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HomeMy WebLinkAboutPermit D98-0040 - CASCADE BUSINESS PARK - BUILDING BThis record contains information which is exempt from public disclosure pursuant to the Washington State Public Records Act, Chapter 42.56 RCW as identified on the Digital Records Exemption Log shown below. D98 -0040 Cascade Business Park — Building B 18436 Cascade Ave South RECORDS DIGITAL D- ) EXEMPTION LOG THE ABOVE MENTIONED PERMIT FILE INCLUDES THE FOLLOWING REDACTED INFORMATION Page # tode Exemption = Brief Explanatory DeSctiptiop �t�tutel ule The Privacy Act of 1974 evinces Congress' intent that Personal Information — social security numbers are a private concern. As such, individuals' social security numbers are Social Security Numbers redacted to protect those individuals' privacy pursuant 5 U.S.C. sec. 75,327 DR1 Generally — 5 U.S.C. sec. to 5 U.S.C. sec. 552(a), and are also exempt from 552(a); RCW 552(a); RCW disclosure under section 42.56.070(1) of the 42.56.070(1) 42.56.070(1) Washington State Public Records Act, which exempts under the PRA records or information exempt or prohibited from disclosure under any other statute. Redactions contain Credit card numbers, debit card Personal Information — numbers, electronic check numbers, credit expiration DR2 Financial Information — dates, or bank or other financial account numbers, RCW RCW 42.56.230(4 5) which are exempt from disclosure pursuant to RCW 42.56.230(5) 42.56.230(5), except when disclosure is expressly required by or governed by other law. D98-0040 Cascade Business. Park, Bldg. B Sincerely, Brenda Holt Permit Coordinator end xc: File No. D98-0041 IFile,No:D987I0040r;'.; pertinent of Conumml4 Development Dear Mr. Ruhl: This letter hereby authorizes the release of the bond referenced above in the amount of $26,27833 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. OctOber, 1, 2002 Mike Ruhl 918 — 118th Avenue SE Bellevue, WA 98105 Steven M Mullet, Ala* Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431,3665 NAME OF DEVELOPMENT: /. , -, • , i ' S /YijSS (DM, - /c - DATE: 1P-- '- DEVELOPMENTADDRESS: t' 6q0 a., f R.,j)I ZGL_r PEFIMITNO.: D9 — C ° CASH ASSIGNMENT NAME: / / j , ' TEL. NO. I-- 493 I o SHALL BE REFUNDED BY MAILING TO ADDRESS: qig .- 8571K4 SE (please print) CITY/STATF_2IP / 4 _ ' ,, 6 / G S As the owner, or authorized of the owner, I hereby submit cash or cash equivalent in the amount of $ , ($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 Inspection by this date: or risk having the City use these funds to carry out the work with their own contractor or in -house manpo If I fail 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 /arkk listed ve pr;• : • ing Inspection and release of these funds. SIGNED: G2 / TITLE: A 12/28/98 MON 13:28 FAX Upon completion through Section 2, Finance personnel shall send copies to: - Developer - Finance Department - Permit Coordinator, DCD OPUS NW l-ily Uri r "ukwila DEVELOPER'S PR` JECT WARRANTY REQUEST FORM OPUS NW MAIN OEF I 001 SIGNED: AMOUNT CASH EQUIVALENT DEPOSITED THIS DATE: CITY RECEIPT NO. RECEIVED BY: 72 HOUR NOTIFICATION FOR and returned to department which authorized warranty. I hereby INSPECTION AND RELEASE OF FUNDS request inspection and release of my cash/cash equivalent. DATE: DEVELOPER'S REPRESENTATIVE: CHECKED BY: AUTHORIZED BY: I have reviewed the above work and found it acceptable and therefore