: 10:20:00 AM Air Temperature: 63 Material Temperature 73 Yield Unit Weight: 0 Slump inches: 5 Slump Specification: Air Percentage: 0 Air Specification: Supplier: Yards placed: Design (F'C) @ 28: Truck Number. Ticket Number: Job Mix? Mix Number: Cement Type: Cement: 'Miles S & G Plant #: 1 178 4000 133 433795 No 64000F 1 -11 460 Coarse Aggregate: 1860 Coarse Aggregate: Sand: 1400 Fly Ash: 80 Water: 315 Water Added: 5 Air Entrain: Admixture: 4 OZ WRDA Conforming to Plan? YES Explain if "No ": Inspector: R.L.OTTO Reviewer: re n Tested Per: Conforms Y /N: Compressive Y /N: Yes ASTM C39 Cast Date: 9/30/98 Fracture Type: (If "Other', Than Cone.) Tested By: T.HALL, Reviewed By: J.HICK3 TestResul ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. - GENERAL NOTES L ALL •ABC 64.1....C.1 2111 ALL STATE APO LOCAL ADM RIdLLATIO6 AND OIRDNANCE6 APPLIC4LL1 TO TIE PR .EC1. 2. A COPY A THE APPROVED FER1R RdVD MKT BE CN TIE JOB ORE W@ENIR COETRUCRW 16 M PROGRBe. L AL1,67611.2.61EING CON0CTnam, reeTME, ETC. MALL BE N ACCORD» UM LOCK REG LATIOK. A ANY mdeT6/9 UTILITIES AAR LA poN ARE APPRO%RKA R SIALLL BE 11C e1TENTILIY CONTRA OP6 O. WRING CRII iIOyN SPEMILny COTRR.TOR BALL BE I Ea D TO 0.31TE 6.101 BOER RNCR DT N .30 NO W TBwDRA LADEN AT R 6 HALL 56 ALLOW ODTOO M AP . INTO ex1Gr LOCAL A lEeDKnara NO ®IPENT DDI AAA ln uureR aanL1 x ALLOWED To DMA.. DMA.. .eTW eTD10n CR AIWdE OKRA OR CPO ADJACAT PROFEMIE6 6. 0 TO .16 M AIRCT 61.1 BE KEPT CLEAN Of AL Mnre10AL DEPAIT6 R UL,. FRA1 . WERE NW PAN. MATA06OUSTW P.A.,, APPLY TACK COAT PA RewER REALM L REAMED FIRE WIN.. AR To DR OPERATIOUL PRIG! TO DELIA. CP CA..TIKC WILIA. PNTERAL6 TO 6PE. N RA AND LOCATION W HYDRANTS TO BE PER CIVIL PLANE, 4 �aMU e Li CWIRACCTOR .4.1. BE REEPONIKE FOR CLEANING AND RUA. ALL LPL. Br6TEM6 m ALL ROC . AND NTT' CA., DRANK. DOA/6Pa 6 6.11 BE CMECTED TO THE AMID... ABTA NO216' DIAMETER PVC CW.E66 NOTED ORNER31eE ON CIVIL PANEL m. 61 SHALL 0E CO.ECIED TO E S10R1 DRAMAS. .1011 UM. MMAYf16' DIAI9EreR PLC L FOOTING W T1 ALL [N E. NOTED 01.10316E W ONL PUMA . ALL TiLM DRAW !HL HAVE MINA. ] FEET CP COYER, AAR O.. A.. DEG O CM AL 12 T.K. Lm CA WILE.220EIR N 60 ARCKED N CCPRALT DC<IFBRCA TO IN IMICT AND .PRO. PAN. ARE. PRIOR TO TO PAVING IA R6TW LAG (aR WILE ENBREEIR R FEARED GT JURWOICTCN TO MMECT HO APPROVE BUILDING PAD PRIM TO POW. ROC* SLAG G.1e �Lm rO a BOILS TIMER P RECURRED DT JU VVICTICN, TO VlIRPY RQUIRED SOIL 16..71 PRESSURE K LAD COTE 001L0 ePKREER P EaIRED IA AW601CTICM T0INN4CT ALL CONCRe1Y WORC M EXCEWE � C OF R. W ANTICIPATED EM TATEMTURE ALL EE MLA SA• 1.A.A EIT RM. THE 1.6T K 64CIAL WETCTIW LULL GE REQUIRED FOR ALL 6..... RTE. de APPLIED BY STRUCTURAL NOTEW. R D CO FIRE AA P ER ETO A6 T.Y APPLY T THE THE W. GO. PLAN, A40 T CKCYLATIC. TO PA r D, AWE. TO re PA 1219.1.3 AND ] P.M. l N1roR APPROVAL. roR raBLe fIR e.Mw1NNERO ro eE LOCATED 1N A.CCOI®ANCL "TM "1.1. Ra110xNTa. PRav UL O T O R E D . RI M . E AI IRR D AE UL mot IO C, O M STO OL A ST ORA{D. dRE FMK IA UL CN6 O GE DEIERMM® BY AI FIRE DEPARTMENT METE FTROMO1Te AR " 1 .1. ''' . ROD A MAVLL NIT ALM'b HALL BE HAWED AT L APPROVED OR ]L ROARED BY M FIRE DEPT. APO TO GE MONIED NO MORE THAN 64• ABOVE THE FN. FLOOR ULEE6 DIRECTED ' 01 .6E BY PINE DEPART... a _ A I D Q Q ----1 C 0 C D 1 i I i I I D3 D lj] S H L_ J 1 D I I 1 ,....ft . _ • L © © L C 1/1 J I VJ6 \ D \ �� \�,�J \] \/ I'�I1 J L 1�1�1III '''''.I \ \ \ \ \ ///��� \� L J O 1�1�IIIIF' '''''''IIP���� \ \ \ \ \y1II''1IIII �] \ � ' ,� `/ \ �a1''''1III I lJ �..J \ �IJ \ IJ �l _ _ , BUILDING CODE DATA FILE COPY 1 undarcN -u,M that M Men Chock approv:lc cro RHO to crrory and =NRMona MO approval of plane Om not SAIEW ER HRIe3on of 6nY 000(04 cove 0 56!11111\ RENA of 5M6e0IRY9 cop al a / / /p /p /x ///0,, p1EK �7PC-- ye'. -pTIW, _ WILDING CODE: 094 UDC, WC, UPC, IOC, AD 1993 NEC, ALL AS AMENDED BY THE STATE CV wAausafrors .(OFFICE 45.1, A (LOU HAZARD NDIIOTRIAL) CONOTRJCTICN TYPE, 111. BPRNKLERED SEISMIC ZONE, ! WILDING H54)41, 00' PARAPET IEKHT MB48WED F001 P0104 BOOR DUILDNB AREA (E0. FT, PROVIDED, LOCUTION GRAND MEZZANINE TOTAL FLOOR J e � O n06 , bef 96 PRmE No. I REVISIONS NO CHANGES SHALL BE MADE To THE SCOPE OF WORK WITHOUT PRIOR APPROVAL OF TUKWILA BUILDING DIVISION AUO r."r ,ncwoe wurtia,ul v uN PLANS REFLECT EXISTING LOT LINES. LOT LINES TO BE ADJUSTED AS PART OF A LOT LINE CONSOLIDATION PRIOR TO APPROVAL OF THE BUILDING PERMIT. WILDING . 4 . (AEA 61590 6000 ABNAED um) ' wamauee 54010 E44,10 TOTALS, • 60.010 60,010 LOCATION GROUND MZZANME TOTAL FLOOR LEGAL DESCRIPTION VICINITY MAP PROJECT TEAM PARCEL A L I, SWT FLA T TH O9t1ER WARM:, II 0 0 IN VOU AL PARK, O LA , FAM E5 THE 0 ] FAERTO E O THRaASI CORDS GE ED N S CO Mrr, 9T OF R.Ar PA6 7 a, RECORDS BAPS caL w 5HRN5roK PARCEL B PH WOW" n ACCO AT�E" ORDSOFI N SC.GUN , WASHINGTON. VESa� THROWN a, RECORDS OF KING COURY, WASHINGTON. PARCEL C Ur PORTION OP LATE9 AND 9,OPTHE PUT OF SOUTHCENTER EREC, SCUM THE PLAT TI DEREOP SOU I WUC L PARK, I AE IFO IN VOLUME 91 OF OP FLATS. PASTS OD TYAN a,RCCORDS RECORDED (50 COMM YN KING OF ASHROTON: LYME E STERLY,DE A,.LI E DESCRIBED AS FOLLOW. ER5T 24002 � E EAST OFTFeHORTHPEST CORNER THEREOF OP SAID LOT RI OF F 3.611.1 O 3.611.1 BEARS AORTA 49' EAST HA A RADIUS ' O 4591•.0$1 AN ARC DISTANCE CF ]45,40 FEET THROWN A CENTRAL ANA. Of 30 THENCE SOUTH 11•255,3 NEST, A DISTANCE OP - 5.6 FEET TO THE SOUTH LI1E OP SAID LOT 9, AND TIE TERMI1)5 OF SAID LINE. • c I T y' 1 N1 9 ' o r. T kFN »^ T k : 26; , 71 • `M ` - WEeSA,a,, ., DMfM �., ' ° { _ Y itl y p f} 1 { DR i I A i e 251 L ( I �- I I .. A Rj t J Y} „ ^ � , ' Jn j ' 9 , � " } I Af 't H 14 1 k't L( 1 ; ' ; � OWNER OWNER OPUS NORTHWEST LLC 200 - 112TH AVENUE NE BELLEVUE, WA 95004 (PN) 425 - 453 =4100 (FAX) 425 - 453-1112 ARCHITECT SCONZO /HALLSTROM ARCHITECTS 919 124TH AVENUE N.E. »101 BELLE VUE, WA 98005 (PI-1) 425 - 455 -3203 (FAX) 425-455 -9351 STRUCTURAL ENGI CIVIL ENGINEER LANDSCAPE ARCHITECT AI-15L BL 2215 NOR 30 TH STREET SUITE 30 ' TACOMA WA 98403 (PH) 253 - 383 -2422 (FAX) 253 - 383 -2512 , '5' CRICE 11500 1000 (AORPED 10x) WAREHOUSE 65004 691504 TOTALS 10, 004 10, N° T , n(1 H 6 T ! (b y :., ': !S O ,, ! _ � t"�• , { ,„ T r ©.6„ Yri : A l yv: i xf j E' o- h ZONING DATA . KING, "LAP WE AREA, 10161 ACRES PARCIN5 REQUIRED LOCATION ( S C P - fl rea PT, RATIO PDa )0 SYMBOL LEGEND S I I B : T OFFICE 6000 ]D )1000 ID CTICE ['OLDIES D' 0G0 ]D)m0m 11.5 WARGHOISO DLD'G 'A' D4p10 I % b! W6RH00WDLDO'5' 6!)004 ( ELEVATION NMEET I Q - - AND LSE 1 f ; I Ati _ _ _ _ _ fR {, e 1cY , .� . Gen I. Q • ND*nN G 1 - � 1 . R(1c1.1 NAME - Ram HAT a LAMER OK TEL OLEVATICNO E� °n � . .. F 'C , 6lRl a J , \ 36 � A' , M1 �n ' r � E uRn mawu n1 nP l TOTALS 00014 INC 4. 00 c AWNNOY4o JUL 291990 POKING PROVIDED, DI STANDARD 50 1 %n 46 CC NOV A 4 COMPACT 0 - R. - il 0 16• - 19111130 71 ) ALL 1 17 DOOR NI•DER J DETAIL BIBLE E ^ �I! 1 � } � I FF '' \ '+4 - _ 1 t t27.:J � � , ' aD AL T�J © IINOLIUP)505* DETAIL BOODLE WELL Ca06TRICTKN Q 103 TOTAL On "EaFE ENNU JUL 131998 PERMIT CENTER .. t {, DAnnsEYATKH W • uwL xaelN • r A RE NROlR 6 • I .. , B' .. 111ILDIN3515063 SECDON • 1 r COVER SHEET 054131 61'AA __: 01110910 0$ PATE E -O-M 40.01 NO As, DATE 540.95 cAscArDE BUILDINGS,4 TUKWILA, WA SITE PLAN eCALE 9 • 90 16 f )(1,Prv s ,■i t , 0 9 , 0 , 1 ,,,,,p 9 , PREVIOUS PARKING 183 REVISED PARKING 111 63,.. c ArinitA JUL 9 31998 MO VIPRP8w CI FY 01 111011IA JUL 7971911 A, NO REVISIONS HO. pA1E DY 6-10-00 6-22-te 1-B-95 8ITE PLAN J015142 Hi ortAtui torn CHIP= 0TH pAtH 24. 4121 j 9 ' GANA, PS METNIO) 1 ," Opr-les rTS-1 A:illEA•11 IPIL.•2 REP 5 P i mx I L SCUM CARDELSE6 PON PROPORTIGNSSI CV INTERNATICNN. ST0E01. CR ACCESS AS REQUIRED EY ADA, ANCROR LOU-IL WANCICOPPED COOS. HANDICAP SYMBOL V./ NOT TOECAP Atoll PIPE MEL 5-12,42:,"E 0000 totE ONES SRAM PANNE OR 50542)42 11 1 111-- - 11 11-= - E 00 ME DEEP - COOPER (1) BOLLARD DETAIL \.z../ MOTTO SCALE EXPANSION JOINT PLAT TOOLED AREA MEER TOCI. JONT 06 XPNT OROCNIROONIER MOT 3:1:421 MOW - SHRINKAGE JOINT (:1) JOINTS AT EXTERIOR SIDEWALKS NM TO SCALE DctS---C()L1 (3) I:IANDICAP STALL / NOT TO SONE 0 900 - c - , 00 0 cr., -- -aTE1,74t 1 1 - 1 -,1 4; - ThiralTitlinTA-5114-145 (4) CONCRETE CURS AT PLANTER L.Al NOT TO ECALE TASAN NENE MANVOWER PAD DO PROTEGE. RECURBIENT6 BY POSER WIWI OFFEN PROS DETAIL, POESS CCPPANT PECORENENTO COSMOS. 0 TRANSFORMER PAD SCALE 14 • Nor PEDCICE Fl ORION& ICAN R AT VAN ACCSNELE STALL CM D tuartE unwts AND erne.pui CN ELM EACROISCIND tuaceo ETAIE DENS= PARRA PAWNS 015121 REWIRED' . gz,6124404.:.T.1 SOPIAANA mz•,- Hill:L=11T EIDESPLIC (g) CONCRETE CURB AT SIDEWALK NOT TO SCALE Age PO re 1-1.S.E.. OVI-P ri) TYPICAL DUMPSTER ENCLOSURE PLAN \ tor To WALE TIDIED SEE TIONLEACIUNS SECA FOR marawa REQUIREMENTS • ,SEE NTE PLAN FOR LOCATIONS (7) HANDICAP SIGN Z.../ NOT TO SCALE ri) BIKE RACK C NIC) L,./ NOT TO WALE C) NOT TO SCALE 6- TYP. SECTION TI-IRU DUMPSTER ENCLOSURE NOVTO =NA 4" PER FE, MIN. ELOPT : (ARCS RqJECTIONI • '.Fa i n E AT I S ° C . Cui l .Kef1 SUN)) HEAl PINION , GRADE PVC DRAIN 'EC! EATRovEty aySTREATI OLP9. GLAO--\. 41 ROOF, DRAIN • *. OWNSPGUI) 4" PVC NIPPLE - PVC MG 90 PVC BEND 500 PIPS /SE 400 05151$ C 50 0/C. ti/J), 441.0 tk.A.Rikt, st.roorrt WAY TEVP P SYTo. 441- 0100 Pe11041. NELP F 0.1010 0/100119 FAINT Thls - GONCE.TE. TERSADS SEN- GAP, P1-ANS e <T OH. , NOT TO SCALE G SIDEWALK PLANTER EDGE AZ% NCR TO SCALE tf- Wx.15aMO6 Vfe‘PX 4: "s6 11.41 GHO 0 C5.....N.1 co v."op.io q .1 x4 ' HEAP") P17 411 E (;) DUMPSTER ENCLOSURE PANEL CONNECTION NOT TO WAS W FiNISK B RASS' 1 HE4\ 1111 PVC 'SOIL PIPE 3111. 2 9 1998 AS NOM PUERNCTT 1/8 135192 JO, 1 3 1998 FLOW TAL 6 0..,W4LTTO'CAPAr (0.0.T.1:2) SOW* IL DAT! 50 0 -10-98 2 4 SITE DETAILS 4051 DI mow STAR GRIMED A* DATE 0-1111 1.02 TUKWILA, WA SCUM CARDELSE6 PON PROPORTIGNSSI CV INTERNATICNN. ST0E01. CR ACCESS AS REQUIRED EY ADA, ANCROR LOU-IL WANCICOPPED COOS. HANDICAP SYMBOL V./ NOT TOECAP Atoll PIPE MEL 5-12,42:,"E 0000 totE ONES SRAM PANNE OR 50542)42 11 1 111-- - 11 11-= - E 00 ME DEEP - COOPER (1) BOLLARD DETAIL \.z../ MOTTO SCALE EXPANSION JOINT PLAT TOOLED AREA MEER TOCI. JONT 06 XPNT OROCNIROONIER MOT 3:1:421 MOW - SHRINKAGE JOINT (:1) JOINTS AT EXTERIOR SIDEWALKS NM TO SCALE DctS---C()L1 (3) I:IANDICAP STALL / NOT TO SONE 0 900 - c - , 00 0 cr., -- -aTE1,74t 1 1 - 1 -,1 4; - ThiralTitlinTA-5114-145 (4) CONCRETE CURS AT PLANTER L.Al NOT TO ECALE TASAN NENE MANVOWER PAD DO PROTEGE. RECURBIENT6 BY POSER WIWI OFFEN PROS DETAIL, POESS CCPPANT PECORENENTO COSMOS. 0 TRANSFORMER PAD SCALE 14 • Nor PEDCICE Fl ORION& ICAN R AT VAN ACCSNELE STALL CM D tuartE unwts AND erne.pui CN ELM EACROISCIND tuaceo ETAIE DENS= PARRA PAWNS 015121 REWIRED' . gz,6124404.:.T.1 SOPIAANA mz•,- Hill:L=11T EIDESPLIC (g) CONCRETE CURB AT SIDEWALK NOT TO SCALE Age PO re 1-1.S.E.. OVI-P ri) TYPICAL DUMPSTER ENCLOSURE PLAN \ tor To WALE TIDIED SEE TIONLEACIUNS SECA FOR marawa REQUIREMENTS • ,SEE NTE PLAN FOR LOCATIONS (7) HANDICAP SIGN Z.../ NOT TO SCALE ri) BIKE RACK C NIC) L,./ NOT TO WALE C) NOT TO SCALE 6- TYP. SECTION TI-IRU DUMPSTER ENCLOSURE NOVTO =NA 4" PER FE, MIN. ELOPT : (ARCS RqJECTIONI • '.Fa i n E AT I S ° C . Cui l .Kef1 SUN)) HEAl PINION , GRADE PVC DRAIN 'EC! EATRovEty aySTREATI OLP9. GLAO--\. 41 ROOF, DRAIN • *. OWNSPGUI) 4" PVC NIPPLE - PVC MG 90 PVC BEND 500 PIPS /SE 400 05151$ C 50 0/C. ti/J), 441.0 tk.A.Rikt, st.roorrt WAY TEVP P SYTo. 441- 0100 Pe11041. NELP F 0.1010 0/100119 FAINT Thls - GONCE.TE. 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AND DRAM' C6RTAM6 WILL 68 6004.10160 AT 61E111ITAL CP TENANT IMPR0'/@ENI6 P 016011660 0 0 40' -0' 40-3 6/6' 0 0 A 0 0 0 0 0 0 SEMI- HE�TI =® SP4CE Rme:AUIREMENTS 11E*E1Ee*NT81 1 iK SPACE 2161 MEET 1116 IEA1NO PURR RECUIREM M 6EL4U 706166 APPNO9A18 CLIMATE ZONE 018018 ZONE L 6. 881041* 60611., O6 O86- 634 45 64 PT, 3. LOCATE VEAINO WIN 0041201010 LO1ER NAN 118 1160183 WIT. 3 MULL MONO WIT CO512016 THAT DO NOT ALLOY 6601646 AMOVE 44 0PW EE6 P, 4. NBLLAI@ 1116 ROO• TO MEET O 106 TKO R NNYATICN OPTION 0LLO1E0 POR 11E APPROPIAIE CLIMATE ZONE CLIMATE TO16 L A U•O1 MIAXM61 POO 166 80. 4661915LY 6. TIER'000A.E6 MAY 6E 000431461.E A6 WATN6 WIT CONTROL 66160146. A 1*010CPI"18 MAY BE WTALLED AT IOU LEVEL CP 11E KATNB El411F1'EM4T A40 0081601 ®110 ARCM EARLY 01.01666121E TIQ1O6TAT. 6. WEN A 4KATEO SPACE APO A 6064EA1EO SPACE PURE AN ENVELOPE 00'601611 OUCH AS A WALL, 166 COMPONENT 7*816P MOLT !INLAID TO TK MAW 61PACE RE4111R6t*06 CP iK NEC. T UN0RW1016TA18 MOON60006 NT62P2TATI0N 0116011 N0.51402 INAILO'E MPALTOR PLOAEI*116 WOE APPLY TO NE 164110E 04166 ROOF AEA N0UOW 6X1116406 M R- VALLL•6 ARE 1124661801841. 