authorize the elease of „e above cash assignment. DEPARTMENT: l CASH EQUIVALENT- LETTER AUTHORiZING RELEASE vvvvvv Upon completion of entire form, Finance personnel shall send copies to: - Developer - Finance Department - Permit Coordinator, DOD On ' l , { set / : before me, ( ev/'(— Notary Public, personally appeared IL.. N(;cinfii .Q it l 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 • , • %geeeeege... • • A P .Ci. C4•i • . S ignature ` \y PUB1A -1,4.'46- . . ti . , p O 4 • ,, ,,,,,•`• I .. . OF eimsoos , January 10,1999 Alexa Berlow Planning Department City of Tukwila 6200 Southcenter Blvd Tukwila, WA 98188 Dear Ms. Berlow, Cascade Business Park Opus Northwest, Inc. Real Estate Development Services 500 Union Street; Suite 900 Seattle, Washington 98101 Tel: (206)749.9484 Fax: (206) 749.9483 '. I am enclosing the following documents you requested for the C of 0 for the OPUS Cascade Business Park Building B, City of Tukwila Building Permit #D98- 0040. Enclosed is the following: 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 Please feel free to call me at (206) 749 -9484 should you have any questions. Very truly yours, WARREN COMPANY CC: Mike Ruhl — Opus NW Terra Whareham — Opus NW Wayne Eddy — Opus NW OW ALL MEN BY THESE PRESENTS: BOND: Site Architectural & Landscape improvements Bond Number 400 JZ 9146 THAT we, Opus Northwest, LIZ , 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 MI and just sum of TWENTY SDC THOUSAND TWO HUNDR11) SEVENTY EIGHT DOLLARS AND SEVENTY THREE CENTS (S26,278.71 ) lawAd money of the United States, for the payment of which stun 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, firmly by these presents. WHEREAS, the Principle, has been granted a building permit 0 D98 to develop a certain parcel of land which is known as Cascade Business Park. The Principle has requested issuance of the Certificate of Occupancy prior to completion of all the obligations of this permit. WHERIIAS, the Obligee, requires that a good and sufficient bond be furnished by said Principle guaranteeing the satisfactory completion of the following items: 1 Install approximately 10 foot wide lawn area along west side of building • 2. Install asphalt end curb along east side of southwest planter island 3. Install landscaping along West Valley fiontage 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 MI force and effect until written release is received from City of Tukwila, If legal action by City of Thkwila 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 neoessary to enforce said collection. Signature of ciple SURETY ST. PAUL FIRE AND MARINE INSURANCE COMPANY Name of Surety • 385 Washington Street Address St . Paul, MN 55102 . City St/de 612-692-7400 Phone PRINCIPLE SignSd and Bolded thii dayof January ,1999 If' ihia financial guarantee is collected upon for any reason, City of '1111c%vilii will not accept subsequent gnianntees front the above Principle. Signature o nnciple OPUS NORTHWEST, L.L.C. Printed nano of Principle ----- 10350 Bren Road East Address Minnetonka, MN 55343-9600 City State 612-936-4600 Phone number Surety's signature Zip ". • • STATE OP MINNESOTA, .COUNTY OP Hennepin On this 7th Stephen J. Steichen - -r BEVERLY M. GRAF NOTARY PUBLIC - MINNESOTA My Commission Expires J1n. $1,1000 STATE OF MINNESOTA COUNTY OF HENNEPIN On this of the Opus Northwest, L.L.C. (Seal) SO-2422/EP 1191 7th day of day of CATHERINE M. APPEL NOTARY PUBLIC-MINNESOTA My Commission Expires Jon. 31, 2000 SURETY ACKNOWLEDGMENT ss 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 instrument to be the free act and deed of said corporation. ACKNOWLEDGMENT OF PRINCIPAL SS. 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 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. s January For Corporation January Notary Publj My commission expires Stephen J. Steichen ,I9 99 , before me appeared y M. Grp€_ County, Minn. My commission expires January 31, 2000 acknowledged said ,19 99 , before me personally came 01/31/2000 PRINTED IN U.S.A. i z R. + ::B'; .Ute44V 1A x' a� i fr,mw We' illeStRild ST. PAUL FIRE AND MARINE INSURANCE COMPANY Surety. ( Tashington Street, St. Paul, Minnesota 551 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 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. Earth, 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, NOT TO EXCEED IN PENALTY THE St14 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." . On this gh day of 29550 Rev. 12.96 Printed In U.S.A. STATE OF NEW JERSEY ss. County of Somerset IN TESTIMONY WHEREOF, I have hereunto set my hand this 7th day of January , 19 ' 99 . MICHAEL 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 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. i LINDA SM ' HERS, 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 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. `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. 1 I's CASCADE BUILDINGS A 4 B. TUKWI{.A, WA ....... t zi :..^7 T SCONIO H*a TRau '''' &pato too MOM/ grutt I .7 On Site Architectural & Landscape Improvements .. Cascade Business Park Opus Northwest LLC 116199 ITEM QTY 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 1 Is $500.00 1 Is $300.00 1 is . $10,125.00 1 Is $4,100.00 $15,025.00 $15,025.00 $500.00. Weather dependent Weather dependent To be complete in conjunctio frontage improvements Weather dependent $300.00 $10,125.00 $4,100.00 $15,025.00 $1,202.00 $1,292.15 $17,519.15 BOND AMOUNT (150% x project costs) Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 DEVELOPMENT PERMIT WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: 788890 -0030 Address: - 1.84Q4 CASCADE AV S Suite No: Location: Category: NOFF Type: DEVPERM Zoning: Const Type: III -N Gas /Elec.: Units: 001 Setbacks: North: Water: KENT Wetlands: Contractor License No: OPUSNLL050J5 Permit Center Authorized Signature Occupancy: OFFICE UBC: 1994 Fire Protection: SPRINKLERED .0 South: .0 East: .0 West: .0 Sewer TUKW Slopes: N Streams: OCCUPANT CASCADE BUSINESS PARK -BLDG B 18404 CASCADE AV S, TUKWILA WA 98188 OWNER ESTATE OF JAMES CAMPBELL Phone: (206)872 -4680 C/O .COLLIERS INTERNATIONAL, 20206 72ND AVE S, KENT WA 98032 CONTACT JOHN GORDAN Phone: 425- 453 -4100 200 112 AV NE, #205, BELLEVUE WA 98005 ENGINEER AHBL ENGINEERS &PLANNERS Phone: (206)383 -2422 2215 N 30 ST STE 300, TACOMA WA 98403 CONTRACTOR OPUS NORTHWEST L L C Phone: 425 - 453 -4100 200 112 AV NE STE 205, BELLEVUE WA 98004 ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * *** Permit Description: CONSTRUCT NEW OFFICE BUILDING (BLDG "B ") - 63,004- SF WAREHOUSE SPACE & 7,000 SF OFFICE SPACE INCLUDING UTILITY CONNECTIONS, FRONTAL IMPROVEMENTS, STREET LIGHTING AND WIDENING OF WEST VALLEY HWY. **************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Construction Valuation: $ 1,931,537.52 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: JJS Curb Cut /Access /Sidewalk /CSS: Y Fire Loop Hydrant: Y No: Size(in): .00 Flood Control Zone: N Hauling: N Start Time: Land Altering: Y Cut: 1500 Landscape Irrigation: Y Moving Oversized Load: N Start Time: End Time: Sanitary Side Sewer: Y No: Sewer Main Extension: N Private: Storm Drainage: Y Street Use: N Water Main Extension: N Private: N ********************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL DEVELOPMENT PERMIT FEES: $ 13,532.16 ******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1 Permit No: Status: Issued: Expires: D98 -0040 ISSUED 07/29/1998 01/25/1999 End Time: Fill: 12900 Public: N (206) 431 -3670 Public: N * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Date: ! ; q - -q 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 ii Signature:_ Date: 0? Print Name: �Y�t/ This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. R :MEtER Addr'e :s' 18436 CASCADE AV ^ S u i t e , Ten'an't True GEVPEhM • Parcel # :: 788890- 0030 Status: ISSUED Applied: 02/10/1993 Issued: 07/2 9/1998 14441 ( 1, (********************************* ** *•k ** k***** *A**** kAlk k k** k kA* k•k k k•k ** ** Permit Cond:i.tions.: 1 'No 'changes wt 11 1 be made to the plans unless approved by the Ar'chitect"or Enaineer and ttie ., i Division. :Pl umb i.ncl ..sha 1 1 ob:tasiy ted <th'r ouah,, the Seatt l e =King l'oirnty Department .oePubl ft Heal th. y''P1 ' (inibling.,• w i 1 l be inspected by that aencu, including all gas p'=iping g290--4722) , X, . .R; f_ El ;ectrical.,perin'itssha111 be :obt throughthe Wa'sh,ington :Sta te Divi�Q,i•on of Labor` ~'and. Industries and ;:ell,r•elec't,r lcal t wurk w:i l,�. b'' inspe'c't`ed by th `a'g�encv'.;(;24��- 66311!) \ �v. All meuhan i ca,l 1;404 shal be u"nder s epar'a'te permi;t ssued;'by the 'C hive+, of Tukwi 1;a,1 ''-;. k V44, °,-; ' %!..;-, ,' ` ', All ge mits: insupction Lords, at approved plans shal 'I avail b i e' at the l:ob ^'i•te prior to 'the start of 'any cCort 1 • ,struct'ion , Ir These ,documents "a) '' avai 1. 01,# 611. l`'� final: inspection ..-approval is granted. =„ A1. tru tu,hal= concrete' sha`, l e (UBC e c �' 306t')1). be spcial inspecte& e, rAl l tructur a°l welding sh'al1 iii ,0 o'n i „, �. i' 0. certified w.e1°ier rya n_d special, : _ ns �'(UBC; - :'sec- ,,r .'; A11$1high �.tr ength.•bolt'i ►i:g,; s`h al l • be `:spec�la�l inspected (UBC S&. . t 306(a) 6).. t ,,,,,L,--- ry .', F When lspecial insp;e,:ction,is ' requiredeithe`r the owner architect dr 'engineer, shall notify •the Tcd,w•i,l a Bu i l•d i na Div x appointment'of the •i•nspection "agencie:s, prior " the §.f,rrst, b`u;i l inspection. . Co .le,s.. =of- al ipecia1' inspection Irepor ts shall be 'submi tted\ to' r th'e Bu i lid i nq ;t,,,,f 0ivi .i�tin i'n a timely manner. R.e adds essE pro ecvt ''.name, permit number and ;'type, %of' insp being,' pet termed. ,,.. 10 The spec &,l inspector ,hall submit a final , i fined report' 'wh ,therthe work"''t'e special inspt�ction''.wa`s, • to the be th i nspector • 's'`knowledge, in conform with appr ' p.lans and spe': i;f i,cations and the a'u, l c•ab l e workmanship p'r ovi;s of th ' f '; "'j'`,• 11. Readily access ib l` access to'roof; mounted equipment is required. 12. Engineered truss drawings and c.a:lculastions shai l be on site and available to the building nspector for inspection purposes. Documents shall bear the seal and signature of a Washington State Professional Engineer. 