8%1.011[8 LEVEL& CITAOFTIliui.n DEC .. 2 1998 Na 10090 - 6.0.98 016 416. 44 FLOOR PLAN BUILDING JOE Na 61 8*4 W WS ONION A16 DAIS 6 42.02. * / 300' - ®• ]D' -0' <Da. °'j- �/— {]e -s•>– Abp--- <"'.0> .o& <2 O. ]°.6 26. r10.> r.�.loE „ <25. ]D-6 • w' e ■ ,1 N No ,o.] C n °. I I k d 'I u y I \� N ' / / / De J En, 14 C Imp 4 2 m B '.0" A}' -0' rr ] B 0 C 1 ]] 0 P 0' 4 ] '�r 1 I ■ I I I 1 I I I I 1 1111111 ROOF RIDGE \ Cm - °L01 / C I.0 b 3 PD' °]-_____/ CD . 1 {. ] . awe / En ] \ C 14 \ / C w] \ ` �� i I 1 I I I I -i 1. MD O ANLOS ALPS DUDS I I I i I I I - ibNHLH 66. CJ. D LLIS KPIG OLW PACO 11.11O15N WALL TO P116112e Le! wa. 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MAW DTAR 0*0660 AT6 .0.21..1.., _0000. RATS 8.641 42.03 BUILDING 'e' - ROOF PLAN WALE w r•v PROJECT NORM 1)9 g-000 ROOF NOTES MOAN CROW..p bT TR WM V''ACNRK may. iNW i 're Au ILL SOD O ALL TOO! ONOINCI.0 ONNARR ALL NOM I i1 00 CT 1.8 AN NM NAMN CN na NOM PLAN. y, Nl NK ltO 00000C biQ NEW Wttlt WKAIWD CF' NOM PLAN W OLlOR NOWN ADOKE LL OW PI10pI MON 16 AFRICAN. NN�C.MINI.MARb Ub4ibMCTOMPAN NH K NAre Q N NT. 011 AO AIYMHWOt. iK O MIN NAMP R fCLLN00 no NOM. MCPOANak 0N411 LAW PDC0D0a OWN 00444144 D01AUA MIMI 05T104 O1 RAN AM WNO ON NOA 010090 gMARe l D DC R 01.111 MN MOD W Ib .0.1.. ROOWN COlIRAD TO PROA00 ACn1EN!n S A I A4.C...., .� ACTUAL ROM OT611.019. LEGEND I I 4' N 0 Mbl@WR 00 V DIA NOM DRAM WI 00101 GUI DNAN 6 6. IOCP ORAN LW O2RLOY WOlsOR C }-I TOP CP P1.00000 D0C%0N IIM1 MAN &CON r aga PLare Al PANPOi uuue Aa+ oP a nwaao At 511441 weue ROOFING MATERIAL SPECIFICATION CIPY OF 11941119 24001L0 JUL 291990 R5' ti 0110 DLIII.111Nii [liill'il�.�l-i D .Illf I 31998 PW. CENRN O O O 6 -D -e0 Ate Ate ROOF PLAN BUILDING 'B' JCS N2 . __51 054440 STAR CHIMED A?e ... DAMM 0.041 A2.04 REVISIONS DAM TOP 18 CPENNS 0111.04 lie GYP. WARD ON mu. ETUDE AT PROM FLOOR 1/42g)E2TURE RESISTANT GYP. 0458 PER 5CHEDULE'-TTP. 0 INTERIOR WALL 7C.Al-E. I %Z..' ILO DECKAOYE SLIP JOINT HC 01 DRAIN OW �' All DAM 0141 0001R SCHEDULE G—IDOOR MAIVf: 45/81 O DM 'M. 1 5/16 WIET AL POOR SILL sou; r • ur MAME DOOR PER SOECILE MANN BTOP 61U. GAS/MT (YMCA./ PETAL 114R661201.0 6171 PER HARDWARE ecuEDULE RE 011305110 44 02 0101454002 4001050 AT PRE.DRILLED LO0ATION6 FEN MOE NSIISICTICS6 ELASTCSERIC SAKES PER 0008) 13680. TIP 717TERED SLAM PER CODE ASCO. 0)121 COON 1>IS--004 (;) STOREFRONT POOR JAMES OCALE 81.1.t ANCO. ALLOT PREF P0102. ESPESIED SlAte PER CODE REMARKS DOOR NOTES L EXIT DOOM TO OAS 07 TIE DIRECTION CP TRAYEL, Z. ALL SW1.00251016 TO NAOS AN ILLOSSAIED MST 6864 OST1 ADA APPRovE0 61160SE 68616 TO NAVE HATTERT SWOOP. UNOCCUPIED SELL SPACE 3. eloELtewre eoJAcENT TO DOOM TO BE SAFER GLAD,* PER CODE A 16.40043 *100050 TOE SORT GLAZES PER COOL 6 TIE MEW. FCRCE Cr DST DOOM SMALL NOT EXCEED OA POMO AT AD, no w mre 400 10 po.pg Al ALL OVER PECIIINED 6. APP SE LY BEAL./ mato NE ENTIRE FRO/EWER C0 ALL EXMOOR AND ONERTOR SUMO SEALANT Amir AT 222EmoR e SHALL CLO 11.1 OAP WILMS LYE SALL 8407 41.0 DE FRAME SO 65141L NOT CREATE A C.D. FRONDE 40/105808 666) MTN A CONTRASTINS SACKGRCLIND COLOR SW F' 4641 81.400 LETTERING READS. TWO DOOR TO Rel. DLO Exam some WM' MY2Z4 ■:,.7;t0 OVERHEAD POOR JAMES ‘5.Z../ SCALE 1 • 1.0' V2 CNATIER DOOR PEN 50400/SE SALV. DOOR MACK Fle.r. HARDWARE SCHEDULE 141,4 1-112 PAIR MITTS 25.1) IRETB01VOTB amens RUSH/PULL P.052. BOLTS STOPS EARESHOLD ADA 323-2 28816 PIVOTS 01.06050 FUSH/FULL LOCKS FLUSH EMS STOPS WEEPS I 140086)05.0/ 404 DOOR TYPES 611-3 1-1 PAIR BUTTS maw Boo closer: MEP UEATHER DEALS THRESHOLD ADA • EXITS =4. 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STEE OYER'AD DOORS P4 SCALE I/16" • I' -0" EP i 1 156 PORTION OF WALL IS ANGLED \0\ TOP OP IS S 1 TOP OF FNIMN FL SOUTH ELEYi4TION - BUILDING '14' DOLOR SCHEDULE CITY TOIIWIIA 110X04 011 JUL 2 9 1990 AS NW SIS 6u11.1>wTl mvmlOT O PREPRIMED METAL COPING - PAINTED .PRATT 4 LAMBERT "LAGOON" F410 'PREPRIMED METAL UIORK - PAINTED PRATT 4 LAMBERT " BRISTAL FOG" .2251 O ANODIZED ALUMINUM - CLEAR O PRECAST CONCRETE PANELS - PAINTED PRATT 4 LAMBERT "BRISTOL FOG" 2251 O GLAZING - TINTED GREEN O PRECAST CONCRETE PANELS - PAINTED PRATT I LAMBERT "GOSSAMER" 7253 JUL 1998 PFAPIT(EET0 REVITACOS DATE 6 -I6 -98 OT 4Te ATB w EXTERIOR ELEVATIONS BUILDING 'A' XoeNO, 61 MIN ...... 6TMF CI6C@ID Ale DAZE 8 4fi1 A4.01 WALL LOOS I TOP OP Ili r ..• III III G ANGLEDWALLBEYOND 1 $ $ I I'.'I I I ' I \ n 1Cl FINISH FL: P811311 FLOOR 0101611 TOP OP FNISH EAST ELEv,4TION - BUILDING' '5' SCALE I/16" • 1' -0" SCALE I/16" • I' -0" NORTH ELEv34TION - BUILDINGS '5' SCALE 1/16" • P -0" WEST ELEv14TION - BUILDING '5' TUNLL IBS TAjK�iL " \ \ 1 1xiB -ooqi NIGH PRESSURE 3001111 OR METAL HALIDE LOLL PAWS TP. OP WALL 01N1SH FLOOR GALV. STEEL OVERHEAD DOORS PANTED THIS PORTION OF WALL lb NIGLED FNIBN FLOOR won.■■■ o 1 N. ELM,. OP S. WING S. , ELEv. OF CENTER PRISM FLOOR N. ELEv. OP CENTER S. ELEv. OP N. WINGS SCALE I /16" • I' -0" SCALE 1/16" • I' -0" 1 I I I I SOUTH ELEv4TION - BUILDING SCALE 1,134" • I' -0" COLOR SCHEDULE TOP FN13N FL CITY OF 01106109 APPROVED JUL 2 9 1998 AS POUR umlu nvl:n0w PREPRIMED METAL COPING • PAINTED PRATT 4 LAMBERT "LAGOON" 1410 ZO PREPRIMED METAL WOW - PAINTED PRATT 4 LAMBERT "LAGOON" •IAIO • ANODIZED ALUMINIUM - CLEAR • PRECAST CONCRETE PANELS - PAINTED PRATT 3 LAMBERT "BRISTAL FOG" *2201 • GLAZING - TINTED GREEN cl 0 TEvlu 1111 1 3 1998 PERMIT SENIOR DATE BY ATS AT O Z Q 0 1 9 EXTERIOR ELEVATIONS BUILDING 1 B 1 6 DRAW 3Ta0 DFtl3 .___. QOID ITS DATE 3441 44.02 -Tor or �MM 1'19'146L e CPL MN. PLavrt K4o 1144r conic. 6 -rTQ) u e • o• .A g.cf Cr 0 ^•3�_. 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REMICHE DATE WALL SECTIONS BE o aa o in Joe ND n DNWI !T GH EED ATE D AIS 12 -15.11 SHEET METAL FASCIA CAP (A+M" TLO) MET � FASCIA CAp WEST METAL PARAPET OAP (PWnTN) ©ylHi III [BEE DETAIL _T FETAL -� - -' ENTLNO 9108 MANN FASTEN SCUPPER TO BLOCKING 4 UMLBR AO of•11-- AT APPROX 3 DC. OPTIONAL, 3/4• K 3• STAGGERED, BET M. RANT N •L' SHAPED GRAVEL , CEMENT, PRIME RANGE I I G SECURED TO BEFORE STRIPPING GUARD NOTCHED oT PEIRHIT P'EMBRNE! WOOD IN OUS SHEET MEMBRANE NAILER CONTWICVS TAPEAED WOOD OHM PmTeN BABE RmNM3 PASPIN 0. OL. HIGH•DOMIED, CAPPED, MB, BEVELED CEDAR BIDING) SEAL TOP OF FLASHING • 01 / / N E RABNSJG !BLOW . A BLGDCRtl II I M ONE DAEE PLY OABKETED FmTENERB (APPROX. B• OL, DEPENDING UPQI WIPD7 ZONE dJD LIX'AL C CNDITIO :VS) �_ MULTIPLE -FR.T MDHBRM'E 3 - /• `` OPTIONAL, a ®r \ COPING IPdM GALV. BIT. MR / T) TOP CP PL4 \ L . 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MEP OWE, KAPIPACTIRER • WOG P PPIH TED „ '* 5 /t , errrr, ez.-ror - ri-Ii1* , -14r.o )..a.e, ovErg. mei!. 4raJar. I k ..------m,..7.1. . FRAI-E PER x , t l.' A L:= , j i , -a t el I' r / I. Mad= GI... P INSULATED GLAIR. gil • I 1 1 WEPT L driaa4t4Cor O.ALCCtAIC i IN% . PUB-SIL PLASM. SET IN D O SEAA PULL IIMTH BE OP LNT 1/2 040FER El. StDE ..rr, ., ,I 4 wo ,v21- iw ..r. t 14-t vei 7 v ;9;4 A•rfeart- 6 72..P , ., • I— III i ll a -.. ilMild . . 1101LATED GLUING l'-:11{1 P.c.. 1....,-4 PA,s1s93---) ' IL : ■ ' .. 1' - A MOO. AL. MOPE BEAL.Sr 0-4044 CC! , 0.1 SPACE 44 MAX . - vg1 t-rui,L.10H- (- 7--rpic...„6-L. ht("Fz-17-Or-rrL r11.11.-l... 0 1 1 I L.l... e F'C.I', 0 -1- '`,..UM t:V....2G1‹. 6 Li m f , e 1 6 S.F. -77 ENT SCALE 5 • 1.-e WALE re • n a. \ - .. - , - SCALE 3' . r.er ,- ..ear - TH F41-941-1 .CAT=4,) g ' ' '.-- , -.0erctte r t , P. , .v ' E9c* 1 Slba MOP CORO PRE•CAST (11:10 PANEL !PEE AMC, OMB/ PANTED , JE.x oFt , , 0 • MOON ='* -. S - ...ii • • _ a e N---- ... al P•ti I'M V-p. Pr C.-C1e V 1-. TrIG, CP11.1,6 UM BACKER ROO r.0 t4 Co . PP.r4n. 11 el 4 _,,__1.- A • • A - irr- oH 1,-,,rg p. :1 kt \ ,..- ' I ri.si PHOOPN PPEN-1 =PIC PP,CAZT giai gar' _yr PEE. e444, Cr riC7&L- r■Ev.E.A-1- .t:).. 0 - rir FANE.I__ __Te:)ir-rr Cir C-c%P-h4E.1= e F . WALE NcoNat. ,....-, SCALE Ne,12 . • . . . I , . • , ' , • • , . . • . . . r • Gill Ai lprIA JUL 2 9 19913 A,NPt11 . arailft JUL 1 3 1938 Pam. CENT. • DATE 5-1898 b-15-98 EY AT& DETAILS JOISN2. In P0-AMA MT CHIECIOD Ate DATE 2• IP- sn 46.02 TUKWILA, WA 1.0 STRUCTURAL NOTES ANY DISCREPANCY FOUND AMONG THE DRAWINGS, WECMCATNS 1ESE NOTES AND THE SITE COEDITORS SHALL BE REPORIFD NNE DICKER, 0110 SHALL CORRECT SUCH DISCREPANCY IN SMI0NG. ANY WOK DONE BY THE SUBCONTRACTOR AFTER DISCOVERY OF SUM DISCREPANCY MALL BE DONE AT THE WBC.TROTOR'S RSIK. NE SUBCONTRACTOR SHALL VERFY ANO COORDINATE NE DINENSONS AMONG All CRANES PRIOR N PRONEEDIN WIN ANY N W OR FABRICATION. NE SJB500005 00IS9 IS RESPONSIBLE FOR ALL ERECTOR MA°NG, FORMER AND TEMPORARY CENS11 I TRUCTIOV SUING IA BIDDERS WARRANT( 1.2 CODES BY NE ACT a SUBMITTING A SC FOR THE PROPOSED 0]NNACT, NE SUBCONTRACTOR WARRANTS NAT: 1.1.1 NE SUBCONTRACTORS HAVE CAREFULLY AND NWRWGNLY 01.305 D NE MANN AND STRUCTURAL NOTES MD HAVE FOUND NEVI COMPLETE AND FREE FROM AMBIGUITIES AND RUFFNE1 FOR ME PURPOSE INTENDED: FIRMER NAT, Ill NE SUBCONTRACTOR HAS CAREFULLY EXAMINED THE SITE OF NE WORK AND NAT FROM HIS OWN INVESTGATNS HE HAS SATSFEO HIMSELF AS TO THE NATURE AND LOCATOR OF THE WORK, AS TO NE CHARACTER, NNW. QUARTOS OF MATERIAL AND 0FECULTES TO BE FNCWNTFEO, AS N THE WENT OF EQUIPMENT AND OVER FAQMES NEEDED FOR NE PERFORMANCE OF THE NW AND AS N THE GENERAL ANC LOCAL CONOITON£ AND OTHER ITEMS WHICH MAY IN ANY WAY AFFECT THE 00RK OR ITS POF0MANCE, RATHER NAT, 1.1.0 NE SUBCONTRACTOR AND ALL NIRKIEN HE INTENDS N USE ARE SKILLED AND EXPERIENCED IN THE TEE OF CNOTRUCTN 00RESMID BY THE DRAWN. AND DOCUMENTS BD UPON; FURTHER NAT, 1.1.4 NEMER THE 000151TRACNR NOR ANY OF HIS EMPLOYEES AGENTS CR INTENDED SUPPLIERS HAVE RELIED UPON ANY LENA REPRESENTATIONS ALLEGEDLY WNORIZEO OR UNAUNO ZED 1RN ME OWNER GR HIS MPL0YD5 M AGENS, INCLUDING NE ENGINEERS, IN ASSENSUNG NE BD MOURN; TURNER NAT, 1.1.5 NE SIBNNIACT0RS (INCLUDING AGES AND SUPPLIERS) ARE AWARE OF AND 000101IEDCE NAT G05E COORDINATION AMONG ARCHITECTURAL MECHANICAL/ELECTRICAL AND 40000001 DRAWN. ARE RECURRED FOR NE FOLLOWING: • DE0ERNINATOY OF ALL COLUMN MAIMS AND SIZES • DENNRNATM OF 1M OF ROM, ICE OF STEEL WALL RATE, AND RP OF 0011 ELEVATIONS • VEXFICAEN OF ALL 051100NS. NE SIBNORACTMS (INCLUDING HIS AREN S AND SUPPLIERS) SHALL MAKE CONSDER FOR AND INCLUDE MORES FOR NE ABOVE IN NE PREFORM. OF NOR BIDS. E THIS REQU 51 SHALL SUPERSEDE ANY NEWER IN N 01 E AMC %RANDAL OF STEN 0]NSTRUCTM:' FURTHER NAT, 1.1.6 EBNER NE SUBCONTRACTOR NOR ANY OF HIS MPLOIEE5, MEETS OR INNER SUPPLIES HAVE SCALED THESE MAMNCS TO OBTAIN REWIRED 04MSNS FURTHER THAT, 1.1.7 THE BID RWOE IS BASED SOLELY UPON NE CONSTRUCTOR CONTRACT DOCUMENTS AND PROPERLY ISSUED WHIM RERESENTATNS 1.21 ALL MEMWS, MATERIALS AND W.T/AN0IP SHALL CONFORM TO NE 1994 UNIFORM WILDING WOE (UK) AS AMENDED AND ADOPTED BY NE LOCAL BUILDING AUTHORITY. 1.22 All REFERENCE N OTHER NOES, STANDARDS AND SPE0RCATNS, ( MN, 0 SHALL BE FOR NE LATEST OR MOST CURRENT 1.3 CNN CRIIFRIA 1.11 UNWORN LOADS LOCATOR WE WAD 001E 25 Pa SLAB ON MADE 250 Pa 1.12 CON0EN10010 WADS ALL OAN0AONRFRS OF PRE - ENGINEERED COMPONENTS CR SYSTEM SOU. LOCATE, C00%NA151 VERIFY N0011 EN, OF MECHANICAL UNITS OR (TRIER COVCENTRA1E0 LOADS AND .SIN MDR SYS1M FOR NESE LOADS 1.13 LATER& LOADS WIND: PER UBC SECTION 1613 -1823 DEAD LOAD ACTUAL ACTUAL BASIC WED SRO: 80 MPH EIP05)0E: 8 'lemma FACTO I 114 SEISMIC PER DEC SECTION 1624 -1830 ZONE J IMPORTANCE FACT.: 1.0 DUCOUM FACTOR (046: 6 FOR APES C0UUIIS DUCTS MD MECHANICAL EMINENT SPR1% OR BRACED FROM 510110100E CONFORM N SHEET METAL AND AR CONDITIONING CONTRACTORS NAONA 001000TN INC., RRUCARO 'APPENDIX 0 WRFC RESNAIN1 MANUAL OWa<N% FOR MECHANICAL SY51EN5.' AL RACING AND SUPPORTS SHALL BE DE000 FOR SEISMIC HAZARD LEVEL (SILL) B. SPRINKLER UNE AMACHM015 SHALL CONFORM N NEPA PAMPHLET 13. 1.4 SOIL DATA ALLOWABLE SILL PRESSURE 2500 PR. ALLOW 33 -I /3X INCREASE FOR LOADS NM %ND OR SERVE OHNN. SEE 0OTE0NICAL MGIN:EN0 REPORT BY TEMA ASSOCIATES, INC., DATED JULY 8, 1997. t5 INSECT./TESTING REQUIREMENTS SEE DRAMS, SPECIFICATIONS AND UBC REIMS 106 AND 1701, AND AS OUTLINED BELOW 1.5.1 FQU%A0N INSPECT. BY BUILDING OFEOAL TO BE MADE AFT0 EXCAVATIONS ARE COMPLETE AND FORMWORK AND PERFORMED ARE N PLACE 1.52 NANDI SAN OR UNDER FLOOR INSPECTION BY BUIWING MEWL N BE MARE AMER AU. UNDER SCAB AWESSORIES (INCLUDING RENFNCED0T) ARE PLAID MD PRIOR TO NNCBEE SLAB NUR 1.00 BANE 509000ONS BY BUILDING NINON N BE MADE AFTR AU. RANG N9 COIRETE AND ALL PEES, DUCTS, ELECTOR, ROANS ETC ARE INSTALLED AND PRIOR TO COVER. 15.4 NE FOILOMNG HENS SHALL BE NESTED MD VERSED 85 A TESTING AGENCY EMPLOYED BY WE BN%NG OWNER IN ACCORDANCE NH NE DEFORM BUILDING OWE. 15.4.1 CONCRETE STAMG100 1.54.2 ALL 515UCNRAL NONE 1.54.5 HIGH SNOGN 501.100 000000TN5. RD 1.6 SHa DRAWINGS 1.7 MISCELLANEOUS 20 ME WER4 2.1 EXCAVATOR SUBMIT MOP DRAWINGS TO ENGINEER F. THE FOLLOWED 1.6.1 RBNFOR0NC STEEL 1.12 STRUCTURAL AND MISCELLANEOUS STEEL INCEUDMC NOD INSERTS AND ANCHORS 1.6.3 0.100- LAMINATED MENDERS 1.6.4 PRE- ENGINEERED STEEL TRUSSES 1.6.5 TILT UP WAILS LNG CONCRETE MIX DESGHS 1.7.2 VERFY SIZE AND LOCATION OF .OPENINGS IN THE FLOORS ROOF AND WALLS INN ARCHITECTURAL,' ECNNIC. AND ELECTRICAL DRAVA. 1.7.3 NNSINCTON DETAILS NOT SPECIFICALLY .ON ON THE DRAWS SHALL FOLLOW SIMILAR DEALS OF SECTORS a HMS PROJECT AS APPROVED BY NE ENGINEER 1.7.4 SEE ARCHITECTURAL MECHANICAL AND ELECTCAL DRAWINGS FOR DNENSONS AND LOCATIONS OF OPENINGS NOT 0140SON% OR VON N STRUCTURAL PLANS. EXCAVATE TO DEPTH SHONE AND TO RN UNDISTURBED MAMMAL 0105 - 040010TONS 00011 BE 000001110 WM 1000 0030110 (0o=2300 PE) AT NE SUBCONTRACTOR'S EXPENSE EAR05: EXTREME CAE DURING EXCAVA005 N AVOID DAMACE N BURIED ONES, TM05, AND INN CONCEALED ITEMS. UPON DISCOVERY, DO NOT PROCEED RN WORK UNTIL RECEIVING WINED! INSTRUCTIONS FROM E MRDL A RIPENER 1EPRESENTATVE OF NE 01'NER SHALL INSPECT ALL FOOTING EXCAVATORS FOR S ITABIUTY OF BEARING SURFACES PROW TO PLACEMENT OF RENF040NG STEEL PRONE MANAGE AS NECESSARY TO RELENT WATER- SCFIFN0 REMADE 22 FILL MM. AND CNPACTIN BACIO0L AGAINST WALLS SINE NOT BE RACED UNTIL AFTER NE REMOVAL OF ALL MATERIAL SJRECT TO ROT M COMMON. AIL FILL PLACED AGAINST RETAINING WALLS OR BASEMENT WALLS SHALL BE FOE NANO GRANULAR MATERIAL 51RUCTURAL FILL OTHER NAGS RA GRAVEL MALL BE GRANULAR, PLACED N 6 INCH URS AND COMPACTED TO AT LEAST 95X OF ITS MOWN DRY DENSITY AS DETERMINED BY 051N D- 1557 (MN PROCTOR) AND ART/ 0 -688 (STANDARD PROCTOR). PEA CRAWL 011 MAIL HAVE A MAXIMUM PARTICLE SZE OF 3/0' DIAMETER. 3.0 STRUCTURAL C.MEIE 11 GENERAL 2 STRENGTH VERILY All DAEMONS AND CNOTIONS IN BE FELD. THE STRUCTURE HAS BEEN DESIGNED TO RESIST CODE REQUITED NRTCAL ONO LAIERM FORCES AFTER TEE CISISNUCTON OF ALL STRUCTURAL EDWIN HAS BEEN COMPLETED. STABILITY OF NE STRUCTURE PRIOR TO NHIPLETON IS THE SOLE REBEONO5UIY OF ME GENERAL CONTRACTOR. THIS RESPNSBIUTY INCLINES BUT IS NOT D0TE0 N JOB SITE 5NETY: ERECTOR MEANS METHODS MD SEWEN00 TEMPORARY SHORING F054WMK, AND 000000; USE a ECOIP40T AND CONSTRUCTOR PROCEDURES All GNOME SHALL BE HARD ROCK CONMEE MEOW REQUIREMENTS OF A0 -3N, 'BPEa0CA00NS FM 51RUCTUBN CONCRETE FOR BUILDINGS' PRNNTNINC OF !EMBEDS FOR EACH CONCRETE MIX SHALL BE BY NEON 2 OR ME ALTERNATE PROCEDURE GIVEN IN A0 -301. PUCE CONCRETE PER 00 -304 AND CONFORM TO A0 -604 (306) FOR NETER CON05ENG AND AO -605 (305) FOR HOT WEARIER RENDING. USE INTERN MECHANICAL NRA1OR5 ROTH 7,000 RPM MIWNUN FREQUENCY. DO NOT 010 -ROUTE CN0EIE SHALL BE PLACED NNOUMICNY BORON 0]NSRUCBN OR CONTROL JOINTS. PROTECT All WNO<EIE R. PREMATME MANG, EXCESSIVE HOT OR COD MAPERA10RE FOR SEVEN DAYS AUER PLACING INENTY-EIGHT DAY COMPRESSIVE SMRGMS .All BE: DESCRIPTOR PS SLABS 4000 TILT UP WALL FUELS 500D VERTICALLY FORMED WALLS 5000 FDOTNGS 3000 THE WIRIER /0M01 RATIO FOR CONCRETE SHALL BE LEGS MAN NE EARDRUM S10WN N NE TABLE BELOW. MMOM0 005101110 WAMR -M]ENT NATO BY COWL SPECIFIED WHIP0ESSVE SMSIGTH PS 3000 4000 00 MAIFR1ALS NON-AIR ENTRAINED NR- FNMAINED RENEE 058 044 112 COARSE AND ENE AGREGA10 ARIA 030 113 WA1M .ALL BE CIFPN AND POTABLE 14 WATER 800000 NANNIES 0.46 0.35 NESE MAWNJNS MAY BE EXCEEDED IF TEST RECORDS PER SECTION 50 OF AN 318 (BUILDING WOE REQUIREMENTS PM RENFMC50 NRC EWE) ARE SUBMITTED TO AND APPROVED BY THE DONEER. FOR 5000 PS COME, CENTER PROPORTION MALL BE ESTABUSIED BY 14EMW5 OF A0 318 SECTION 53 a3.+ LSIMT 4504001, TPE THE L ENGINEER'S APPROVAL IS NEED% FM USE a TPE 1II OR LEO0T. 1i.1 WATER R%UON0, AWMIXNRE 05TH 0484. ADNIXNBES MAIL BE 100 N EXACT ACN WN M00a4CNR0'S 1451X00.£ 14.2 MERGER PERFORMANCE SYSTEMS CONCRETE USN° ADNOU,RES N PRODUCE RDWABI0 CONCRETE MAYBE USED SUBJECT N SIGNER'S APPROVAL 14.3 AR ENUREMENT: AST/ CND AND ART/ 0491, ERMAN 40 PLUS/WELTS 10 BY VOLUME IN ALL EXPOSED CONCRETE 14.4 N 011TER ARWXIURE5 PERMITTED UNLESS APPROV£0 BY THE ENGINEER. 15 FORMWORK AND WRING 15.1 FOLLOW REONIE.° RACME FOR CONCRETE FORMAL° (A0- 341). 15.2 RESTING FOR EARLY KAMOVA OF N.NAL SUPPORTS MALL NOT BE PENNED 3.53 ALL SHORING SHALL BE THE RESPNSOUTY a 10E CONTRACTOR. MINN SUPPORTS AND SHORING SHALL BE DESIGNED N PROVIDE MIRED CONCEDE SURFACES AT ALL FACES LEVE, NUMB, AND ME N NE DIONSNS AND ETEVATONS MORN. TOBRANCE3 AND VARIATIONS SHALL BE AS SPECIFIED. 16 REINFORCING SEEN OETAL FABRICATE A0 PUCE PER A0 -315 AND A0 -318 SUPPORT REINFORCEMENT ROTH APPROVED OARS SPACERS . 1125. 16.1 DEFORMED BAR RONF.0 111 AST/ A -815 -M W 3.6.2 TODD DEFORMED BAR ENFORCEMENT: A5114 0700 GR 60 OR ASN 0615GR N 113 N050 WIRE FABRIC AST/ A -185 8 ASN 0 -02 Fy-65 KS 16.4 DEFORMED BAR ANCHORS 031N A -496 Dq8-004-I 16.5 ALL REINFORCING MN BE LAP- 9'UCED A MIWNUM LAP OF 48 X (NE BAR DIAMETER) EXCEPT AS NOTED SPECIFICALLY ON NE STRUCTURAL DRAWINGS NO MORE NAN SOX OF HORIZONTAL M VERTICAL BARS NALL BE SRIEED AT ONE MIN. 3.6.6 PROVIDE ELBOW BARS N TAP HORIZONTAL S1EEL (A /MINIM °STANCE OF 40X NE BAR DIAMETER) AT COMERS AND INTERSECTIONS IN FOOTNIS AND WALLS 10.7 LAP WELDED FABRIC 12' OR ONE SPACING PLUS 2', WHICHEVER 15 MORE. 17 °NORSE COVER N REINFORCING (UNLESS MON 010000SE) 3.7.1 TRINE OF FOOTE. 17.2 FORMED EARN FACE AND SLAB ON GRADE 2' 3.7.3 WALLS, MEANER FACE 1 -I/2' 17.4 0001010 AND BEAMS TO STSUPS 1-1/2 BOTTOM OF INIWM 5AB 3/4 17.6 WAILS NODE FACE 1' 10 CONSTRUCTOR JO NI5 18.1 CONSTRUCTOR JOINT SPACING IN WOES SHALL NOT EXCEED 50' N CAWR EXOPPI AS DIRECTED BY NE 00840001 182 (mass NOWT 01HERM0, LOCATOR OF NE REMORA OR CONTROL MEN 111 SLAB ON GLIDE SHALL BE ON COLUMN GRES OR UNDER PERMANENT PAR00N5 AND STALL NOT EXCEED 20' -0' C/C EACH NE 3.13 ELECTRICAL CONDUIT SHALL NOT BE PLACED WITHIN A SUB ON GRADE, BUT PLACED BEWW NE SLAB IN NE SIB -BASE 3.9 GROUT FOR BEARING PLANE 00UT FOR BEARING PLATES AND EQUIPMENT UP TO 25 HP: NE GROUT SHALL BE 0151FRFWW 928 BY MASTER BUILDERS TECHNOLOGIES, OR APPROVED EQUIVALENT, AN A PREPACKAGED NANA& AGGREGATE GROUT, WED, PLACED, AND 0023 AS RECONSIDER R BY NE MANUFACTURER, NE MANUFACNRR'S WARRANTY SMALL EDT CONTAIN A 000.04ER OR LIMIT THE REOFN08UIY TO ONLY REPLACEMENT OF PRODUCT OR PURCHASE PRICE GROUT SHALL CONFORM N MO- 0521 -8R AND MN 1107 -89A GRADE B WHEN RS1ED AT A FEUD CONSISTENCY (20 N 30 SECONDS) PER 000- 0511 -85 FM W NINNIES AT 45' F, 70 F AND 9O F. MOOT IAANUFACNRER SHALL CERTIFY MM INDEP0IOMT TES DATA THAT NE DOANSN AT 3 OR IV DAYS ORES NOT DICED THE 28 DAY 01000000 AND NAT IM HON SHRINK P910097Y 15 NOT BASED ON GAR ERMAN. FLUID GROUT SHALE PASS THROUGH NE ROW CONE 1 HOUR AFTER BATMNO AT A W SECOND FLOW MAXIMUM, A N D HAVE A MINIMUM S T R E N G T H OF 2,500 PG ATI GAY, 4,500 PS AT 3 DAYS AND 7,00D PSI AT 28 DAYS. THE SUBCONIRACTOR SHALL PAY AN 1900004001 IESIEG LABORATORY N RUN A 24 HOUR EVALUATOR OF ANY GROUT SUBMITTED FOR APPROVAL INC SUBCONTRACTOR SHALL REEVE APPROVAL FROM NE MONEER BEFORE USING ME GR.T. 110 ELT -UP CONCRETE NUB 110.1 TEICAL AND SPECIAL REINFORCEMENT MOAN ON PAUL ELEVATORS IS DE5GN0 F. FORCES OCCURRING AMER PANEL 151N PLACE AND TED N ROOF AND ROOK DIAPHRAGMS USE SLINGBACKS AND EXTRA 000000054001 AS REFIRED AND DIRECTED BY PANEL ERECT. ER ERECTION PURPOSES 010.2 ALL PANEL DIMENSIONS N FOUNDATN PLANS AND AR.IIECNRA EIEVAT00 ARE N CRIER ONES OF CNNECTNS 00 NOT SCALE PANEL EEVAl1N5. 110.3 00 NOT CUT OR DRILL PANELS 110011 APPRDVN. OF MGNEN UNLESS .OWN OR INDICATED ON STRUC10RAL DRAWINGS 3.10.4 -SEE SP000CAT.S FOR FINISHES, WRING, ETC. 3.10.5 110.6 5.0 METALS 11 LADING 11.1 All MOUT UNDER PANEL NH A 0 -5ACN PEA GRAVEL CONCRETE GROUT MO (00.3500 PST 0 28 DAM) PANELS DRAWN SHOW TYPICAL LOCATORS OF PANEL CONNECTORS AND ADON.N REINFORCING FOR MOST PANE OPENINGS NOT ALL EMBEDDED ITEMS AND MECHANICAL AND OECTCAL PREPARAT.S ARE SIOYN. CONTRACTOR SHALL COORDINATE P.EMATNS WIN MECHANICAL AND ELECTRICAL AND REINFORCING PER PLANS. 5,1.2 All NANG SHALL BE BY WABO -CMTRW W DEAN USE 570 XX 0EC1RODES, EXCEPT YNEM VIDEO IN SEEN 51.3 BE N ACCORD O OF ENFOR5110 STEEL .ALL .. m EXCEPT ERE MOM4. ALL LADING a NNFOR0ENSI1 MALL BE PER ANS /AN 01.4. THE F010MNG ELECTRODE NPLL BE USED NM REWIND REINFORCM00 • FOR HONG OF AST/ A615 M 40 RUM, USE E70 XX EIECTRWE • FOR OWING OF AST/ Ala OR O RERAN, USE EN OR 0E01500E. 11.4 ALL FULL PENETRATION RED AND SHOP AIDS MALL BE INSPECTED BY ULTRASONIC NN- DESMUCT1E 1001105 PR00000*ES RESULTS OF TESTS SHALL BE SUBSIDED FOR RENEW BY ME SMUCNRAL ENGINEER. 5.2 STRUCTURAL STEEL 5.21 ALL DETAILING, 0055000., AND ERECTOR SHALL CONFORM N NE AEC, NAND& OF STEEL CONSTRUCTION; LATEST EATON EXCEPT AS AMENDED BY SECTION 1.15 OF NESE STRUCTURAL NOTES 522 STEEL SHAPES AND PULE MAIL BE AS111 0 -08. £2.3 TUBE COLUMNS MALL BE PER ASIA A500, GRADE B (Fy - 46 KS). 524 MACHINE Bons AND ANCHOR BOLTS SHALL BE MN A -307 EXCEPT AS NOTED. 5.25 HIGH STRENGTH BON SHALL BE AM A- 325(11) AND ASIA 0- 490(0) WM NREALS INCLUDED N SHEAR PLANE SEE PLANS FM TYPE REARED. . ALL HIGH 5MMON BOLTS SNAIL BE INSTALLED MTH HARDENED WADERS C0E0081600 TO AST/ 0 -436 AND NUM CONFORMING N AST/ 5 -551 BEARING TEE BARN MALL BE INSTALLED PER PARAGRAPH 0(0) OF NE SPEOFICAEN FOR 51RUC1UR& JMM USING AR A -325 OR A450 BOLL (1905), AS ANION) BY NE RESEARCH COUNCIL. STUCNR0 MEMOS OF NE ENGINEERING NOMM N AND ENDORSED BY NE AMERICAN INSTNN OF STEEL CONSTRUCTOR. 5.26 511.10S 'NELSON SUDS' MAIL BE BY NELSON STUD LADING DIVISION, GREGORY INDUSTRIES INC. OR APPROVED EQUIVALENT. 527 EXPANSION ANCHORS SHALL BE HILO CONCRETE ANCHORS AS N/NUFACNHFD BY MILT CORPORATOR (OR APPROVED EQUIVALENT) OF NE 11TE NOTED. 108 METAL MONCTON: ALL 01EEL EXPOSED N WEATHER, NNW, SOIL OR AS NO1D SHALL BE GALVANIZED PER AST/ A -123 OR AIM AS APPLICABLE ALL OTHER SUER SURFACES NAIL BE MM PAWED AFTER FABXCAEN. NIEEL ANGLES MALL HAVE A NINNUN OF 1.5 OZ OF ZINC NETER PER SQUARE FOOT OF SURFACE AREA PEPAR ALL DAMAGE A9043 OF GALVANIZED PARTS SUCH AS RED YEWS EN PER ASIA ATW. APPLY COATING NICENESS GREATER MAN OR EQUAL TO ORIGINAL 240 COATING THINNESS 53 STEEL MST AND AST GIRDERS ARE N BE DESIGNED AND 000504CNRD PER THE LA1E51 ERN OF NE STANDARD SPECIRCAVONS FOR 01005151 JUST AND ,KIST GROANS 00910 FD BY THE STEEL JEST M50505 SEE DESIGN CINEMA SENORS 1.11 AND 1.12 All STEEL JOISTS A® JOISTS GIRDERS SHALL BE MANUFACTURED BY A FABRICATOR CURRENTLY ARROWD BY ICBO -ES. MANUFACTURER SHALL BE A MEMBER Of SE MN All 51ER1 JIL515 MD JOIST GROOM SHALL SE APPROVED. NE M0LGAC1UAFR MALI SUBMIT SHOP 0RAVANGS A•0 CALCULATIONS SEALED BY A STRUCNO& ENGINEER 1aNSF2 IN NE STATE OF NE PROJECT. S0 CARPENTRY FRAMED LUMBER SHALL BE DF (2 UNLESS NEIN. NOTED. SAN LUMBER BEANS AND HEADERS SHALL BE OF 62 OR AS SHOWN ON THE DRAWER All Y NOMINAL MMBER SHALL BE KILN MED (%} EACH PIECE OF WMBER MALL BEAR STAMP OF WEST COAST COMBER INSPECTOR BUREAU (KU) A0/OR 0E51EO WOOD PAODUa5 ASSCOA500 (WAPA) SHOWN GRADE NARK PROVIDE WT WASHERS OR M.I.W. WHERE BOLT HEADS, NUTS AND LAO SCREW BEAR ON NOD. NEAT ALL WOOD IN CONTACT EN CONCAEM, MORTAR, GROUT, MASONRY, AND MNIN 12' OF EARN; ALL WOOD OVER WATER AND All WOW IN CONTACT WN EARN; IN ACCORDANCE ROTH ANA MEGATONS FM THE PRESSURE 'MEANER OF MERE WOWS, LATEST EDEN. 000 P059BLE, PRE-CUT MARNA. BEFORE TREATMENT. ALL WOO CUTS AND 081110D HOES SHALL BE RED TREATED IN ACCORDANCE MN 00049-01 6.1 CARPENTRY HARDWARE 8.1.1 BOLTS SHALL BE USN A -307. 11.2 WASHERS STALL BE WM FARE INN WASHERS (MW) OR HEAVY PLATE CUT WASTERS. 6.1.3 NAILS SHALL BE CONNON, AMERICAN CR CANADIAN M4OFACTURER ONLY. 6.1.4 ANCHORS AND CONNECTIONS SHALL BE MANOR, TENS WMBOAOC OR APPROVED EQUIVALENT. ALL FASTENERS SHALL BE INSTALLED PER MANUFACTURERS REC.N0DATOVS UNLESS ONERWff SEDMM. 81.5 HARDWARE 5000RD TO LEANER OR IN 05000100 PORTIONS OF BUILDING SHALL BE UALVPNIZED PER WIN 5.29. 12 MINIMUM NAILING - PER WIC TABLE 23-I -0 - NAILING SCHEDULE 6.3 SHEATHING (RY1 SNARE BOARD) 0401 SHEET SHAWL BEAR NE TROD/ARC OF TIE ANDEAN PLYVATM ASSOCIATN; ALL GRACING SHALL CONFORM TO PS 1 -05 OR REPORT N0. 500 -108. THICKNESS AMBER OF PI0S, AND LAMP AS SHORN. ALL PLYWOOD MALL BE C -0 LEITRIM WM EXTERIOR GORE OR AS NOTED CN THE DRAWINGS AND SHALL BE GROUP I . U SPECIES INEPT AS 01HERWBE 010NN, PRUDE NE 005045 MOON NAUN0 PANEL Na5 100 AT 8• N LENIN, INIERNEOAIE SUPPORT 100 AT T2' ON CENTER. • G.4 GLUED- LAAI0NA1E0 TMM SANDALS, MANUFACTURE AND 0)51111 CNNI PER ANSI/AN AND STRUCTURAL GLUED UNMATED EMBER'.'