13, :ubgrade preparation including drainage, excavation, compaction, and fill requirement shall conform strictly with recommendations given in the soils report. 14. A statement from the roofing contractor verifying fire retardant class of roof will be required prior to final inspection (see attached procedure). 15. All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1994 Edition). as amended, Uniform Mechanical Code (1994 . Edition), and Washington State Energy Code (1994 Edition). 16, . * SMOKE & HEAT VENTS •k , . el..'.7 i,lf•shc. ,.hown on construction documents. and At minimum_ Permit No: • D98- 0041 J ':i:i�•a:',iFa3:� \'13'3." tine °draft, curtain ,(i,n accordance with UBC 906.6) shal i be . insta:l led as a condition of final inspection approval. Skyl;ightz used ford smoke & heat venting shall be of the heat. actuated releasing type which open 'automatically in the event of fire, OR approved heat sensitive glazing desig- ned to shrink and drop out of the vent opening. 1L: To) let room facilities for each sex must be provided for th'e warehouse, use, in accordance with UBC Table 29 -A for a Group ' ;F: Occupancy. Toilet room facilities must be completed and wi1,l.;.bea.condition of final inspection approval and certi t icate' of occupancy. The automatic fare- sprinkler system is to be installed in accardance with UBC Standard 9-1. P r o v i s i o n s for preventing water temperature_. below 40 degrees F. must be installed and 'operat,ionai prior to final, . approval and certifica of; occupancy. s . pace Mhe,at=ing 7t or `t e= .pwa area is i ed to the capacities - °outlined in 'r'e Wement: for a "Se mi - heated spats ". requ i remek is . Notify the Ci,tyof Tykw11, 13.u4 l di.ng Division pr'ioto placing anv4;concre,te?. This 'proc edure is * addition to any requirements ffor special i nspection 21 shall tf be` , `�.n o `occupancy''ot' t he b uildinot until the f inal irispectonhas been camp'leted by t s°S he;,.Tukwila Buil Inspector :. .. 22 A : CER.•TI.FICATE nF OCCUPANCY =� 't;IILL BE REQUIRED FOR THIS PERMIT. r' { , 23 Val i d'i by . f;'' Permit The` ,i s,suance 'of a permit or .appro 7 ': ` ; ot • •glary }�s , sp i cat ions, and computati shall not be con- • strict { a. to � :l a ar permit .for Of an approval of, any vio::10:io 'Of fay of Oie. provision's of;'',the building code or of ank 'oth4e' ordi'rianie of...the ; uri;sd=ictiori '�`INo °,. permit pre to • Q lye? "autho,rity to' :,.violate f or can:r,el , th , e:rprovisi ons of 'th cpce sha 1 1;' be va l.i.d 24 . � a . * F, - 6 ' ( C W 0-P h S: 25 Te i ,orarvi er u;s i on control me.suressha l l be implemented a the f it st •-order of business to•, seiimentation off '' 'si e�t 11nto 'exi stir storm dra'ina a facil.l.ties. -The;,`'`..i t'e .`shall.. have permanent erosion ,c'ont s rol measure p:1a 0 as ` soon, possible after` final `'grading.; has : .comp;1p ted Ond prior to the Final Inspect'ion.. 27: It s1 ;ail be verified in writing to?'theCi.ty.iitil °ites Inspector that the t ire loop svtem..:.f`or, the, bu,i lding contatna State, Department of.•Health' ^approv detector double 'Cliecl: valve assemb l v . This shall be done ;'<pr i or.t, the Fina Inspection. 28. Driveways %snai 1 comply with City commercial sta'ndards.t'; Driveway width shall be a 25' , mini,nrum and 35' max i-muni'. Slope shall be.'a: of 15%,.: Turning radii „sha�l l be a minimum of 10' 29. The driveway shall . designed and sloped So' that drainage from the driveway does -not .flow' onto; the ` exi s t i ng road surface. 30. Sidewalks and curb ramps shall comply with City standards: 31. 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. 32. All double check valve assemblies shall be approved by the State Department of Heaith. 3. Hauling over 50 cy shall require application for a Hauling Permit prior to any associated activity. 34. 'An,v material spilled onto any street shall be cleaned up immediately. 35. It shall be verif ie _ in writing to the Uti l iti .�, Inspector that the landscape rigation system contains L State Department of Healt approved double check valve assembly. Th i .. c,h. l l be done prior' to the Final Inspection. * l private storm ,d ain .pip.e :that l .be either' concrete' or eintarced ADS ;pip Treated •corrugated.. metal (,ipe :mav be used . detent;ion' ..taci l_ities. •The water'meter' box shai�;.i .b`e iodated- within City right- waiv .at:: t.he.; property i ine V.The:',.6 ; meter :work,sha:l l include.:a State Department' `o Health appt. oved .:daub l e ' check valve assembly..... he deduct.,'met#r s,hal1 read ;flow quantities. in. :cubic e e t i Applicant s hall : provide; street lenpi7oci6m6nt plans for Wes • Val ley Highway to c or: reviews prior to August 15. ,1998.: Street: improvement shall .be• constructed. prior to Certif icate Of:: Occupancy.. • . • Appli ' pr vide .a statutory ,.warranty deed:. title e.por :', c•nstr.ucti`on est i mates= etch „ ` to complete the: ur never' process prior �to 4- ,�Certif i_Ca ;Oc t upan +faro, � o•e a l { � S�'� � . nforuration;ai : an ;60.�regardinq the t:urnove p rocess is v;ailab1e from, ,, Ci ty S , ubli c ; Works recoiiimect ;theL des i gie`r, r econs r \ ilrde`the proposed dr 3vewav width a o'n the+larchi "pla . e co ub l i c:.W urr s� `h ,mniends =t he nort h„, "i v e wav,i be ; 5 ,A at Zit- e � ' �d ,h v 5 , y � lfF "+'t.72 ` r; dr t,, „ T _�I 1 r f e t . - s idewa1)ti an'd � throa,t area ; , then e t 11 ai,sl,e, For the s.outliwe4t dr,iverway. we r widt'ht be 4 q,c; 44, t iP11 '''''1,,N!'•:, ,P�y v, fix, c < adius i l t:.;t °"s z tiandj; 1ands' cap,e ou b ir1q T'n�i: ; ldth a d .radius w' 1 1 t t x : lame trucks :m a. 1 ; 5 eg , r t n i n to t e si e h ' ',,kAlternatively, the des in may, ger shhv t o 661)01.0 . .t the turn ing \ for additio:na • `'r nf ra tai oii k t.t iona :�',- ..., " pr p i can :s, pr ovide add ii t substantiation of } propert y v a ha 11 luat of� 3'8 „ p r s�aua;ve ? „, too ; t usi ng'. alrsTM, documents t, 'com • arable sale a a.l�v :is-, { tar,--- a ssessors; data p ar7p;s imila /.ve;rs-t iable .meth�`o VIA t ! a ; tr hi 't r a ft'ic rni t ' pr oieo i , curs e nt1v i est f i iiate to wbe '$37,,;,885 ( tigsa B' conib1ned) ) :'''''. c .' 14 ' , 1 Additi t miyht be , required: Finalti t «,' at`., dete^n►in t.raf.t+•i 'mitigation �tee/otfs, w 11 be mad wi -t a ri'v niount ,due'to the City;' paya '�' - •'p`r io'r?,to ,,? y ,' °' N ' r Ca i`f i Jate' got ; Occupancy 3 `� ,, z F, • °; » } 4�, ,� . y ? • d+ C r is P oj �me/T_enant� ' �- — ' 1 a y1 :3 I , rrss. k Eid B Value j, ;nn� r o ( • . �"" . S� Site Address: rr Git / Zip: - ' 18404 CASCADE Ile.S.Tiiklhi .,� $Itg .be Ta P ef'Num ' ' 1 0i:154 Property Owner:, . ` % SST let...4 - -. Phone: ifs ZA – 3 Street Address: _ 1 2'l Ave_ ne seoCv ty t ip Fax #: +vC ��. contractor: S . lDRT t'u ' , ♦ �( T � (�(� Phone:4 5.4s3 (/ Street Address: Cit S to /Zip: 2 tro •IIL Ave N� X05 bc wvIw' t a, rl Fax #: 4z5 -'�S3- Architect: gain a) • , / AUS � M /A `/ _ TS �•[ �"[ `�•� Phone: •'+s . 