. CAMBER 1 -1/2 I NE5 MAD LOAD WIND OM WHERE 14111 INDICATED N MANN ALL MEMBERS MALL. BE CNBINAT00 24F -04 FOR SIMPLE SPANS AND 240 - FOR DSRNUOS OR CAR0LEVEX5 SPANS AND HAVE EXTERIOR GLUE Al MEMBERS .All BE <000 1NAL APPEARANCE UNLESS N01E3 ON THE DRAWINGS. ELI ADHESIVES SHALL MEET NE 005UR0ENM. 'WET CONDOS OF SERVICE MEMBERS SHALL BE MARRED IN0CAIING CNFORMANCE INN ANSI/A190.1 AND IN ADMEN, A CERTIFICATE OF SUCH REFORM,. SHALL BE PRONE) TO NE BUYER. MLR 10 SCAL5 PLACE ALTER4ATIN9 CORNER BARB AS 6HD1N Acl MIN OLR Ve° SAIIDUT I • a sLAB NONE. - IA" MN - FILL 1/'h MAGUS 2 SAMCUT 121.61 BE MADE NEON 4 TO 17 :OURS AFTER caNCRETE HARDENS - BLADES SHALL Not OF BE NWT AS TO CA16E °HIPP. TYPICAL CONTROL 20121T SE CT 101∎1 TOOLED JOINT R R J IO MAiFdJ Cf CON9iR1CTICNI USED -T c ••: • 4 -. •A . �. - •. • II III - III - III - I II 11 SE CTIC1*-1 NO SCALE NO 504E 46 • DAR DIA KID' MIN) TYPI CAL ALL CORNER BARB D. • I R -TR . m l T °i l m TYPICAL REINFORCEMENT PLACING DETAIL NO 51ALE G Ll iNDM4 U- NOTOMNAL IN � , rll -II. --� H . I . 1-71 =1E?IY II �' II9BII -A1. TYPICAL STEPPED FOOTING TYP DETAIL OF PIPE AT CONCRETE FTG NO SCALE 40 • BAR DIA ND MTN, TYPICAL SPLICE LINO. 04 "o • N" ENAOED SMOOTH DOWEL AT IN OG. TYPICAL CONSTRLCTION 201NT i ED 111- 1X1 =III 1 11-4,4- 11 FRI l , 2 901L W019NRSED III -I' 1 1 - EQUAL TO IERIICAL REIN& 911010* I6 ADDITIONAL IF LOCATION REINS I6 NOT IN PROPER LOCATION CORNER BARS ATE SAME 911E AND 9000X4 AS HOR12CMAL SOI00ORCBMMT. 31 SD' H0000 MAY EE 00001INTED FOR 0051100400 - BEE N01E 5. 41 FEINAA1 ALL SOIL 005 00,ENDS, AND INTEROECTIONB SHALL BE 51 USE ACI MIN 50' 1000005 EM0EOMENI LE60 THAN 46 n 005 DIA PACT PACE OPWALL, 4; 0WL9B10WAL,LS BNWN, MASONRY t) 1 11. 0011MILAR FOOT .44 0041185 , .44, 1 FTUNMIIA JUL 2 9 1998 P010M10 CENTER CONSTRUCTION SET HBL C I V I L 11 S T R U C T U R A L ENGINEER 5•P LANNERS mw ,.=r0,1P,9W'IRII011„ ,«,.,,......e,.. COY OF TU11111u APPROVED JUL 2 9 1990 AS NU:LU BWLDNUC ,77iiTOTl -- I mom 5/23/00 I REVI9ICN5 NO. DATE BY n 9/21 AB DAP D NINNY 0KC 11 GENERAL NOTES 4 TYPICAL DETAILS 005 NO 91500 DRA4N DR CHECKED DATE IMAM 51.01 SCALE 1/16° • 1'-0" ]5'-0• 151.1[1-DING '94' - POUND4TION PLAN 30-3r 30-3r SW NICK PROJECT NORTH TP Ai j I E%T -uND. ./ vai GS aD. � rom I EA WAY - TTP STRIP O AT PaR sTR I -- I e l' r 0 ' Jmxr6 I � % I— --I I _i - 0 Fa wm � Fam F6 L_ wm w F6ID ; 5 IWB. CONC FLAB • , EG H3 EG ® TrP r r .0.1 r� O r "707- � II � s � �II 1_ F.ID / L .. F6ID F6ID 5 4PAT rtrt 501.6 501.6 II I I J � 4 r TTP A T Fy n 0 C � 0 � F60 4-- FF6.0 �� ��� F6ID F60 56ID + FdID � I m g S p 4T m EA ma -Tm mm MG B M tRIP � ®` B.'0.® 18D S 8'.0' P]1 © P° STRIP �� 11JJJJII � I x I J L..� J � m C O � # I ��7 +" l�.�.5 r �r� Eam � © _� ccal, a I o� — 16 ID A � � � IJ��= � ' (� — FeH — ' � r ND PLUR B P BIn p 0 AT •-� � �� m � I .� Ark Q H FFG � a•. iRI pOOR3 - DOORS ( ]5 FTG � BiEP � STEP FFG- STRIP VII ]Prc'e �61EP FfG ©FfG L� P0A2 ��II ', ® GROQI TG Ox P OA � 0� �® 4 ® F51.6 6 0. ( G 01 iOQx ? POUR I LA ■■.?I? / 8 0 SNIP 111 �� - STRIP 1 I %� n r 3D) 'P ry N E r -5w 6 � m , 1Mal r -_ m O e, r as, . :c � � A 1 K 1 � x5J o I m Il K x ca r A , r r-311, ( -3ID�G FTG � FACE OF � FfG �F E OF WALL 14 -1 y� ,am I4 F ACE CP WALL 24'4 FACE OF 14.1' •- WALL T gym. -,li xx:n;" ar+u. JNr<Aao''E ,. I i 1 1 I , -,a T 1 TK• TK•n+15 FOOT I1- O SGI- 1�1.1L� MAR: 8)28 REINFORCEMENT REMARKS (8) 5 EA 114 13011011 560 6 E6 x7' -4 (1)S Ea WSYBOTTOI F80 0:0' x0' - 0 -0 (9)1864041 TOP AND 801 ] FOUNDATION NOTES: L 505 ARCH 0555 FOR DIMENSIONS. 5L504110N6 AND WALLS NOT 64018L 0 555 SHEET 01IDI FOR STRUCTURAL NOTES AND TYPICAL 551A1LS. 3. BEE SOILS REPORT FOR F0N5ATIO1 0140 SLAB 501(1081 8EOJ1REMENi8. 71418 16 TO INCLUDE ALL EXCAVATION. 8L4 AND FILL PLACEMENT RE01154MEN15. 4. vERIFY 41_4 WINDOW AND DOOR 810105 AND HEIGHTS WITH ARCH. DUGS. 5. SEE 080401ECH DRAWINGS FOR DRAINS, SLOPES AND OTHER FLOOR DEPRESSIONS NOT BHON. 6. SEE 545E15401 FOR PANEL ELEVATIONS TOP OF FOOTING ELEVATION! -XAO REFERENCED TO TOP OF SLAB (00) ADDED FOOTING 54E0 • PANEL 01810ERS RELOCATED OFFICE WALLS. CITY 1 /40070IU JUL 291999 Al 1011) BUILCINN DIVI510N CONSTRUCTION SET 1Emmrs 5/23/99 1 pE 9 19 A H �_-J T CIIYOFTUM4YIIA DL JUL 2 9 195A P E R I N . 0 5 1 4 r 0 , CIVIL 6 S T R U C T U R A L ENGINEERS•PLANNERS REVISIONS NO. DATE 5/15/99 5,x/9 1/t590 BY JKC LA51 FOUNDATION PLAN BUILDING 'A' JOB NO. 0195000 PRANK DR CHECKED . DATE 62.01 S — EtOOT I1-t O t �uLE MARL SIZE f£NORCEMENT REMARKS FAO 4'- 0 ID•xI' -0• 5,15 EA 11147 BOTTOM 0 6TOPFG F60 6 ID•x6' 0 °xF - 4' (T)5 EA WAY 50001 r (V 5 EA WAY 501100 (915 EA WAY TOP AND ROT 2 A , Z A 0 '111 D 6i ) 51EP FTG 0 0 - PA 0 6TOPFG -3ID) l30) i r n� , \ \\ , 0. 01 -5D FADE a I \ \ 6 COL �. . 1 - 065 050 4A FA AT k'O .c. Y-1 - sTRIP6 -��. mar EV AI F60 I C-77, Oh CV ���� 0 ® _ El. 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Id - IIV• ° 401 m COL FACE W O WAL COL 1 i • 00 © m m `'T IIV A A , C0. -5ID) N RG (.3 14' C" T A a R4L.Mr ABOVE' 15' -0° '- I 11'-1 0• aFNL RIT ABOVE ]5' -T' 15' - ®' ]5' -0' 15' -0° FACE OF 15' -�' 3 -I 600w ABOVE -Ulm Ji ® 30 0' 30 0' ' ® e 0' -I" I3, �4' 0404 U •� ®i ## fff °e f TW ® 6 ®0 ® 14� RIIDK © { O ® # e 00 THICK Dcit-ould 5l.411-DING 'B' - POLiND,4T I ON PLAN PROJECT NORTH FOUNDATION NOTES: COL I. SEE ARCH 0554 FOR DIMENSIONS, ELEVATIONS AND WALLS NOT SHOWL FACE CF WALL 1. SEE SHEET 0I0I NOR STRUCTURAL NOTES AND TYPICAL DETAILS. 3. SEE SOILS REPORT FOR FONDATION AND BLAB SUPPORT REOUIREMENTS. THIN IS TO INCLUDE ALL EXCAVATION, LL AND FILL PLACEMENT REOUIREMENTS, 4. VERIFY ALL WNDOU AND DOOR WIDTHS AND HEIGHTS WITH ARCH DIGS. 5. SEE ARCHATECH DRAWINGS FOR DRAINS, ELOPES AND OTHER FLOOR DEFRE0610N6 NOT BROW 6, BEE SHEET 5401 FOR PANEL ELEVATIONS B. TOP OF FOOTING ELEVATION l -XX) REFERPICED TO TOP OF SLAB 1 001 DEYOFTMAA 'JUL 2 9 1998 PERMEOENTFP CITY OF 14(1511A WEANED JUL 291998 AS (LIEO BUILDING 1 44(1i0N CONSTRUCTION SET ID1wcv 5/23/85 I A HBL CIVIL B STRUCTURAL ENGINEERSAP LANNERS M117 1■4'N'MrTg'11116"` REVISIONS DATE 5/I6/96 5/2156 BY JKC LAN FOUNDATION FLAN BUILDING 'B' 405 NO. 9133910 DRAW) DR CHECKED . DATE IFS° 52.02 EMBEDMENT SEE PLAN i Zet NP REOF 'OM WORMED NATIVE SOIL OR COPACIED STRCTU.L FILL AS RECORD, PER BOILS REPORT SECT 1011 E'A'xl4 "x1'-4 "W / E%P BOL1b SECTION 5 T — TAT 10' OC. 5 M' I8.110 COW BONO4 SECTION I' GROUT POUR FRP 1500 F05OS FOR REO'D REBSORLR'RIT 6 C0. (FIG FER PLAN BEE PLAN R STRIP EA BIDE OF WAL 5 DOWEL I IP 0L • 150NDE (4)(4) 5 502649 SPACED AT 4° OL. AT EA END 5 x P-0' DOWEL CENTERED ON BLAB JOINT AT 4 0.C. DI P EA SIDE OF WALL 1y. CLR ) EMRAN. SIDBIE K AT SIM TS O.OL OL. COLD MB IN COX TO BE MADE SMOOTH AND COVER W/ BLDG PAPER III III- BEE RAN CLR TYPICAL PANEL REINS PER PANEL ELEVATIONS GROUT AS WEAVED NE 5 COST TOP REINS OMIT SLAB ON THIS BIDE AT em EXTERIOR GRADE AT COAT W/ ASPHALTIC IXP SEN MERE 09ED TO SOIL 1 = 115 1 =11 BEE FLAN W CENTER FTG DER CO C SIDE IX OL 55x B• NNRD ROD, DRLL AND EPDXY e HILN wwise, P u EMBED COT FTG REINS TERI 92 VE ISTURBED NATI 0 IL OR COMPACTED 9TRCTURAL FILL AS REWIRED PER SOILS REPORT SEGT IOT4 5 PIXELS IAT 24 "OL.- D. EA SIDE W WALL 2 1 ) THIS 9 50409 AL P010L6 VIDE l4) DWE SPACED AT4' AT EA EAON "O END OF lo o AT ALL l4 DOWELS SPACED AT SIDE AT E. .LL AT Ai 0 BIM) / is _ m , SECTION J —� COLUMN FIG AT END OF- WALL 9AER5 SHOW ON FLAN I42J WALL FIG REINS (ISCLUDIND DOWELS) THR1 COL FTG LONG TILT NIP WALL PANEL BEYOND FOR CALLOUTS COTTON THICKEN BLAB AT TRICK DCC. SEE FOR CALLOTS COTTON TS COLIIVI FER PLAN E 49 EA SIDE EA SLOE BLAB AT DOCKS 5 CONE NOSING BAR GALV. L 494012x'0' AT P -0• OL. MAX W (4U xA °I STAm¢E65f II I STEEL MIK BOLTS AT S OL. - ISE ANGLES yT PER PBS% X SE CT I Or-.l I" At DP OL F5' DIP PLAN CONCRETE PANEL R 551550' -5" AT 9' -0 LLV (»'404 WNS • START FIRST EMBED AT 5 -0" ABOVE FE. —6 COL AND PANEL 11 O SECTION O we 12 TS CAL PER P.M —6 COL AND 9LALL O SGTIOI"-.I SECTION SEE FOR CALLWiS NCOTION WI, IIIIII III GALV 999x$ UAN6 AT IB'OD "1 =1=1L 214 5 AT PANEL LPPE6 RED BETS TIP WALL RE. AS SNOW DRAPE TYP POUR 9TRP REPS DmBmeaaa, NANVE SOILCOPACTED PROCIERAL FILL A5 WORMED PER BOILS REPORT 6 COL AND FTG SEE e FOR M COPIOJ T.UP 0460 PANEL SHT S<IDI FOR ELEv I `a WAXILY I 6521..TIC - 1 , 1 1 EXPOSED TO SAE. 4111 11 III III VIII 111 SECT IOI�I CIOGOXIND" DO 1V£LDED DOUIELS IY ROCS CF ]) AT B" GAGE BAR 151 "x F." EA BIDE COAT W: (S) COATS ASPHALT EMULSION W CO WELDED DOWELS S IOI-I i L\ R 0P1090 DITYOFTUMMLA JUL 291998 d III III =III II BITE Am REMF PER FTG SCHED 115 PER PANEL ETAILS SHT 54IDI CITY OF NIONLA APPROVED JUL 291998 AS NJIE0 00)00!NG 5101/1011 CONSTRUCTION SET I 10850 0 /23/00 1 HBL PEEMITOEMSR C I V I L S T R U C T U R A L ENG I ANNERS FOUNDATION DETAILS JOB NO 9299010 DRAWN LAW CHECKED DATE 4358 52.03 'T Y' -0 "OL TYPICAL LINO. RAM MECH WIT SEE n 10 NOTE S -MP 02 PLACES — L. PROVIDE (1)OFR MB AT 4' -0 OD ` / 2.1325 BELOW Ar• A% Aril � TO 541051 -10• � T T GL51 GL 543 x5 RAT ABOVE �� BE � GL 4k SO A AM D G O4SI DT, BMW 445s55RAT400FE L 5Ve x 9 FLAT ABOVE TO 31 VIR 40' -31• 119' -4 1 6/8.1k I04.43. 40'4 • 1-21I SKEILE6 RNGRB FOR STAOErE AT DIACONAL YWLL to. N-lis TD. SHTG21 O.9MG ]1 TO. RA OF4 9l STRA AND EMBEDS PER 0 AND TTPICAL AT (31 FULL END BAYS AND ACCRO55 OFFICE NODES SCALE 1/15... i' -0° 50' 5B Dq .-OOi1j 8 00 5 ARCH 0556 FOR 4x0 OK VEIRB - LBE ]x6 AT EA:N EDGE TTP O. SING - INDICATES TOP F SHEATHING BUILDING IL41 - ROOF FR ,AMINO P1_4NN PROJECT NORTH 582 -AI ROOF FRAMING NOTES: L JOIST I4R TO DE5GN BAR JOIST MD JOIST ORDERS FOR LOADS DE TO MEDA EMIR-ENT AND 6115NO.ER SYSTEM 4040051, LRPRAC OR COORDINATE MECHANICAL 5191E11 11EKA492LOCATICNS WTI JOIST TAR PRIOR TO FABRICATION 1 JOIST TAR DESIGN JOISTS FOR RJNRE 1000 mot W IT OVER 4'328.' AE£A (V 1181061410 ED M EA BAY AT LINDE AREA.. 5 JOIST p09KNATDN 18 64 010 AS TOTAL LOAD M PONDS PER FOOT OVER THE LIVE LOAD M POUNDS PER FOOT. 4. AT EACH COLLIN 5¢PORTP4 JOIST GIRDERS, JOIST TIER SHALL DAWN THE BEARRG DEPTH OF ALL JOIST GIRDERS FRAM., - INTO COLA. 5. AT EACH GIRDER SUPPORTING BAR JOIST, JOIST I5R SHALL MATCH THE BEAR. DEPTHS F ALL BAR 401516 FRAMRG INTO JOIST GIRDER 6. JOIST AND JOIST GIRDER MAY 41415 NON- STNDARD 5E42. 1E10185 STEEL DETNLER TO 0000504015 NEIGM OF BEARING SEAT WITH JOIST IFR 1. 54001441515561155101100)105551020 FOR JOIST PER STEEL JOIST SJSTITITE MO 11578 RECCM EID4TOI6 S 40010010 LOADS 5)4010 BO114 JOISTS AND BR W 10 SHALL 4150 5E 0500500 FOR 4 NET IIPI.FT F 50 pp /. B JOIST 140 TO LOCATE, 813E 412 PROVIDE ERECTION BOLT5 Ag REQUIRED. STEEL DETAILER SHALL CCORDMALE LOCATION OF BOLT HOLES M ALL CAP E, EIBE05, ETC. 4 SEE ARCH ROC, PLANS FOR 54104E VENT LOLATIOL4. 10. ALL FIRE BPFN144ER MAINS TO BE SUPPORTED BY STEEL GIRDERS. GIR>ER IFR TO CCOTDMA10 5EG AND LOCATIONS. IL TRF55 TO 170501 TO' CHORD F THIS TRUSS FOR ANI4405010 LOAD F 454 (MR TO MLREA1E TO LH J015T F IECE56ART) TR410 IFR TO 00554 TOP CHORD F THIS TRUSS FOR AXIAL 6015114 LOAD F SIk /IFR TO INCREASE TO LH JOIST IF NECESSARY) 13. TR19S t4R TO DESIGN TOP CHORD OF TITS JOIST GIRDER FOR AXIAL SEISMIC LOAD 00 ]]K TYPICAL 4T PARAPET DFxl 3x' S AND EMBEDS PER AND TYPICAL AT (3) RILL END BATS AND ACCRO99 OFFICE NODES 0 i COL'S PdR4PEi BIM AT COL'S W OUT PARAPET 21'-0• W)OD NAILE BIDE PLAT:b R PER G THFALL GIRDERS PARAF<1 G 21-127 o CTTVOFT JUL 291999 PERMIT CENTER 411=10 11111 OF 1)1(WIIA APPROVED JUL 2 9 1992 AS 110140 BLTLCIN'G 4101111411 CONSTRUCTION SET • A K, JO - 4J /'mod EMU 6/23/99 HBL CIVIL A STRUCTURAL EN GINE ERSAPL ANNERS REVISIONS NO. DATE 5.3/98. GJH LAN cri O N O Q % 02 GO Z - 1 4 0 0 4 0c i in g -I Y • v A Ul I- ROOF FRAMING PLAN BUILDING 'A' JOB NO. 9199820 ORRIN 056,44 CHECKED . DATE WTB 53.01 TO SEMG ST -0' T TO SILTS n' -0'-\ _ _ T'ro' - -- ... - - -_. m 3 la ZION 3 ► - 4 28K 400/250 A AT 10 - -0 or. (lJ ZION l0 31 111 % % [ _ 2 n' -1k" • 5N I I9.M � •4SG 5 � 4 45158.1 I IL.M 4 33N/ 401550 K K.M A TO. BHTG ] I w w 4Ca 4 D 4BG.N 4 44�v ON 333) 30K T 915 W N N. 4 D28' -B' 4 . . Y Y . TO R 4BG 5N 9 T:° A ® — — W RAG S = I S TRUTS S V2-0 0.L. 2 2 T SMRS , T s 0 TIP D DRAG STRUTS 10<400 AT V — 415 RI 1 14K 4 II � 4615 5N I I9K 4 po TO SHT041'-10' T 4SG SN' 1 14K 4 TD.BMG]T'-Y• T NK 9 9.G5N M MK 4 TD. SOIIf n' -IO'' 4BG BN I I4K m d F 4 ��d I I■L4r►e tA.S dPG 4 4N bK � OA _ � .�� 9 � T T-I 3 9141 © M&: A A © t 401 4 4N 1 1 s (SEE 0 001E b) O OFP ( 5A3 °9T2D04)5lsB'- 0x10' -0' NIBJW T (8EE • • b) ' /-, , N (SEE ( CPP 4 M5JOI5T LRE C`.r -Li ?