2+ 7 7 Street Addr ss: City State /Zip Iq I?.� -Eta Ave �� �t �tl�v "13 Fax #: 1 12S �f�5•g3� Engineer: t Phon 3� 24'ZZ J 2 �, S 2.215 drAs: 3v . Owl a, NA • City g Fax #2 - 38 3 - .5 72 Q Contact TO(ellik _ COE D � ' QP /S . `� f 4/l y Phone: 41-5' .N.- oO r D Ad dress: l t 2 f L /snit mews r (k!Me. . A %Stat : 4isit:A5 3' l 1 I , 1/ Description of work to be done: e of- new 4 l`co. / wJ JL A'E(A/ ill/IL-171 Ar t W ) (' [ Wen 6 Existing use: ❑ Retail ❑ Restaura ❑ Multi- family ❑ Warehouse ❑Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel Cl Office ❑ School /College /University P.Other • T Lai Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family ►I Warehouse CI Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel 17 Office ❑ School /College /University ❑ Other Will there be a change of use? CI yes If yes, extent of change: ���� l Existing fire protection features: 10 sprinklers ❑ automatic fire alarm ❑ none ,Mother (specify) retS Building Square Feet: N ft existing 71400 i f new Area of Construction: (S 4 I 130 sF Will there be storage of flammable /combustible hazardous material in the building? Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating ❑ yes no quantities & Material Safety Data Sheets CITY OF TirWILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 New Commercial / Addition / Multi - Family Permit Application Application and plans must be complete In order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. ..PermIt Number: APPLICANT REQUEST FOR PUBLIC WORKS SITE/CIVIL PLAN REVIEW. OF THE FOLLOWING: (Additional reviews may be determined'by<the Public Works Department) Channelization /Striping Curb cut/Access /Sidewalk Pil Fire Loop /Hydrant (main to vault) #: Size(s): Flood Control Zone Hauling Land Alterin, Cut / 500 cubic yds. X Fill IV O° cubic yds. ❑ Moving an Oversized Load: Start Time: End Time: Sanitary Side Sewer #: CI Main Extension 0 Private 0 Public Storm Drainage ❑ Street Use ater Main Extension 0 Private 0 Public Water Mete Size(s): 1 7z f C 0 Deduct 0 Water Only Water Meter 'ermanent Size(s): 1 l /.2 Ii Water Meter Temp # Size(s): Est. quantity: gal Schedule: Miscellaneous land - "„ afibr1 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. Dale application accepted: 2 — l0 Date application expires: Appllcal n t en by: (Initials) PLEASE SIGN BACK OF APPLICATION FORM NCPERMIT.DOC 1 /29/97 BUILDING OW ,3i OR •1.6 H . d I • ' D AGENT: Signature: a 1 .?1/ 4 , r' °. `, ,, Date : : :.: - I . ‘ . Print name: 0 . 0 pj , Nw .Phone:,05, 451,4100 Fax #:425.453 -n1T Address: .,, (2l4 NIL i to City /State /Zip: 3eJ(C✓ite , 1,./ A.. 1 oo5 ALL NEW COMMERCIAL /ADDITION /MUI •w AMiLY PERMIT APPLICATIONS MUS71' SUBMITTED WITH THE FOLLOWING: ' ro r •; p, ,�I *4, 1%0„L' DR ►WING `' 1t', d t Bi•STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL �:LNbINEEh ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN > BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ A Copy of recorded Legal Description from King County X ❑ 1 Certificate of water /fire flow availability (Form H -11a). Contact the Public Works Department (206) 433- 0179 for servicing district. 