� W (SEE N NOTE 131 W/BTEEI RROVID — / .'bRFR DIP 2. AT a4 OD. __ ' A 1-21I SKEILE6 RNGRB FOR STAOErE AT DIACONAL YWLL to. N-lis TD. SHTG21 O.9MG ]1 TO. RA OF4 9l STRA AND EMBEDS PER 0 AND TTPICAL AT (31 FULL END BAYS AND ACCRO55 OFFICE NODES SCALE 1/15... i' -0° 50' 5B Dq .-OOi1j 8 00 5 ARCH 0556 FOR 4x0 OK VEIRB - LBE ]x6 AT EA:N EDGE TTP O. SING - INDICATES TOP F SHEATHING BUILDING IL41 - ROOF FR ,AMINO P1_4NN PROJECT NORTH 582 -AI ROOF FRAMING NOTES: L JOIST I4R TO DE5GN BAR JOIST MD JOIST ORDERS FOR LOADS DE TO MEDA EMIR-ENT AND 6115NO.ER SYSTEM 4040051, LRPRAC OR COORDINATE MECHANICAL 5191E11 11EKA492LOCATICNS WTI JOIST TAR PRIOR TO FABRICATION 1 JOIST TAR DESIGN JOISTS FOR RJNRE 1000 mot W IT OVER 4'328.' AE£A (V 1181061410 ED M EA BAY AT LINDE AREA.. 5 JOIST p09KNATDN 18 64 010 AS TOTAL LOAD M PONDS PER FOOT OVER THE LIVE LOAD M POUNDS PER FOOT. 4. AT EACH COLLIN 5¢PORTP4 JOIST GIRDERS, JOIST TIER SHALL DAWN THE BEARRG DEPTH OF ALL JOIST GIRDERS FRAM., - INTO COLA. 5. AT EACH GIRDER SUPPORTING BAR JOIST, JOIST I5R SHALL MATCH THE BEAR. DEPTHS F ALL BAR 401516 FRAMRG INTO JOIST GIRDER 6. JOIST AND JOIST GIRDER MAY 41415 NON- STNDARD 5E42. 1E10185 STEEL DETNLER TO 0000504015 NEIGM OF BEARING SEAT WITH JOIST IFR 1. 54001441515561155101100)105551020 FOR JOIST PER STEEL JOIST SJSTITITE MO 11578 RECCM EID4TOI6 S 40010010 LOADS 5)4010 BO114 JOISTS AND BR W 10 SHALL 4150 5E 0500500 FOR 4 NET IIPI.FT F 50 pp /. B JOIST 140 TO LOCATE, 813E 412 PROVIDE ERECTION BOLT5 Ag REQUIRED. STEEL DETAILER SHALL CCORDMALE LOCATION OF BOLT HOLES M ALL CAP E, EIBE05, ETC. 4 SEE ARCH ROC, PLANS FOR 54104E VENT LOLATIOL4. 10. ALL FIRE BPFN144ER MAINS TO BE SUPPORTED BY STEEL GIRDERS. GIR>ER IFR TO CCOTDMA10 5EG AND LOCATIONS. IL TRF55 TO 170501 TO' CHORD F THIS TRUSS FOR ANI4405010 LOAD F 454 (MR TO MLREA1E TO LH J015T F IECE56ART) TR410 IFR TO 00554 TOP CHORD F THIS TRUSS FOR AXIAL 6015114 LOAD F SIk /IFR TO INCREASE TO LH JOIST IF NECESSARY) 13. TR19S t4R TO DESIGN TOP CHORD OF TITS JOIST GIRDER FOR AXIAL SEISMIC LOAD 00 ]]K TYPICAL 4T PARAPET DFxl 3x' S AND EMBEDS PER AND TYPICAL AT (3) RILL END BATS AND ACCRO99 OFFICE NODES 0 i COL'S PdR4PEi BIM AT COL'S W OUT PARAPET 21'-0• W)OD NAILE BIDE PLAT:b R PER G THFALL GIRDERS PARAF<1 G 21-127 o CTTVOFT JUL 291999 PERMIT CENTER 411=10 11111 OF 1)1(WIIA APPROVED JUL 2 9 1992 AS 110140 BLTLCIN'G 4101111411 CONSTRUCTION SET • A K, JO - 4J /'mod EMU 6/23/99 HBL CIVIL A STRUCTURAL EN GINE ERSAPL ANNERS REVISIONS NO. DATE 5.3/98. GJH LAN cri O N O Q % 02 GO Z - 1 4 0 0 4 0c i in g -I Y • v A Ul I- ROOF FRAMING PLAN BUILDING 'A' JOB NO. 9199820 ORRIN 056,44 CHECKED . DATE WTB 53.01 AB SCALE VG" • 1 T.O. 61-4G 2W, BUILDING 'B' - ROOT` PRF4MING PL4N I � 1 PROJEC1 6ORTH 90-0• ROO FRA MING NOTES: L JOIST MR iO DESIC BAR JOIST AND JOIST GIRDERS FOR DUE LOADS D TO FECH EQUIPMENT AND SPRINKLER SYSTEM. GENERAL CONTRACTOR COORDINATE •ECHANICAL 51E11 VEGAS LOCATIONS WITH JOIST PPR PRIOR TO FABRICA64TION 2. JOIST NR DESIGN JOISTS FOR NBF C 10016 PECR. W IT OVER 4'X9' AREA (1)11(11 CENTERED 3.114 BAT AT OFFICE AREAS. 0 JOIST DESIGNATION I5 215011 AS LIVE LOAD M POUNDS PER FOOT OVER THE TOTAL LOAD IN PONDS PER FOOT, A AT EA610OWIN SPFORRBG JOIST GIRDERS, JOIST 100 6IALL MATCH THE BEARING DEPTH OF ALL JOIST GIRDERS FRAMING SAO COLU'64 5. AT EA51 GIRDER S'JPPO1160 BAR JOIST, JOIST Ft6 SHALL MATCH THE BEAR. DEPRB W ALL BAR JOISTS FRAM. INTO JOIST GIRDER 6. JOIST AN JOIST GIRDER MAT HAVE NR- STANDARD BEARBG 1EGHTS. STEEL DETALER TO COORDINATE HEIGHT OF BEAR. SEAT WITH JOIST MER 6 SEE ARCH 03 PLANS FOR 5110CE VENT LOCATIONS. .1F KMIEC 'O 1014(151106 FORSTIFENERS DIAGONAL WALL AT COL'S 2/ PARAPET &ITG 21 91 'S AT COLS PARAPET .0.5HT6 21 1. ROOF JOIST SUPPLIER TO PROVIDE BRIDGING FOR JOIST PER 21EE0 JOIST INSTITUTE AND MR'S RE0015ENDATIOJS IN ADDI11ON TO LOADS NOR 50191 JOISTS AND BRIDGING SHALL ALSO BE DESIGNED FOR A NET UPLIFT OF 50 EA. S. 40161 MFR TO LOCATE, SIZE AND PROVIDE ERECTION BOLTS AS REOJIRED. STEEL RETAILER 51JALL COORDINATE LOCATION OF BOLT HOLES IN ALL CAP R. EMBEDS, ETC. MISS PER TO 41201 TOP CHORD O 1416 JOIST GIRDER FOR AXIAL SEISMIC LOAD OF 16. 14 15155 MFR TO DESIGN TOP CHORD O 6419 JOIST 016016 FOR 44K AXIAL SEISMIC LOAD PROVIDE NAILER AD STEEL SIDE PLATES PER PILL LENGTH OF ALL GIRDERS RIDS Q AND PARAPET I0 ALL FIRE TO COORDINATE MAINS TO BE SJPRORIED BY STEEL GIRDERS. GIRDER FOR TO COORDINATE ILEGHTS AND LOCATIONS. II. TR8500 4 4 TO DESIGN TOP O THIS TRIES FOR AXIAL SEISMIC LOAD OF 454 FRIAR TO INCREASE i0 H JOIST IF NECESSARY, G. TRES MFR TO DESIGN TOP CHORD OF THIS 15110 FOR AXIAL SEISMIC LOAD CF 2439'FR TO INC1E45E 10 LH JOIST IF NECESSARY,. DRIB 3x'9 W/ STRA A ND EMBEDS FER AND j TYPICAL AT !3J RILL END BAYS AND ACOROSS OFFICE NODES cr1 0RTI6KWRA JUL 291998 PERMIT CENTER CI)) OF 111(0110 APPROVED JUL 291999 XS ARSE CUII_U:NCV 0,31OJT CONSTRUCTION SET 10slws 9/1]/99 A HBL C I V I L S T R U C T U R A L ENGINEER S•PLA TUNERS REVISIONS NO A A A DATE 5/2]/98 BY JKC LAH z Q 3 p I� on in 4 U � 4 Z d 1 O 13 HI- 3 m • i- ROOF FRAMING FLAN BUILDING 'BI JOS NO. 5113220 DRAWN OR140 CHECKED . DAIE 103/65 53.02 480 \ � FK \ \ Rb FOR 514153NER3 AT DAGONAL WALL \ L...______ LD.6MG 21,3 S. ARDI D0A5FOR 463 WOKE MRCS - L. 246 4T UDR TrE TO. SHAG 2140• CAL TPI TYPICAL Hf OM PARAP - eT� , R 7 % At PARAPET ' Al • �/� TNK 0 __. "^ 4BG 511 / AT IM KO, 0 �i0.9MG� NT� 14 O. SHAG 911 SEE NOI 3.1.012 E YE NOTES SEE NONE BEE NOTE I4 28K 400%50 . OO l I AIN — 480511 N I0.X deG 511 AK 480 SN I 91 40C-5N IEX 4W 511 b.X 3 3203 335, 4W 4.1K ° W TO SING 21'40' T D.9M G ri N' -Yr OW AT , • -O . OL, n 70-10 TF -' / / O. : 511 Bf ` id.TO 480511 N.1K 4W 511 14.1K ��TO. 64100 220511 2B' -1) b.AK 480 TO. SING 4800 18 8 H.X i SING 0. aw 511 34 -14 N.X ... 2 3203 335, HIDES — — L �fl131rn13 Ts, (12 PL. TOTAL, o 2 45 AT KV, OD. Tip A ID FLCS TOTAL) Inb. IRDER Opp DR. T STRRS TG OTAU AL) Elk 4W 511 I4K 48O 511 IX 480511 INK 4�5N W: 5 4806N IWC LYa SN KK ID 6111 d8G 511 21 -1K' I 4K 113203 335,�� 480411 14K /` / — I (113103 335! a�' OPP D. �RIBHTG I 1l'- hi TO 6MG k MINI 11 i D.5NTG1 � • i Ai F TO . SING T 21 ESK 4002504T 10'40' 0.C. 10 Li �• e m, III tO.2MG T' - 10` iO.BMG ET' -0• I 1 0 480 4N 19K FSEE 3OK NOTE B — ' —I— ` --- ' nap — — 1503° STRICT M BMG B' -0 x 10' -0' THIS JOIST LINE W IAA C541ON OR RS. x Ii' ADDITIONAL BAR JOIST IS DRAG WRIT PRAIL AT 6' OD EDGES TO ALIGN Sr ALL AND BOMDARES AND THIS JOIST LNE L. FIELD 19 DRAG SiRIi DF9 216 AT f4' OL TYPICAL WHO. PRASE M OM WIT SEE G. 41 -0. O r. DM PROVIDE 408 AL d' -0° L. `J !. NOTE 13) ' - - -'! Q -� .: U) _ i DMORAL BAR KIST ALKiV YV YW.L AT PO.. IS KIST LT. 9 DR. STRUT `k K T � BELOW AT AT PAR4 SOFFIT THIS JOIST LINE IS DRAG SNRJt 0 PET — IEEE ,_y 30,1-00/2S0 NO1E D) _� ik 1 A' T MG D 6 - ID' W. AT 0' -0 "OL. 10 All A)1 1I AB A% Ek I 0 2 . OW O BEL011 Od 5k r9 F 5 GL 5F3 x 0 RAT ABOVE 6ELOU 1 BELOW Y G A L 5k BE AB SCALE VG" • 1 T.O. 61-4G 2W, BUILDING 'B' - ROOT` PRF4MING PL4N I � 1 PROJEC1 6ORTH 90-0• ROO FRA MING NOTES: L JOIST MR iO DESIC BAR JOIST AND JOIST GIRDERS FOR DUE LOADS D TO FECH EQUIPMENT AND SPRINKLER SYSTEM. GENERAL CONTRACTOR COORDINATE •ECHANICAL 51E11 VEGAS LOCATIONS WITH JOIST PPR PRIOR TO FABRICA64TION 2. JOIST NR DESIGN JOISTS FOR NBF C 10016 PECR. W IT OVER 4'X9' AREA (1)11(11 CENTERED 3.114 BAT AT OFFICE AREAS. 0 JOIST DESIGNATION I5 215011 AS LIVE LOAD M POUNDS PER FOOT OVER THE TOTAL LOAD IN PONDS PER FOOT, A AT EA610OWIN SPFORRBG JOIST GIRDERS, JOIST 100 6IALL MATCH THE BEARING DEPTH OF ALL JOIST GIRDERS FRAMING SAO COLU'64 5. AT EA51 GIRDER S'JPPO1160 BAR JOIST, JOIST Ft6 SHALL MATCH THE BEAR. DEPRB W ALL BAR JOISTS FRAM. INTO JOIST GIRDER 6. JOIST AN JOIST GIRDER MAT HAVE NR- STANDARD BEARBG 1EGHTS. STEEL DETALER TO COORDINATE HEIGHT OF BEAR. SEAT WITH JOIST MER 6 SEE ARCH 03 PLANS FOR 5110CE VENT LOCATIONS. .1F KMIEC 'O 1014(151106 FORSTIFENERS DIAGONAL WALL AT COL'S 2/ PARAPET &ITG 21 91 'S AT COLS PARAPET .0.5HT6 21 1. ROOF JOIST SUPPLIER TO PROVIDE BRIDGING FOR JOIST PER 21EE0 JOIST INSTITUTE AND MR'S RE0015ENDATIOJS IN ADDI11ON TO LOADS NOR 50191 JOISTS AND BRIDGING SHALL ALSO BE DESIGNED FOR A NET UPLIFT OF 50 EA. S. 40161 MFR TO LOCATE, SIZE AND PROVIDE ERECTION BOLTS AS REOJIRED. STEEL RETAILER 51JALL COORDINATE LOCATION OF BOLT HOLES IN ALL CAP R. EMBEDS, ETC. MISS PER TO 41201 TOP CHORD O 1416 JOIST GIRDER FOR AXIAL SEISMIC LOAD OF 16. 14 15155 MFR TO DESIGN TOP CHORD O 6419 JOIST 016016 FOR 44K AXIAL SEISMIC LOAD PROVIDE NAILER AD STEEL SIDE PLATES PER PILL LENGTH OF ALL GIRDERS RIDS Q AND PARAPET I0 ALL FIRE TO COORDINATE MAINS TO BE SJPRORIED BY STEEL GIRDERS. GIRDER FOR TO COORDINATE ILEGHTS AND LOCATIONS. II. TR8500 4 4 TO DESIGN TOP O THIS TRIES FOR AXIAL SEISMIC LOAD OF 454 FRIAR TO INCREASE i0 H JOIST IF NECESSARY, G. TRES MFR TO DESIGN TOP CHORD OF THIS 15110 FOR AXIAL SEISMIC LOAD CF 2439'FR TO INC1E45E 10 LH JOIST IF NECESSARY,. DRIB 3x'9 W/ STRA A ND EMBEDS FER AND j TYPICAL AT !3J RILL END BAYS AND ACOROSS OFFICE NODES cr1 0RTI6KWRA JUL 291998 PERMIT CENTER CI)) OF 111(0110 APPROVED JUL 291999 XS ARSE CUII_U:NCV 0,31OJT CONSTRUCTION SET 10slws 9/1]/99 A HBL C I V I L S T R U C T U R A L ENGINEER S•PLA TUNERS REVISIONS NO A A A DATE 5/2]/98 BY JKC LAH z Q 3 p I� on in 4 U � 4 Z d 1 O 13 HI- 3 m • i- ROOF FRAMING FLAN BUILDING 'BI JOS NO. 5113220 DRAWN OR140 CHECKED . DAIE 103/65 53.02 pR FIR TO DESIGN TOP SMIC FORCE n Arm`IIIN • JJET WIT N ON OPP SIDE - OF �L JST FFR TO SPECIAL ENDS O ACCOMODATE SNORTER LENGTH NM TIE TYP MN RG LENGTH REO'D FOR JBT SPECIFIED C1x98� 13/6 EMB -AT - S K° PANELS USE' 5x61 WELD TO EA SIDE O EA GIRDER CORD SECT ION MSS MR TO DEB. TOP CHORD FOR AXIAL SEISMIC FORCE O 20 KIPS I• -0 ES/CTICN BOLTS PER GIRDERMRR R xx RC13 SIZE V GIRDER MFR / / sE_CT 1 " 14 0" SECTION 140" C135.8 OR EELDED TO ...EL R WITxe' -m° MN AT N.• WALLS. AT SK' WALLS WAREN DX SLOTS PAPAL FI TO WALL AT CTR WALL •A•0 NB t WELDED TO CHANNL P _ -a7 a 1 4404 DO N. WELD BOTTOM CHORD TO BTABILIffR TS MD WS 6x REF TO MATCH WALL W O?E %UY 3 4, AB uV •• EMBED AT • LVL SHOP IOSTALLFD ILER MFR DES. CON.. CP ILERTO TOP CHORD FOR 0 FLF AXIAL LOAD SMP EELD TO EA S IDE OF EA RDER CHOW PER GIRDER MANPALNRE B k x GIRDER SEAT DEF. MNIS K• x IL. M EM BER CHq� MEMBEFS 18146 TO GIRDER 1TP ST MAY BE FROM M CONDITION AT JOINT SPLICE R N BRIG DEPTH MICAS h' x 1 D wo. wr 5E1/ 301NTAL SPLICE SLOTTED POLES FERAk DRIP O SE=CT 1' -0" NO JOIST AT VEST DA .6' ION IDS 34' VERT DOWELS N4D (N TT A8 NKR x 54• MORRIS DOWEL 5/16 4 DOWEL 5/16 • TO LI IMfNt —o■a I�T ToI!•9 DI TO R R W4515450'-113' M AST@ A106 x 5'-0' LAP EV CHORD REEF BLOCC -OJT PANEL FOR TRUSS BEARRG R 1 4'/ GIRDER DEPTH A V i SECT IOM 5 /16 GIRDER TRUSS BEVELED HOLE FOR DOWEL 61, LUIS CAULK 6 CCNTIWIO.I9 W/ 3/4 "0 S//P 2x EXP BOLT AT b' BOP APA RATED SMG E/ SC AT Q' .. E G. AVD BONDARIES • EDGE NAILIG AT JSTS w IM P5ON LTT/6 W/ 3/4°0 TIRO RDD, DRILL AND EPDXY W/ WILLI /Y -ISO W 4" EMBED AT 49° OC SECTION 4 L6x444 MSS FFR TO DESIGN TOP CHORD ref FOR'e 60 � EE BR3 SEAT Q/ L Sin /5 '-m• AT SIM /WEIRD WALL) USE L646453W0' 1/4 CONDITION AT JOINT 246 AT 24' OL. WALL BEYOND M ARS NOR@ DOWEL 4. COT LEDGER SECTION BETWEEN TRUSSES E SPLICE PER TA M TALL CORD NFU. PRIOR TO INSTALL. ANGLE LEDGER 5 ( AT BOLTS BOL DART NAILNG AY 55'EXP BOLT b'O A 6 5 VERT DOWEL CF ° ` (WEA'OMO- C.`KAT AT EXTERIOR FACE PLAN NEW EMBED R W5PS/AY9' -9K' (W 3A' x4'WHb. SECTION O I. /5'M.@ BRIG R K'x5I• DOWEL 5/161/4 TO 51 >5/16 4 iTP JOISTFFROESIW JOIST BRG SEATS AND JOIST GI OP OORD TO LOAD KERB TO ew R EK' APP. VERIFY W2IM31 xl'- 3 °WI(31 FI AbIM.06 x 5' -0' TWO ROWS OF ROOF BONCARY NAILING ADA. 4x6 TO EA TOP SIDE NAN ANGLE IVQJ Eh Kxbk4 AT 4' -0'OL. IN(WI4 MB 5"GA -IUD SIDE V RE TO TRES V WELLS! MELD 8' LONG - CiR 91 CONS N TRUSS SPACE 11 TR189 FFR DESIGN 3009 NAILER LONELTION TO TRANSFER 45 KIPS IMO TEEM TOP CHORD SECTION AW AIWAMEMT CORD STEEL - W NOT WORD STEEL - DO NOT RAP THIS END RAP THIS END • Ell • SECTION 15 WINO', NOLD BAOC SPAS NAILER 51W FED . SECT 13 4655. MSS TRW' S .12131EAT5 - "WV MN k T Gk9i DM OF SU. ARK&RLL LB'GTH OF DRAG d ED GiLx22T AS TOT ERRING RANT TRUSS TO G 91ER EFp 336' 41 P4' STRAP LOCATED AT ALL @EEZ3 - EG 94JI00411 NOES STAGGERED AST OD 3. V2 I \ BIBED � �� LOCATE EMBEDS AT ALL I PANEL EDGES (B' - o" OJJ ALL SRO%AND 3r6 TO RI.OV B'RFDS ODRD STEEL SEE SHEET 5691 BLOCK -OUT PAEL FOR EROS BEARING P I MI- II GL EN x3OI SIDE GLAZRG 57 O1ER6 J /./ AT END O SEAM SECTION'. - - -ITS STRAP ACF SSFIRST aO TRUSSES EV1167142 TO ALIBI W ALL EMBEDS COR 44 LEDGER bi °0 x TEXP BOLTS AT 48 OD PERe era LTTS STRAP 4T OL. EV 31 .RD ROD LW wen HY - T50 EPDXY, 4• EBED 146 SE AT 24=OGWI SNP TIM H.. K GYP .TG, PANTED 3...2 TM W/ BUMP F36 EACH - Tye AT ALL STRAPS ALGNED E/ RI-EMBEDS O 9rb W/SIMP OG7 EACH �� YP OR ephD . AI MATCH ATILN6 1" ur .11 10 ap ROOF BOADARY SWUNG (' O BTENGRD6 H ILTI 143450 IV 6° EMBED Xf STRAP ACROSS (SI TRI65E6 IL/ STIP MSTI 12 AT 5'40" ALIGN IV MM28B (STRAP ACROSS (3! TR115.6 m0 END BAY I6 LESS THAN DE/ I SIMPSON R. OR F36 MEA END SIRS -ESE 3X STN... AT STRAP LOCATIONS O SECTfON O SECTION 4. FLaTO Sx OF WAumB'O'A'S TO 1RTD AB.AT 49.0T. WI E� S 0 0.3. S. AT CAA AT IRMEL SPACED SECT iON ' APA RATED SHTG 2x6 TR. R W BLOC. ALL PANEL N. AB AT R 0.0 EDGES - NAIL 931 6" EMBED AT 4. OD. EWES, ° FIELD L 3H3'x1Gk0' -4' WI W/ 4° °e� BOLT E COUPS SEE FR M COMM. CHANNEL PER e AT CHANEL ATR " OD. PLAN VIEW OFIIT PARAPET Ai� 6M -SEE SECT FOR CALLWi9 s SIMPSON LTTIS W 'N'S THRD ROD E/ HILTI HT -150 EPDXY, 4' EMBED • SECT A JOIST Ai TE.ECTION EXTERIOR FACE O WALL GL 5 L 6x3SK NN EXP BOLTS W/3 "REED L6. CLR R PER RENSED PER RENEW COMMENTS OPUS REQUESTED CHW3ES 34 TRIO R W/ h Ex TRIDIE 4•EMB PER GIRDER TER "xREQ'DSIZE- CO01510144. W/ AT GIRDER FFR GIRDER TRUSS SIDE EA 3/0 151 PLATE V2P"x4°x 4L4TE J018T INTERSECTION FACE ..L1- V IF TUKWIIA IT IRONLO JUL 29 1998 I_5N, L- AN BI41LO.i.L...I / cT'OFETIINIMNIIA JUL 2 9 1998 PERMIT CENTER • CONSTRUCTION SET ONA IDF. 5/13/00 I HBL CIVIL a STRUCTURAL ENGINEERSAPL INNERS REVISIONS DATE ET L 5/15/50 QQ 542/90 G• ZX 10195 LAN z - I OI NR ku r 4 = d/ 0111 - If— ROOF FRAMING DETAILS JOB NO. 9133920 DRAWN DR CHECKED DATE MB 63.03 CHORD REINFORCING SCHEDULE PANELS AT LOCATION A108 CHORD REPFORC66 A ....00.0C) (315 GRIP O 1311 P © (U1 EALPG.H GRIDS 0 0 O O 1311 GRID O (31 GRID O 131 vv S RT A T ANL6 AND 5 Ai 5 NORM iTIA ALL PANELS W00 Ilium IMF SirP ]1511WEA P CRP AT E%IENG }' - THU SLAB FLD�� I I 1 I � 315 TrP celIT OUP THIS P SIDE VS PNL WDTA NL TYP 1 �� z4• D -PP OOPEN�MGS Typ NOTE: CO AER BARS FOR P3 OF PANEL WIDTH PRIM SPLICE CONNECTION EV BLDG PAPER LNLESS NOTED OTIERGI3E ADDITIONAL CLIP - TYR HOOK HORII REIMS M PILASTER I - Id III 'II I 11 I III I II II II 11 II L I I II I II E II 11 11111 III IE'I III II1 III III 161 T TYP CCNECTOR EA SIDE - TTP PER® NO SCALE TOP EACH END SEC ION S EC TI ON \LLIL 1) 5 NULL .1 TTP EACH DID SEE PA`EL(A) FOR CA L M LOIIMCN O FOUNDATION RAN A THICK PILASTER EACH END OF PANEL TTP R£06 MIL Mill MEW FINISH FLOOR O 53 ° THICK WITH 12 THICK END PILASTERS TILT -UP UJAL_1_ PANEL EL_EY4TIOr4S PANEL TO PANEL CONNEC710N - 16, PER PANEL EDGE GRIDS Al F DJ E.I 31 BLDG5 A T B AND BLDG B GRIDS 6 . E N - 01 MIN PER PANEL EDGE MU. NOTED OTHERWISE SECT IOM —DO TOP OF PILASTER LEE E TO BLOOKOUT 5 TIES AT 5° CAC. FOR ENTIRE HEIGHT OF PANEL -TIP HAIRPINS AT D• SE CT IONI SEE CAR CALLOMTS N COMMON SEE PANEL FOR CALL PICAL $010 (1 15 OUTSIDE FACE M0$0RCEMENT TYPICAL VERTICAL EDGE REINFORCEMENT = ■ : E r ;E� ul l III ' SEE 1pllI EAFACE IIII �I • _ 11111 •. ••.-I ;;;DP IIIIIII! !iii a g% WIPE i11111I Mil v Im1f11 111111! III • 111 111111 1111111 I II 1111111 I nM 1111111 1111111 II lull! 0'11111 1 MINA 5 11 BACKER ROD AND CALLKBG TOPICAL © 13.04130 1��' D 'VV $ \ I TYPICAL OUTSIDE CORNER CONNECTION SEE PANEL® FOR CALL IN COMMON SECTION" SECT IOM 811E5 C AT It• 11111 l ip' 1uum mo- 1 (v5 T'i!PA II A ML WDTH ...fi. ..... ..... ..... MINN UMW 1.11 JINAGS v MINN .N WAN ..... .....I ...... EEEE.. ..... •1EEI To AMEN 11.11E 11 I N1G�7 - V HOCK VERT REEF SEEPNEL A MM LOTION © 13 THICK 5 AT E•OC.MAR EA FACE - TT, 'I TES r=7.1 10 IP DC. NEAT O 13 . 1HICK 141 EA FACE TOTAL TTP FINISH FLOOR -1--- 1 --1 -- l I CC/5 TYP 1 3555 3. 3v UNO SECT I OM • ;O n PANS A LOA O L-: THI30 1EN3N W.♦DOIIE AT NO UPPER WMDOG AT 51M ; F o r E V OT O Mend NOTE: - ALL CHOFm RESPORCBG TO BE ASTI1 A106. O AO 5 EA FACE 16I TOTAL -TOP SECTION NP REVS SEE OA SEE PANEL (� FOR CALL N COMMON L EDt£S, BSE SHOWN ABOVE 151N ADDITION TO TYPICAL BARS AT OPENRYSS, Z. ALL PANEL CO ECTOR DHENSIONS SHOW ARE TO CENTER LMEB OF COIN ECTORS UNLESS NOTED OTHfRW EE. 3. PROVIDE ADDITIONAL FENFORLMG AS REOJIRED FOR LIFTING AND LIFTING NSERTS.. 4. VERTICAL REINFORCEMENT TO RN RILL NEIGHT EXCEPT AS APPROVED OTHERWISE . vERIPT SIZE AND LOCATIau OF ALL OPENINGS WITH ARCHITECT, DRAWINGS, 6. W NOT CUT OR DRILL ANY HOLES IN PANELS WNW APPROVAL CF ENGINEER UNLESS a.. OR INDICATED. 1, RESPOFLING S)P DRAWINGS ARE i0 BE RENEWED BT 11-E ENGINEER PRIOR TO 4 FABRICATION AND PLACEMENT. 6. O NOT SCALE PANEL ELEVATIONS. SEE ARCH DRAWING0 FOR WILDING DINRNBImm. s SEE PANEL OFCR TYPICAL PANEL REM/A:CEIMENT, 10. STEP TOP GA PANELS WHERE REWIRED PER ARCHITECTURAL PLAN. II. SEE ARCH ELEVATIONS AND PLANS FOR LOCATIONS CF PANELS. SEE PANEL QA ANC PoR I 5 ON 0 - THICK A CENOFErrI(DWILA JUL 2 9 1998 PERMIT CENTER D PER REVIEW COMMEN ��I1� I ° v � �1 � J J 515 EAFA E ■ iIkH ii l b80T42 ° !hod I ..E► NAM \111 171 NE. n 5 1 111 .... MAN .... P , MINIM IuhiIIoliIImIo EE.. 111 11111 1 E1►,. !!!� 111 .I . 111111 1 !! I GUEE 1111�IIIIIJII�1111 BEE PANEL A FOR CALLOU o N COMMON Cm 01 mrtwlu AIRNOV00 JUL 291998 - TU :L':.ICIG L .7 :JT CONSTRUCTION SET I Laren 6 /23 /08 I HBL CIVIL N STRUCTURAL ENGINEER SAPLANNERS REVISIONS A A DAZE 5/15/59 BY AGO PANEL ELEVATIONS AND DETAILS JOB no 9133520 DRAIN LAG CHECKED . DATE 54.01 SOrE e 0 Ay - es C X, - ., . al• et• — . A 0 el: 1 e a - . : I 8 1 a -,i a a @ 3.,.... �-.s \_ ' -.V ,. 7 \ / — II 111 — — 0: .. ____ 111 . — ------- =-------*----- a i I a iI 11. all a i l[ i el: 1 'OSPI f ' 1 3.,.... cp_ fi x e TO. FTS ELF ><1 Ad OAFS GRID I LOOKING EAST ALor,..gepausmcgE6s2 Dcf t-OOLI I BUILDING 'A' - INTERIOR ELEvowrioN LO OKING SOUTH SCALE 146. • 1 BUILDING lAl - INTERIOR ELEVATION LOOKING WEST SCALE IASI • ILO. -- ----------------- 8 , EF ALQtra23112DLISKtIL1210212:1 Osin x x FACE Cr MALL C P 18 a it' I x • SCALE Me T F-E x cp x SCAL .633 .1 ASS SCALE ICS" • 1 BUILDING - INTERIOR ELEVATION LOOKING AT EAST END WALLS VERB!' ID ARCH COL BUILDING - INTERIOR ELEVATION LOOKING NORTH TYP. ENTRANCE WALL ELEVATION FIN FLR 4251c,,SAIDALL(MKISCE521328 'XI VARIES BEE SO-EMILE TO LEFT PNL JilT [FIN PLR T _ FACE CP WALL AL23112d2soglajew J UL j8 1 9 78 PERMIT CENTER 0, CIP JUL 2 9 1998 AS 501117 BUILOING WI ADON e ` 61,MT . r.ar , CONSTRUCTION SET I Emus S/23/SS J HBL CIVILASTRUCTURAL ENGINEERSATLANNERE ,L.1 1,,97331,9733.102, REVISIONS NO. 40 DATE 5 AD/ES 5/12 /9E, 1,21/90 BY GJA LAP INTERIOR ELEVATIONS BUILDING_ 'A' JOB ND 033520 DRAIN ACC CHECKED . DATE 54.02 NT ' e e 1 e I e e 1 e m'i66 1 e e 1 „ -1. 11', n9'ilE @ e , 41.—, , • I." A X X 0 OT0t5 ° 1 1 i t X X L — i5 >1 X Fl I . NT 8 e ; e , 8 ' ■u–■ e 1 e e 1 „ -1. 11', @ @ e . I . 19 Y"4 A .. OT0t5 ° U. , 1 1 i t X X L — i5 >1 X Fl I . . I t ....._R__ i1 _ _ r.,== T. 0. 0 !3 3CALE 1/16 • 1 42tIgGElpGILS2111,1 [xi v3 BUILDING '5' - INTERIOR ELEVATION LOOKING SOUTH 4' .0 X 12 ALONG GRID I LOOKERS EAST N o F 1/16. DscrK-00(+ BUILDING '5' - INTERIOR ELEVATION ALONG WEST WALL 15 3P 11 FL + T • S 3 3 10 ALONG r.gto 2 LOMB EAet —L_.--- ALG21)gC13I1DJ2LLC2C21ghl (;) 25'44' BUILDING '5' - INTERIOR ELEVATION LOOKING NORTH 0°A1. F VW • 1 ALONG GRID 2 LOOK1TRS EAST BUILDING '5' - INTERIOR ELEVATION LOOKING AT EAST END WALLS 14. PAL No. A11 AII5 A133 Al3a A153 SCALE." ALONG GRID Al LOOKING NORTH DIY OF 1111(VIIIA APPROVE!) JUL 2 9 1990 oASRE. JUL 2 9 1998 PERMIT CENTER T. ENTRANCE WALL ELEVATION 40-3.k 20 204 CONSTRUCTION SEI HBL t■I V G 1 E T S P R ,..,..1 'MR:ERTL—, REvielONS A DATE 5/15./ss 5/22,5 1/21/95 .JKC GJI-1 2 111 INTERIOR ELEVATIONS BUILDING JOB NO. 91338.20 DRAIN MC CHECKED . DATE 64.03 ;Mr.' VA'22227■11`,56 Vrr2 fc gl g CB/ TYPE RIM I.E. U TYPE2,48'0 23.25 18.93 [e TYPE2,48'0 23.50 17.43 ce TYP 48Y - '.-2280. 11:43 12 TYPE1 21.30 18.68 r O NOT USED tYPE1 22.00 19.13 USED I NOT TWE1 22.00 18.51 NOT USED NOT USED 1 TYPE1 22.40 19.38 0 TYPE1 22.80 20.26 r e w 6 NOT USED TIPE 22.00 18.15 EII NOT USED Co TYPE1 2 LL 1777 NOT USED Fg NOT USED TYPE2,450 23.10 17.28 TYPE1 24.15 20.13 TWO 23.25 20.21 TYPE2,48'0 22.30 17.22 r 0 e TIP 48'0 23.75 18.91 9 15' I 12 17.3 Co SOLD TYPEi GM RI 23.90 17.33 C T .W ' 24.80 19.88 [m .,,, 23.80 19.32 Ke •E2 b 48'0 �ip :i. RIA 24.50 19.04 SHEET INDEX SHEET N0.1 SHEET 7111E C -1 GRADING AND SITE IMPROVEMENTS C -2 NOTES AND DETNLS 0 -3 DETAILS I 7 5.36 SNITCH • , KEY NOTES 8 2 1 AT GRADE ACCESS DOOR. DOCK HIGH DOOR% FINISHED GRADE 4.0 -FEET BELOW FINISHED FLOOR ELEVATION (00). 0 PROVIDE AT GRADE RAMP WITH MAXIMUM SLOPE OF 8% AND PAVE 1 TO 1 SLOPE TO MATCH GRADE. 0 ,MANH179$RNB-StBEIVAM-GRADL- N 00E-- [ S2655141: O REMOVE EXISTING CURB AND GUTTER AS NEEDED TO CONSTRUCT ENTRANCE. CONSTRUCT NEW CURB AND GUTTER TO HALF DELTA OF CURB RADIUS PER DETAIL ASPHALT GRADES SHALL MATCH EXISTING, 0 PROVIDE DUMPSTER ENCLOSURES PER ARCHITECT PLANS. 0 EXTEND EXISTING SANITARY SEWER STUB TO 5 -FEET FROM BUILDING AND PROVIDE 051000UT 5-FEET FROM BUILDING PER DETAIL O 15 UTILTY CONTRACTOR SHALL VERIFY LOCATION AND IL OF ODE SENOR PRIOR TO CONSTRUCTION. O PROVIDE GRASS GREET ACCESS FOR FIRE PROTECTION PURPOSES. NO EXTRUDED CURB SHALL BE INSTALLED AT CONNECTION TO PARKING AREA PER DETAIL SUBMIT SHOP BAMBOOS TO OWNER FOR APPROVAL PRIOR TO CONSTRUCTION. ® CONSTRUCT BERM PER DETAIL ALONG WEST VALLEY HIGHWAY. 10 PROVIDE 2' WATER SERVICE WITH 1 1/2' METER. COORDINATE AU. {NTH SW. CALL., 48 HOURS BEFORE YOU DIG 1- 800 - 424 -5555 DTI) - 0 4- 1 H fin # e IDE UDL71Y E4 OEMEo '8 11 PROVIDE 8'0 FIRE FLOW UNE WITH POST INDICATOR VALVE COORDINATE ALL W,TH CITY. NOTE DOUBLE DECTOR CHECK VALVE(DOH APPROVED) SHALL BE INSTALLED INSIDE BUILDING. FIRE DEPARTMENT CONNECTION SHALL BE MOUNTED ON THE WAIL 12 PROVIDE CURB CUT AND PAVED CHANNEL FOR DRAINAGE 13 PROVIDE UTILITY VAULT COALEONG OIL/WATER SEPARATOR MODEL 612 -2 -CPS APPROVED EQUAL WIN 12'0 INLET AND OUTLELIE (IN)= 17.40, IE (OUT) =17.52 REFER TO DETAIL (51 FOR ADDITIONAL INFORMATION. 14 REFER TO STORM DRAIN NOTES /3 AND /4 ON SHEET C2 FOR CONSTRUCTION CF ROOF DRAINS, EARTHWORK SUBCONTRACTOR SHALL ADJUST EXIS1195 MANHOLE TO GRADE. PROVIDE UNLTY VAULT COALESCING OIL/WATER SEPARATOR MODEL 812-2-CPS /\ TO 12.0 INLET AND OUTLET . IE ADDITIONAL INFORMATION. 17,15 ,IE(OUT) =17.00 3 17 REMOVE EXISTING SIDEWALK AND REPLACE 8419 NEW 5 SIDEWALK. Q1 or IB PONCE Y WATER SERVICE 111011.1/8 IRRIGARCN NEIER. COORDINATE ALL WIN Q3 CITY A181 IRRIGATION. SUBCONTRACTM. EGSROO 8' PVC SANTARY SEWER STUB PER BUILT INFORMATION. CONTRACTOR TO /� VTR 7 PRIOR TO CONTRUOSON. / •2 \ The Cascade Buildings SECTION 35, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. CITY OF TUKWILA KING COUNTY, WASHINGTON L STORM DRAIN PIPE SCIEDULE (SEE STORM NOTES ON SHEET 02 FOR PIPE SPECIFICATION) REACH LENGTH, SIZE, SLOPE 15 IF 15' STORM PIPE 0 0.40% /2\ 7 L 15' STORM PIPE 015.57% A 35 IF 15 SFORM PIPE 0 0.0% 290 LF 12' D.I. 0 0.43% los fr n b7 /9\ /1T\ A 13 A 68 LF 1Y D.I. 00.62% A 119 LF I5 STORM PIPE 0 0.59% 15 / ' \ 89 LF 15' STORM PIPE 0 0.93% 16 nA\ 16 A 16 LF 18 STORM PPE 0 0.25% E 6N18 -o r � fE E fe WEST NIT VALLEY HIGHWAY - SR 181 ST LEGEND IN - EXISTING CONTOUR ONE '- 2N - PROPOSED CONTOUR UNE O EXIST MA ® PROPOSED MANHOLE SC- ,5A 16W0ANNAWAWAM A NOT USED A 172 LF 12' STORM PIPE 0 051% / [3 \ 214 IF 12' D.I. 0 0.41% /24\ 83 IF 12' D.I. 01.51% A 123 IF 1Y STORM PIPE 0 0.31% A NOT USED 171 If T5 STORM PIPE 0 0.30% 83 IF 15 STORM PIPE 0 1.60% A NOT USED A 126 IF 15 STORM PIPED 0.30% 84 IF 12" STORM PIPE 0 0.74% ROOF DRAIN CLEAN OUT kE , EXIST CB CN PROPOSED CB so EXIST STORM UNE PROP STORM UNE -SS EXIST SEWER LINE PROP SEWER LINE PROPOSED SPOT EIEVATCN 055010 CURB PROPOSED CURB PROPOSED SLOTTEDUIN NOTES 181 IF 1Y 5RROI PPE 0 076% 16 IF 12' STORM PPE 0 O.SR% 1011E 18' STORM PPE 0 0.31% 21 IF 15' STEM PPE 0 0.30% 17 IF 15 STORM PPE 0 0.70% 28 IF 8' STORY PPE O 0.50% 107 LF 8' 511114 PPE 0 050% 18 IF 12' 57(861 PPE 0 3.76% 56 IF 12' STOWI 0 0.50% 15 IF 8' STORM PPE O 3.401 t 7 IF 8' STORY PPE 0 0.50% 1. SEE ARCHIIECTUAL PUN FOR HORIZONTAL CONTROL. 2. EROSION CONTROL PLAN PROVIDED ON ROUGH GRADING PLAN. ERORON CONTROL SHALL BE MAINTAINED WRING CONSTRUCTION OF THIS PHASE. EARTHWORK QUANTITIES z • OIARRIESPROVIDED. FOR, PERMIT PURPOSES. ONLY -PER ROUGH GRADING PLAN U WT 1500 CY OIL 12.900 CY 100 -1EAR 24 HR RUNOFF FROM STE 321.4 CFS DRIVEAOLE SURFACE AREA AC. AREA 134074 S.F. WEAL SITE I ±7.0 AC. CATCH BASIN SCHEDULE /2\ TOPOGRAPHICAL INFORMATION PROVIDED BY CLIENT. HORIZONTAL - BASED ON PLAT OF 50UTHCENTER SOUTH INDUSTRIAL PARK • VOLUME 97. PAGES 22 THRU 25 VERTICAL DATUM - BASED ON BENCHMARKS NOS. RN 36 6 RM 341 SHOWN ON FLOOD INSURANCE MAPS NOS. 5303300967F AND 5303300978F PREPARED BY THE FEDERAL EMERGENCY MANAGEMENT AGENCY REVISED ON-MAY 18, 1995 GEOTECHNICAL REPORT BY: TERRA ASSOCIATES, INC 12525 WILLOWA ROAD, N0.101 KIRKLAND WA 98034 REPORT NO. T -3613 FLOOD ZONE DESIGNATION: ZONEX; WHICH IS DETERMINED TO BE OUTSIDE THE 500 -YEAR FLOOD PLAN. ACCORDING TO FLOOD INSURANCE S) RATE MAP, IRK N0. 5303360986F COMMUNITY NO. 530091, CITY OF TUKWILA PANEL NO, 0986, SUFFIX F, EFFECTIVE MAY 16, 1995, KING COUNTY, WA. AS PREPARED BY THE FEOE•AL EMERGENCY MANAGEMENT AGENCY IFEMAI. 13 -rJG fi „ VICINITY MAP DATUM JUL C 31998 PERM CENTER SCALE I = 1/2 NEE Cm Of NKWIIA IVPH0010 JUL 291993 US WOO AH BL CIVIL 6 STRUCTURAL ENGINEER . .at,; N0. DATE 9/22/99 b /22/99 VAO/s9 BY HUM B I , GRADING AND SITE IMPROVEMENT PLAN CRAMS C AP / CNECKE0 N9 PATE 11 4)97 0 11 ORIGINAL GROUND 6:1 BATTER FILTER FABRIC MATERIAL MIRAFI 100 NS OR EQUIVALENT 2" X 2' BY 14 GA. WIRE FABRIC OR EQUIVALENT, AFFIX TO POST 2" X 4" WOOD POST OR STEEL FENCE POST B" MIN. THICKNESS 4 " -2 QUARRY SPALLS (2) PERFORATED PIPE AS NEEDED FOR SUBSURFACE WATER. CALL 48 HOURS BEFORE YOU DIG 1- 800 - 424 -5555 EXISTING GRADE Ni MAX. — X 4 WOOD POSTS. STANDARD OR BETTER, OR STEEL FENCE POST IFRONT VIEWI -1117= —1T =11 PROVIDE 3/4" - 1 1/2" WASHED GRAVEL BACKFILL IN TRENCH AND ON BOTH SIDES OF FILTER FENCE FABRIC ON THE SURFACE VARIABLE 8 } ISIDE VIEWI 0 FILTER FABRIC FENCE NOT TO SCALE FILTER FABRIC MATERIAL BO" WIDE ROLLS - USE RINGS TO ATTACH TO WIRE FABRIC 2" X 2' BY 14 GA. WIRE FABRIC OR EQUIVALENT 1 Y1111111 11111111111111111111 IIIIIIIIIIIIIIIIIIIII II IEEI11 11111 111111111111111D)11111 III IIIII II III =L= 1 =1 = 1_ 1 =III III = III = III = =III- =I 1= I I L1 BURY BOTTOM OF FILTER \ MATERIAL IN 8" X 12" TRENCH PROP. LINE 2' MIN $`' 0 '; o p ° X0 I . �1 „ 4 6" fi" PERF, PIPE(2) A \ PROVIDE POSITIVE ` NOTES. DRAINAGE TO STORM (I) FLATTER SLOPE MAY BE REQUIRED IN LESS STABLE SOILS. H' MINUS WASHED ROCK(2) FILTER FABRIC O ROCK FACING, FILL SECTION A NOT TO SCALE 1 111 I GRADE PER PLAN 'NOT TO SCALE 5" SLAB ON GRADE 4" CRUSHED ROCK 3:1 MAX. SLOPE The Cascade Buildings SECTION 35, TOWNSHIP 23 NORTH, RANGE 4 EAST, WA CITY OF TUKWILA KING COUNTY, WASHINGTON VARIES COMPACT TOP SOIL NOTE: REFER TO LANDSCAPE PLAN FOR PLANTINGS O LANDSCAPING BERM ✓ NOT TO SCALE O TYPICAL BLDG. SLAB SECTION .2= 1=1:g::21,;:=1 R O OIL WATER SEPARATOR NOT TO SCALE REF. 6I2 -2 -CPS CONSTRUCTION SEQUENCE, 1. ARRANGE AND ATTEND PRE - CONSTRUCTION MEMO WIN COY OPTIONS. 2, VERIFY EXISTING UTIUTY LOCATIONS AND ELEVATIONS PRIOR TO CONSTRICTION. 3. PROVIDE CATCH BASIN PROTECTION AND 9LTATION FENCE WERE NEEDED. 4. PROVIDE PERMANENT DRAINAGE FACILITIES AND OTHER STATES. 5. COMPLETE ALL SAUTE INSTALLATION AND TESTING. 6. FINE GRADE 9TE AND INSTALL SIHGRADE ROCK.. 7. PAVE SITE o REMOVE REMAINING TEMPORARY EROSON SEGMENTATION CONTRA FREY AREAS CF THE SITE THAT HAVE BEEN STABILIZED WTH PERMANENT VECETAIOLN AND AFTER REMOVAL IS APPROVED BY THE CITY. NYDROSEEDING NOTES 1. HYDROSEEDING SHALL BE APPUED TO DISTURBED AREAS WTHOTT PROPOSED PAVING 2. HYDROSEENNG SHALL BE THE FOLLOWNG MIXTURE TYPE OF PROPORTIONS PERCENT PERCENT MIXTURE BY W3GHT PURITY GERMINATION PERENNIAL RYE GRASS 40% CREEPING RED FESCUE 40% PRONOCULATED WHITE DUTCH CLOVER 10% HIGHLAND BENT GRASS 10% 3. APPLICATION SHALL BE 100 LBS /ACRE 4. 500 LBS /ACRE 10 -20 -20 FERTIUZER, 2000 LBS /ACRE MULCH AND 40 LBS /ACRE SAL STABIUZFR TO BE APPUED %UR SEED MIXTURE GENERAL NOTES 90% 90% 95% 902 908 90% SAT 0 1. ALL MATERIALS AND WORKMANSHP SHALL BE W ACCORDANCE WITH THE REQUIREMENTS FOR THE LATEST STATE OF WASHINGTON DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION AND THE CITY OF TUKWILA. 2. IT WILL BE THE EARTHWORK/UTILITY SUBCONTRACTOR'S OR HIS AGENT'S RESPONSIBILITY TO CONTACT ALL UTILITY COMPANIES TO COORDINATE CONSTRUCTION. ALL UTILITY RELOCATION WORK SHALL BE AT THE EXPENSE OF THE APPLICANT AND MUST BE IN ACCORDANCE WITH THE STANDARDS OF THE CITY, 3. BURIED UTILITIES ARE SHOWN IN THEIR APPROXIMATE LOCATION. THE EARTHWORK /UTILITY SUBCONTRACTOR OR HIS CONTRACTOR SHALL HAVE THE UTILITIES VERIFIED ON THE GROUND PRIOR TO ANY CONSTRUCTION. 4. BEFORE WORKING IN THE CITY OR STATE RIGHT -OF -WAY. THE EARTHWORK/ UTILITY SUBCONTRACTOR SHALL OBTAIN A GENERAL PERMIT FROM THE CITY AND STATE AND /OR SUBCONTRACTOR. 5. THE CONTRACTOR SHALL NOTIFY THE APPLICANT'S ENGINEER IN THE EVENT OR DISCOVERY OF POOR SOILS, STANDING, GROUNDWATER, OR SEVERE DISCREPANCIES FROM SOIL LOG DESCRIPTIONS AS NOTED ON THESE PLANS. B. EXCAVATION STANDARDS CUT SLOPES SLOPES SHALL NOT BE STEEPER THAN 2 HORIZONTAL TO 1 VERTICAL. OR AS RECOMMENDED BY A SOILS ENGINEER. THE CATCH POINT OF THE TOP OF THE SLOPE SHALL BE SET BACK FROM THE SITE BOUNDARY LINE IN ACCORDANCE WITH THE FOLLOWING TABLE, UNLESS A RETAINING WALL IS DESIGNED BY THE ENGINEER AND CONSTRUCTED FOR THE PROJECT. CUT DEPTH UNDER 5 FEET 5 - 20 FEET OVER 20 FEET ]. FILE. STANDARDS SET BACK DISTANCE 2 FEET HEIGHT /2 10 FEET FILL LOCATION SLOPES SHALL NOT BE STEEPER THAN 2 HORIZONTAL TO 1 VERTICAL, /� OR AS RECOMMENDED BY A SOILS ENGINEER. FILL SITES MUST BE ( \ APPROVED BY THE ENGINEER AS SUITABLE LOCATIONS FOR THE PROPOSED FILL UTILITY NOTE THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE APPROXIMATE ONLY AND HAVE NOT BEEN INDEPENDENTLY VERIFIED BY THE OWNER OR ITS REPRESENTATIVE. THE UTILITY SUBCONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK AND AGREES TO BE RESPONSIBLE FOR ANY AND ALL DAMAGES THAT HAPPEN DUE TO THE FAILURE TO LOCATE EXACTLY AND PRESERVE ANY AND ALL UNDERGROUND UTILITIES. AHBL ASSUMES NO LIABILITY FOR THE LOCATION OF UNDERGROUND UTILITIES. TOPOGRAPHIC NOTE THE EXISTING CULTURAL AND TOPOGRAPHIC DATA SHOWN ON THESE DRAWINGS HAS BEEN PREPARED, IN PART, BASED UPON INFORMATION FURNISHED BY OTHERS. WHILE THIS INFORMATION IS BELIEVED TO BE RELIABLE, AHBL CANNOT ENSURE ITS ACCURACY AND THUS IS NOT RESPONSIBLE FOR THE ACCURACY OF THAT INFORMATION OR FOR ANY ERRORS OR OMISSIONS WHICH MAY HAVE BEEN INCORPORATED INTO THESE DRAWINGS AS A RESULT. TRENCH NOTE IF WORKERS ENTER ANY TRENCH OR OTHER EXCAVATION FOUR OR MORE FEET IN DEPTH THAT DOES NOT MEET THE OPEN PIT REQUIREMENTS OF WSDOT SECTION 2- 09.313IB, IT SHALL BE SHORED AND CRIBBED. THE SUBCONTRACTOR ALONE SHALL BE RESPONSIBLE FOR WORKER SAFETY AND AHBL ASSUMES NO RESPONSIBILITY. ALL TRENCH SAFETY SYSTEMS SHALL MEET THE REQUIREMENTS OF THE WASHINGTON INDUSTRIAL SAFETY AND HEALTH ACT, CHAPTER 4917 ROW. STORM DRAINAGE NOTES T. PIPE MATERIALS SHALL BE AS SPECIFIED ON THE PLANS OR FROM THE FOLLOWING LIST. THE CONTRACTOR SHALL UTILIZE ONLY ONE PIPE MATERIAL TYPE FOR THE SAME SIZE PIPE BETWEEN STRUCTURES. PIPE JOINTS MUST BE OF THE SAME MATERIAL AS THE PIPE AND PIPE GASKETS ARE TO BE PROVIDED. A. PVC CONFORMING TO ASTM D 3034, SDR 35. B. 12 -INCH AND SMALLER. PLAIN CONCRETE STORM SEWER PIPE CONFORMING TO WSDOT 7 -042, CLASS III. C. 15 -INCH AND LARGER, REINFORCED CONCRETE STORM SEWER PIPE CONFORMING TO WSDOT 7-04.2, CLASS IV. O. CORRUGATED DOUBLE WALL. HIGH DENSITY POLYETHELENE DRAIN TUBING 14" -101 AASHTO M252 OR DRAIN PIPE 112 , 361 AASHTO M294, STORM PIPES TO BE LOCATED IN THE PUBLIC RIGHT.OF WAY SHALL BE LIMITED TO REINFORCED CONCRETE STORM SEWER PIPE HAS SPECIFIED ABOVE) ;ADS N -12 OR RANCOR H1.0. NO OTHER PIPE MATERIALS SHALL BE USED WITH -IN THE PUBLIC RIGHT -OF -WAY. 2. CATCH BASINS SHALL CONFORM TO THE FOLLOWING WSDOT STANDARD A. TYPE 1 • PLAN R -1. B. TYPE 2, 72 INCH AND 98 INCH - PLAN B -11. C. TYPE 1 -L, PLAN BI -A. 0. TYPE 2, 48 INCH AND 54 INCH - PLAN B.10. 3. ALL ROOF DRAINS SHALL BE HAVE A MINIMUM SLOPE OF 1.0% AND SHALL BE RIGID 12 -INCH PVC OR LARGER CONFORMING TO ASTM D 3034, SDR 35. SUFFICIENT CLEANCUTS SHALL BE INSTALLED SO THE SYSTEM IS EASILY MAINTAINED. THE UTILITY SUBCONTRACTOR SHALL KEEP A DIMENSIONED RECORD OF ALL PIPES AND CLEANOUTS AND SUBMIT IT TO THE OWNER AND/ OR AHBL UPON COMPLETION OF THE WORK. 4. ALL BUILDING ROOF DRAIN DOWNSPOUTS, UNLESS OTHERWISE SPECIFIED, SHALL BE A CONNECTED DIRECTLY TO THE MAIN STORM DRAINAGE CONVEYANCE SYSTEM LOCATED IN THE PUBLIC STREET THROUGH AN UNDERGROUND PIPE SYSTEM. WATER SYSTEM NOTES 1. UNLESS OTHERWSE SPECIFIED, PIPE FOR THE WATER MAINS SHALL BE CLASS 52 DUCTILE IRON PIPE. JOINTS SHALL BE RUBBER GASKET, PUSH - ON TYPE. 2. THRUST BLOCKS SHALL BE SIZED TO RESIST TEST PRESSURES AND SHALL MEET REQUIREMENTS OF THE CITY OF TUKWLA. 3. WATER MAINS SHALL BE FLUSHED, DISINFECTED, AND TESTED CONFORMING TO REQUIREMENTS OF THE CITY OF TUKNALA AND PROVISIONS OF WSDOT. 4. UNLESS OTHERWISE SPECIFIED BY THE WATER PURVEYOR, INSTALL PIPE FOR A MINIMUM THREE & HALF FEET OF COVER. WATER MAINS SHALL PASS UNDER STORM SEWER WHEN REQUIRED TO MAINTAIN THREE -FOOT MINIMUM COVER. THERE SHALL BE NOT LESS THAN A SIX -INCH SEPARATION BETWEEN THE WATER MAIN AND THE STORM SEWER. 5. UNLESS OTHERWWSE SHOWN ON PLANS, SERVICES SHALL BE LOCATED BY MUTUAL AGREEMENT BETWEEN OWNER, DISTRICT AND OTHER UTILITY COMPANIES. SANITARY SEWER NOTES 1, ALL PIPE USED FOR SANITARY SEWER MAINS AND SIDE SEWER LATERALS SHALL BE SON 35 PVC (ASTM -303 SEWER LATERALS SHALL BE 2 %. ANITARY SIDE 2. SUBCONTRACTOR SHALL WEFT( THE CITY OFFICIAL(S) FOR INSPECTION OF ALL APPROPRIATE FACILITIES IN ADVANCE OF THE NEDED INSPECTIONS. ALL INSPECTION FEES SHALL BE PAID BY THE CONTRACTOR. orPSKfgoLA JUL 131998 C OF T AP JUL 291955 AS (tins! H / 13 / 99 ( 1 ILL C I V I L 4: S T R U C T U R A L ENGINEERSAPLANNERS REVISIONS DATE Ba„98 AA3rv]9 GENERAL NOTES 4 DETAILS JOB NO 9193910 DRAM cwre2 CHECKED ABS DATE EMI C2 BY DES OVAL OVERFLOW ELEV. TO PROMDE DETENTION & OIL SEPARATION PER PLANS PIPE SUPPORT(S): 3' X .090' INVERT ELEVATION PER PLAN RESTRICTOR PLATE WITH ORIFICE AS SPECIFIED. NOT NEEDED IF ONLY FOR EL POLLUTION CONTROL. O FLOW DIVERTER A NOT TO SCALE PIPE BEDDING PER W.S.D.O.T. 9 -03.16 95% COMPACTION NOTES: 7 -3/4" 0 15' NOT TO SCALE CAST IRON RING AND COVER CALL 48 HOURS BEFORE YOU DIG 1- 800 - 424- 5555 NG.�fV0. -005 RIGID FLEXIBLE 24 MIN. LETTERING OPTIONAL RAISE - 1/2' WIDE BORDER 8 -3/4' 1 -1/4' NOTES. 3000 psi CLASS C CONCRETE (Tr.) (UTUTY SUB- CONTRACTOR SHALL INSTALL CONCRETE) 1' -0' 5/8' 12'0 2 -7/8' 45' 1 / B ) ( BEND 1. PIPE MATERIAL AS SPECIFIED BY THE ENGINEER. 2. PIPE DIAMETER AS SHOWN PER PLAN. FIBRE JOINT PACKING O STORM /SEWER CLEAN -OUT DETAIL 3 NOT TO SCALE STEPS OR LADDER. SEE DNB. NO. 2 -006. y A:4a . 4 , I,A N " Fe -d2iOS 2 -022 & FRAME & LADDER OR STEPS OFFSET. SEE NOTE 8. FRAME & COVER ELEV. PER PLAN. CLEANOUT GATE: SHEAR GATE SEE DNB. NO. 2 -026. INVERT ELEV. PER PLAN 03/ 2 OUTLET PIPE W /CONTROL 12' E 3 23 12' E 12' W CONTROL 02E 8' 12' 12' (Dl., CONC.) (CPEP, CMP, PVC) / EXISTING STRUCTURAL SECTION PROVIDE NEAT, STRAIGHT UNE WHERE MATCHING EASING PAVEMENT, TACK & SEAL EDGES COMPACTED THICKNESS ASPHALT /CONCRETE PAVEMENT - CLASS 'B' 12' CEMENT AMENDED SOIL PER SOIL REPORT COMPACTED NATIVE SOIL PER SOILS REPORT 8 4' BIN. ' PER W.S.D.O.T. STD. PIPE AS SPECIFIED ON PLAN OR SPECS. 1. NATIVE BACKFILL MATERIAL AT UNPAVED AREAS SHALL NOT HAVE PARTICLE SIZE GREATER THAN 1' WTHIN 6' OF THE PIPE OR THE SUBCONTRACTOR HAS THE OPTION TO USE GRAVEL BACKRLL PIPE BEDDING CONFORMING TO 9 -03.12 3). 2. THIS DETAL IS INTENDED FOR ON -SITE ONLY. CONTRACTOR SHALL REFER TO STANDARD CITY OF TUKWLA PUBUC WORKS DETAILS FOR ALL WORK WTHIN THE PUBUC RIGHT -OF -WAY BEDDING & BAC" FILL PE IN TRENCHES TYP. FLEXIBLE PAVEMENT RESTORATION PLUG TO BE SEALED IN SAME MANNER AS MAN SEWER JOINTS A CONCRETE NOT REQUIRED IN LANDSCAPING AREA NOTE& 1. PIPE SIZES AND SLOPES PER PLANS. 2. OUTLET CAPACITY: NOT LESS THAN DONNED INLETS. 3. EXCEPT AS SHOWN OR NOTED UNITS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE REWIREMENTS FOR CATCH BASIN TYPE 2, 5 ' MIN. OIAM. 4. PIPE SUPPORTS AND RESTRICTDRARA,TOR SHALL BE OF SAME MATERIAL, AND BE ANCH AT 3 MAX. SPACING BY S /8' DAM. STAINLESS STEEL EXPANSION BOLTS OR EMBEDDED 2' IN WALL. 5. THE RE /SE B FFABRICT N 36A N 1965 M 1.97 PAND M 274.R%GALV " i oAI O SHALL HAVE TREATMENT 1. 6. OUTLET SHALL BE CONNECTED TO CULVERT OR SEVER PIPE PIPE, OR GROUTED INTO THE B O BELL OF C CORRUGATED PE METAL 7. THE VERTICAL RISER STEM OF THE RESRCTOR/SEPARATOR SHALL BE THE S(BJE DIAN. AS THE HORIZONTAL OUTLET PIPE, WITH A E MIN. DIAL �TFS 8. FAR AME/JVOOUT A l E NE FRONTTOP. MIAT' B. COMA DO AOE IS CLEAR OF RISER AND C. FRAME IS CLEAR OF CURB. 9. PIPE: METAL P PE PIPE HAVE §4100TH CEMENT QUALNTOF.TE CONCRETE PIPE I.D. LESS 1/4. 12' BOTTOM OF CUT /SAWED JOINT 0 15' INTERVAL 6 I/2' 1 1/2' LIFT 1 1/2' LIFT 1/2' 1 1/2' LIFT 1 1/2' LIFT NOTE L DEPTHS ARE COMPACTED THICKNESS The Cascade Buildings SECTION 35, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.Y. CITY OF TUKWILA KING COUNTY, WASHINGTON 6' CEMENT CONCRETE CURB. WSDOT SPEC. 6 -04 GA .111 -1I1- -I I- I -11 O 8' X 8' EXTRUDED CEMENT CONCRETE CURB NOT TO SCALE EXTRUDED CURB O EXTRUDED CURB AND WALK NOT ASPHALT CONCRETE PAVEMENT, CLASS 8, WSDOT 5 -04; ASPHALT SHALL BE PLACED IN TWO 11/2 INCH LIFTS A ° %B °n,' o8S V V eA %B °�� JO go 0 SCARIFY SUBGRADE A MINIMUM DEPTH OF 12 INCHES AND UNIFORMLY BLEND TYPE 1 PORTLAND CEMENT AT AN APPUCAION RATE OF 80 POUNDS PER SQUARE YARD OF SURFACE AREA. THE SOIL /CEMENT BLEND SHALL IHEN BE COMPACTED T00% OF THE BLENDS. MAXIMUM DRY DENSITY DE MINED BY AST4 TEST. DESIGNATION D -698 (ST DARD PROCTOR). THE MOISTURE CONTENT OF THE LEND SHALL BE WITHIN -1 TO +2 PERCENT OF ITS OPTIMUM AT THE TIME IT IS COMPACTED. ASPHALTIC CONCRETE PAVEMENT STRUCTURE NOT TO SCALE } q 4} ph} 4' CONCRETE 4' SAND ACD K1GOS SLOPED TRENCH DRAIN WITH SLOTTED 0.4 GRATE SEE R -l� EXPANSION JOINT (PREMOLDED TYP) 18" ISOMETRIC PLANING STRIP (TYP., IF ANY) NOTES: PAYMENT SECTION PER PLAN Channel .4th BE slotted gates ACO K100S TRENCH DRAIN O 7 OR EQUIVALENT NOT TO SCALE 5'x5' LEVEL C MIC / WALK, VHEELCHAIR , MANEUVER AREA SY, 4 FLUSH. NOT TO EXCEED 1/4' UP 0.02 1. RAMP AND APPROACHES SHALL BE CLEAR OF OBSTACLES INCLUDING HYDRANTS, POLES & INLETS. 2. RAMP SHALL BE TEXTURED BY IMPRINT CF METAL GRID WITH 1/2' SPACING. 3. VISUAL WARNING STRIP SHALL BE PROVIDED 4' NIDE BETWEEN EXPANSION AND SCORED (CONTRACTION) JOINTS 4. RAMP CENTER ONE SHALL BE PERPENDICULAR TO OR RADIAL TO CURB RETURNS UNLESS OTHERWISE APPROVED BY ENGINEER. 5. NAMEN RAMPS ARE CONSTRUCTED ON ONE SIDE OF STREET, RAMPS SHALL BE CONSTRUCTED AT CORRESPONDING SIDEWALK LOCATIONS ON OPPOSITE SIDE OF STREET. O CURB RAMPS DETAIL NOT TO SCALE - SCORE JOINTS SEE R -11 EXPANSION JOINT ELIMINATED IF GUTTER AND APRON ARE POURED MONONTHIC PER PLAN `eP 4pp Sp. 2" MIN OR MORE AS DIRECTED DRIVEWAY (MAX RECOMMENDED 'GRADE IS 15%) -a_a _ -j 1\ 5/8" CRUSHED ROCK SECTION A -A O COMMERCIAL DRIVEWAY OH 6 SE BACK OF SIDEWALK 4' THICK CEMENT CONCRETE SDEWALK SECTION A - A TOP OF CURB AT DRIVEWAY 5Y" tL HANDFORM ALONG RADIUS FOR SMOOTH TRANSITION SCORE JOINTS 18" CURB DETAIL EXIST CURB AND GUTTER 0.05 Ft -`F't 1/4' EDGED GROOVE S. TURNING RESTRICTOINS MAY BE APPLIED BY THE ENGINEER. 0.02 FT/FT 4" CEMENT CONCRETE SIDEWALK 4" CRUSHED ROCK BASE VARIES NOTES 1. CEMENT CONCRETE SHALL BE CLASS B. 2. DUMMY JOINTS CONSISTING OF 3/16" BY 2" PREMOLDED JOINT MATERIAL SHALL BE PLACED AT 15 FOOT INTERVALS. 10 CEMENT CONCRETE SIDEWALK NOT TO SCALE NOTES (OFTAIL 91: 1. INSPECTOR REQUIRED BEFORE PLACING CONCRETE. AT LEAST 24 HOUR NOME MUST BE GIVEN TO TUKWILA PUBLIC WORKS FOR INSPECTION. 2. CONCRETE SHA BE CLASS : 02 SETTER THAN 5 1 ' SACK. 3000 PSI, ALL DRIVEWAY APRONS SHALL BE A MIN. 7" THICK. 4. ALL WORK SHALL BE PERFORMED IN ACCORDANCE HAIR APO/SWOT PLANS AND SPECIFICATIONS OR AS DIRECTED BY THE CITY OF TUKWILA. 5. REMOVAL OF EXISTING CONCRETE CURB, GUTTER OR SIDEWALK SHALL BE TO THE NEXT EXPANSION JOINT SCORED JOINTS MUST BE SAW CUT AND REPLACED WITH EXPANSION JOINT. /___1/4 EDGED GROOVE 0.02 Ft /Ft Ist +NOTE: TOP OF CURB AT DRIVEWAYS 11 CEMENT CONCRETE CURB AND GUTTER NOT TO SCALE JUL 1 31990 AWAIT GENT. CITY OF TUKWILA APPROVED JUL 291999 au1_An ADI L. Its 5/13/99 I (5 BMWS e *Vita "AEI rt H LL CIVIL * STRUCTURAL EN GINE E R SAP L A AMENS REV914W DATE 9m/s9 in®rsB BY D. CGENER4L NOTE5 4 DETAILS JOB HD;.: 9V0010 DRAW GAPAND CHECKED AEB DATE 24.1 C3 tutg am an IDTAJ CAL NAIE : COMM NAIE.., 86`F ROURKE RUA CORDATA ' GREENSPIRE' GREENSPIRE LINDEN 11/2' CAL B & B B 18 ACER,PLATANOIDES. 'CRIMSON KING' - CRIMSON KING MAPLE 1 1/2' CAL B &.B, 40' O.C. C 27 FRAMNUS OXYCARPA 'RAYWOOD' RAYWOOD ASH 1 1/Y CAL B & B D 15 1HUJA PUCATA 'WESTERN RED CEDAR 6 FT. B & B E 35 IJRIODENDRON TUUPIFERA TULIP TREE S I /2" CAL B & B, 30' O.C. 1 F Q 16 RHODODENDRON SP. RHODODENDRON (PURPLE, RED, YELLOW) 15-2E B & 8, 3' D.C. G Q 11 MAGSIOUA STELLATA STAR MAGNOLIA 2 GAL B & B, 3' O.C. H ER 186 P000010 -X FRASERI FRASER'S RED 11P PHOTINIA 2 GAL/24 MIN. CONT., 4' O.C. I 108 VIBURNUM ONUS LAURUSTNUS I CAL /24' MIN CONT., 4' O.C. J ® 162 PRUNUS LAUROCERASUS 'OTTO LUYKEN' OTTO LUSTER LAUREL 1 GAL CONT., 4' O.C. K © 26 NESS HYBRID JAPONICA SNOWDRIFT. PIERIS 1 GAL CONT, 5' O.C. L A 44 SPIRAEA X BUMALDA 'GOLOFLAME' - GOLDFRAME SPIRAEA 1 GAL $ 61 VIBURNUM DANNI DAVID LABURNUM 1 GAL OROILD COYER N 750 ARCTOSTAPHYLOS UVA -URSI KINNIKINNICK I GAL CONT., 3' ac 0 ';;i; ,1 254 INCA MAJOR PERIWINKLE S GAL CONT., 2' O.C 425 HYPERICUM CALYGNUM ST. JOHN'S SORT 1 GAL CONT.. 2' O.C. CAL 48 HOURS BEF E YOU DIG 1 - $9 . -424 -5555 DAB -ooh -i PROPOSED IRRIGATOR METER & BACKFL0W PREYTMOR LOCATION Fo' GRAPHIC SCALE t Inch . 30 IL CONINUOJS LANDSCAPE BERM SEE DETAIL GRASSCREIE PLANT SCHEDULE LEGEND * LOOK FOR LIKE PLANT SYMBOLS AND PATTERNS TO LOCATE ALL PLANT MATERIALS A PLANT SYMBOL 5 _PLANT COMM NOTE 2'. PLEASE SEE THE ARCHITECTURAL SITE PLAN AND MUST LANDSCAPE PLANTING AREAS ACCORONGLY. THE DENSITY AND COUNT OF PLANT MATERIALS SHALL REMAIN 11E SAME, HOWEVER, ADJUST THE ARRANGELIEN OF PLANTS TO MATCH ARCHITECTURAL STE PLAN. A. SEE SHEET L2 FOR GENERAL NOTES VICINITY MAP ESIS0NG VEGETATION TO REMAIN / ex•POTigna JUL 13 1908 SCALE: 1" = 1/2 MILE PEMITCEMM 'THESE DRAURIOB ARE ISSUED FOR AGENCY PEWIT REVIEW PURPOSES MY RAID ARE NOT TO BE USED FOR CONSTRUCTIOIP a CITY OF 10NWILA APPROVED JUL 2 91BMB - S ROWED L'UILLIN 129,9011 Eceo•o �HBL CI STN Up T0N AL ENG I KEER SAP LA N w � I61LN6 DATE 8 -11 -98 BY DW LZ LANDSCAPE PLAN 999848 CHECKED DN DATA W90 L 1 (. FEELF TO SPECS CC NULW ROVED WADE LW IT coven SQL 'MIT MIMEO TOOOR O THORWCN WDU 0 uwl O CAL) GEGGE0im 90101 IDOL INFORMATION. GROUNDCOVER PLANTING DETAIL PCP UPS LAwem SPApNG X .ON FOR WINOU,W PATE01' BACIIR T w01 500 NIX WATER M RUBBER VALVE MAKER C *561400041104* *005 ARMED GRADE .. SCH. 80 PVC DOINGS NPP1E5 AND BUSHINGS FERD02ER TABLETS AT MFR REC9,ENOO RATE FORAM 2 OW!E- STAKES .01190E U -ROOT BALL - 9NQE 5T440,IRFE5 LESS NAM B': 1 RIM TO 0515 FOR ADDL MPWN.010N. LAwX, P NUL. I NNE IEVEL,w1 CAP. tom 1. ADD 5EB11®t TESE R AT 1RR 0D.OR0PEO RATE FOR SLUE: 2 REFER TOMS FOR IDOL YEANNATAM 12,4 CROSS RRIW SHALL BE RAID CO EVERGREEN TREES LESS 100716 TAIL M !FEU 6 TREE WAN. FROM *40 PVC XX. 40 NNE ADAPTOR TO HEADS O POINT ,, OF CONNECTION IPLANI 6 x01 ro scD Dq-0041 OF. COUPLER DOUBLE WET VALE WATER NETER EUSONG WATER MAN 3'O LCH111 CONNOTED NO TRAMS INOR00 $500 I. REFER TO SPECS FOR 0061 91001565201 O SHRUB PLANTING DETAIL NOT TO SCALE I. INSTAL. THRUST BLOCKS AT Ill CHANGES IN 0OCRW OF MAINLINE. 2. ALL CONCRETE TO BE RAID AT 230 P9 AT 28 DAIS U REFER TO 9'EORGASONS FOR AD0IRWAL 000MAIKM. O THRUST BLOCK DETAILS NOT TO SCALE ADD FERMI TABLETS AS PER MFR 06006ff50 RATE FOR 93 0 WA% TER IN SQL 2'0140 PVE .0 SEEM LW TEE M 12' LONG 2'I 0PE TO CA. TO PREVENT UFTMC • CM 00105IIE DRNNAIE FABRIC BAQDRI.WTH SOL MIX AS SPECIFIED - WATER M 6 LAVERS OO HOT TAMP B FOPM 50MUCUS 4' MW WATTLING BASIN BM PEEL BACK TOP I/3 OF BURLAP LIIMILY COMPACTED 5OL MIX -4A1W INCROVORT (1) DECIDUOUS TREE PLANTING DETAIL ' 00110 SL:ME LATERAL LINE COMPACTED B MAIN UN CO111R0. 905 WN01f0 E 10200 EVERY 3' MUM, O TRENCH DETAIL T Not TO SCALE VALVE mMR w 1.0000 OAP F2091E0 GRADE LAIN W MAW TOPSOIL AN I N A ThEE STN. FADED ®ATI9AEV£ 0 CONIFER TREE PLANTING DETAIL SINGE. WERE 802 WM WWI( COMA Y R mai AK LEVEL WIN COMA RAVED WADE BRASS COO, COUPLER AS4w9LY WM'LOKM0 I0 O QUICK M COUPLER DETAIL HOT LON R NNW *50 LEVEL NTH Y!NVE 604 COVER PLANTS 10' SO RO OF 91000 010 IRE BASE, Le 0EL BAW RP in O IWARIAM LYPWY COPAD1.D 50. w5 - IAGER THOR 0 SOL A0 VC MEN., IMPLIES NA 611911*5 0x 1HRE SING JON, A59]IBLT COVER p£CTRI GAME VALVE 5GH -90 PVC NTINCS,DNIWS NIPPLES PM AUTOMATIC ONNN B' PROTECTIVE SLEEVE SUMP 911 CRAIN (RAVEL (2 CULT. TOIL MEEK ECONOMY N0 BOX GENERAL NOTES SEE SPECIFICATIONS FOR ADDITIONAL INFORMATION 1:. SUBMIT TO LANDSCAPE ARCHITECT (LA.), ONE MONTH PRIOR TO CONSTRUCTION, CONFIRMED ORDERS FOR ALL PLANT MATERIAL. PROVIDE THE. QUANTITY, LOCATION, PHONE NUMBER AND ADDRESS OF THE GROWER. _ 2. AIL PLANT MATERIAL SHALL CONFORM TO AAN STANDARDS FOR NUSERY STOCK, LATEST EDITOR, PROVIDE HEALTHY" WELL- BALANCED PLANT MATERIALS AS SPECIFIED. CONTACT LA. (IN NRITING) 3 WEEKS IN ADVANCE OF-PLANT 'MATERIAL DELIVERY TO ESTABUSH ON -SITE INSPECTOR: PLANT MATERIAL SHALL NOT BE INSTALLED ANTIL IT HAS .BEEN- APPROVED BY THE -- L.A. ALL PLANT MATERIAL SHALL BE PLACED IN ONE ISOLATED LOCATION ON THE PROJECT SITE AND PRQNDE. UNRESTRICTED -' ACCESS FOR VISUAL/INSPECTION OF INDIVIDUAL PLANTS. PLANTS SHALL BE ORGANIZED IN BLOCKS BY SPECIE: AND SUFFICIENTLY - SPACED TO OBSERVEIOVERALL GROWTH HABIT. TREES SHALL BE•UNTIED AND BRANCHES SEPARATED.• UNACCEPTABLE PLANT MATERIAL SHALL BE REMOVED FROM THE JOB SITE. - - • 3. LANDSCAPE SUBCONTRACTOR SHALL USE CAUTION WHILE EXCAVATING TO AVOID DISTRUDING UNDERGROUND UTUTES. IF UTILITIES ARE ENCOUNTERED, CONTRACTOR SHALL PROMPTLY INFORM GENERAL CONTRACTOR AND REPAIR ANY DAMAGES. 4. LANDSCAPE SUBCONTRACTOR SHALL AMEND EXISTING TOPSOIL IN -PLACE AND STOCKPILED TOPSOIL AS REQUIRED TO MEET TOPSOIL DEPTH REQUIREMENTS. AS SPECIFIED. COORDINATE WITH GENERAL CONTRACTOR TO DETERMINE QUANTITIES NEEDED. 5. REFER TO CIVIL DRAWING SHEETS FOR GRADING AND UTIUTY LOCATIONS. 6. OBTAIN APPROVAL OF FINISHED GRATES FROM LANDSCAPE ARCHITECT PRIOR TO PLANTING OR SEEDING. 7. LANDSCAPE CONTRACTOR SHALL HYDROSEED LANN AREAS AS DEFINED IN THE TABLES BELOW. I AWN WEE MIX' 22% GATOR PERENNIAL RYE GRASS 22% BLAZER PERENNIAL RYE GRASS 22% CHARGER PERENNIAL RYE GRASS 175 PENNLANN CREEPING FINE FESCUE 17% VICTORY CHEWNGS FESCUE (BY WEIGHT) 8. LANDSCAPE SUBCONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING SYMBOLS ON THE DRAWNGS, IF A DESCREPANCY BETWEEN THE PLAN NOTIFY THE L.A. FOR CLARIFICATION. 9. LANDSCAPE SUBCONTRACTOR SHALL INSTALL 3 INCHES OF SPECIFIED MULCH CONTINUOUS. IN ALL EVERGREEN TREE, SHRUB AND GROUND COVER BED AREAS. ALL TREE TELLS NITHIN THE SEEDED LAWN AREAS SHALL HAVE A 3 FOOT DIAMETER RING WITH 3 INCHES OF MULCH. 1.. 10. LANDSCAPE SUBCONTRACTOR SHALL DESIGN AND INSTALL IRRIGATOR SYSTEM TO PROVIDE COMPLETE UNIFORM COVERAGE- TO ALL NEW PLANTINGS. CONTRACTOR SHALL PROVIDE SHOP DRAWINGS (INCLUDING CALCULATIONS) FOR REVIEW AND APPROVAL BY THE LANDSCAPE ARCHITECT. SYSTEM SHALL INCLUDE METER, DOUBLE CHECK VALVE, PIPING, SPRINKLER HEADS, VALVES, CONTROLS, CONTROL TARING, RAIL MOUNT INTERNAL CONTROLLER, FITTINGS, ELECTRICAL. CONNECTIONS, AND PROVISION FOR VANTERIZING BY BLOW1NG OUT WATER AND NECESSARY ACCESSORIES. IRRIGATION MAIN SHALL BE MINIMUM 2 1/2 INCH SCH PVC PIPE, SYSTEM COMPONENTS. SHALL BE RAINBIRD, TORO OR HUNTER. PROVIDE REDUCED HERMETICALLY SEALED CONTROLLER CHART (RECORD DRAWING) SHCWNG AREAS COVERED BY INDIVIDUAL ZONES FOR THE SITE. LAWN, SHRUB/ GROUND COVER AREAS SHALL BE ON SEPARATE ZONES. REFER TO PROJECT SPECIFICATIONS FOR ADDITIONAL INFORMATION. 11. LANDSCAPE SUBCONTRACTOR SHALL SHALL SUBMIT IRRIGATOR SLEEANG DIAGRAM TO GENERAL CONTRACTOR PRIOR TO SITE FINISH GRADING OPERATIONS AND INSTALL IRRIGATION SLEEVES PRIOR TO SITE FINISH GRADING OPERATIONS. 12. LANDSCAPE SUBCONTRACTOR SHALL WARANTEE THE SATISFACTORY OPERATOR OF THE IRRIGATOR SYSTEM IN EVERY DETAIL AND All PLANT MATERIALS FOR A PERIOD OF ONE YEAR FROM THE DATE OF ACCEPTANCE. 13. LANDSCAPE SUBCONTRACTOR SHALL CLEAN UP ALL DEBRIS AND LEAVE SITE IN A NEAT CONDITION. 14. LANDSCAPE SUBCONTRACTOR SHALL MAINTAIN SITE FOR 60 DAYS AFTER FINAL ACCEPTANCE IS RECEIVED IN WRITNG FROM THE ONNER'S REPRESENTATIVE. O AUTOMATIC DRAIN DETAIL HOT TO SCALE BAQRLCW PREVEN150, 1051 COWS 10 FACE UP FW TESOXO CONC 0IM1Y 0511 15'Wh4Lle'0 Wx. W, 100 ELENILWITES. 4' QA DRAIN; RUN 10 DAYLIGHT I. INSTALL BAIL VAM5 AND BRASS UNIONS WERE SHORN. 2 PIPING ANO RONGS TO BE BRASS. LICK COUPLING VALVE FIVE WM0022A00N R PRESSURE 1051 TRIPLE SWAG 1041 , k 4„' `1111®— I. MIMI uun UnE C BLOW PEA WAIL NRT TO $BALE' POINT OF CONNECTION DETAIL TER PERMIT CENTER RMl ce . GIVIL' STRUCTURAL ; FNGI EERSAPLANNERS:v "An "A`41;41•41 4"4" .4w L' 1n0 . 1010 RR. :I §1'' 5. 2000 M NUDDFIBER MULCH 220 / LAWN SEED MIX 435 A 10-20-20 FERTILIZER 150 f SULFUR COATED UREA 40 # TACKIFIER TO PREVENT RIPPUNG A QUANTITY OF PLANTS THAT ARE REPRESENTED BY AND PLANT SCHEDULE IS ENCOUNTERED, a O TFMR LA NOWA MoNNCOT n 1 - 6 MO UE.* CERTIO REVI51 OETP.OICED " DD 'DAIR' DAAw o Q LANDSCAPING 4 I IR RIGAT I ON NOTES 4 DETAILS 105 140, 9 1008,0 'DRAWL