'fit r 'buxom X ❑ Certificate of sewer availability (Form H -11). Contact the Public Works Department (206) 433 -0179 for servicing district. - . rim ' - ❑ ' Metro: Non - Residential Sewer Use Certification if there is a change in the amount f lumbing ixtures (Form H -13). Business Declaration required (Form H -10). , ' T RaDIN) Five (5) se of working drawings, which include : ❑ joit 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 & type of 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. 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). ❑ Vicinity Map showing location of site El Building Elevations_(Include dimensions of all building facades and major architectural elements) ❑ Mechanical Drawings ❑ Structural Drawings (detail of sprinkler hangers, pipe, duct & vent penetrations in structure) El t Architectural drawings ❑ Specifications (if separate document) El Structural Calculations , El Sprinkler structural calculations indicating load of water - filled sprinkler piping(Vk 1 51Y 1 )01". c' tGS) ❑ Height Analysis ❑ Soils Report stamped by Washington State licensed Geotechnical Engineer ❑ J°{ Topographical and Boundary Survey i ❑ Tree Coverage Analysis (Multifamily only) ' ' ❑ WAsiltgton .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) .. f<{ ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions El 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 architect/engineer, or contractor licensed by the State of Washington, 'a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as, part of this submittal... . I HEREBY CERTIFY THAT I HAVE AD AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE NCPERMIT 1 /29/97 S OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. :NONRES sa?1Q4a4 CASCADE_AV fatal . Fees: 12, 503 66 'Total ALL . Pints: 12 Balance« .00 * *: * *A *plc * *a * *k * *k *k4 * + ** * *S� ii * *A * *,* 1 *k *Ak * * *'..; Das'i ^.i pt :i an ...Am 9 nt 'Al UIL:DI CHECNG . , NONRE5 7, 5, `75.25. ' PLAN, . I( <_ 4` :: SIATE OUT:LQT:NG SURCI•IARGE 4.50'' * * a *k *' *!k * k,ii * � ito ,,k * k * ** * *:*:',1 * 1:,V * +1.A *,* * # / * 4:44 ,‘ 4. A...�• 'I CITY pF` i'TlJKl4ILA' T:RAN5t4I:' * ,. . #.a * :fie., *.#.* . * * * * % **k.'A3 * *,v *,* .A *1k4. * * * **, *11.* * * *�k R. *'.A'A *; *4 '.T.RAI1SM'I . : Num R9.7007•19 Ainal.Oit . 1.2,503 , ;,0 ;14~1.6.. Payment MM.ethod.' C • N .:OPU5.' ' I n it. DL H V. 6 T it Nor. R98..004a .Type: ,DE::I�'PE:RM •nE:VEL:QFME:NT RE:RN]: • Par r;e'l ;tip• 788W:1'0 --00 .1() a. A.d'drar fi * *. * * * * *A; *AAA *A A cCuunt Coda 000/322~100. 000/245.830' 000/386..904. dtia�d.1 42 .503.66 'S;d''.W • , CITY OF TUKWILA RECEIPT r . • • CITY OF TUKWLA ?WA TRANtM]1 4i 4. Alt it4•••%:**4 'A' * fr ,. A . ..kt••••t• , * :"•`, •TIANSM1T Numbtr R970B02 Amourt : '••• 2i Q0 07 2,91 • bE.IiELOPMENT•:-NERMI'T Par c.el ,No: 7J8890 • • .. . • • •,/ • S ite COS El :.:0•,V S • -; •," " .:•••" '• Fee4"::' N 1213.89 Putt. 00 • .. • 0:41:Alice ik:A 0 * *h** **t* ?" * ** 1k't A: 1V4 * ;‘, E4104t1 t '•• ' ••• 404 /•, INSP FEE 000/345'. 830 ' PLAN CHECK - UT - ; • • y 1. • • • 1 1 15X 9fl'i .4 JtIt • , ' ' • PW DCD PW DCD PW DCD PW DCD CHECK 07/31/98 19 1655 0097 4151 , •10.00 15.00 10.00 15.00 50.00 • • Total Fee.5: 13.33 .16 This PiiVmerit 1.921 ..50 Total ALL :Pmts ,13 532.16 13aIan`.eY - .00` **•k * *..4•*-fi*k * sA.A* * **- it*•,i,ti **•k *****• h*** of**• A *•h•k**•k **d•k.A ***k•k *it"*• E eic ription Amount PLAN CHECK =- UTILITY 40.00 PLAN CHLCK : � - WATER I4I:TE:It :10,..00 LNSP- • FEE .- UTILITY . )30` :00; INSP: FEE - FLH /LI /WM'I 15.00 INSP. F"EE, - STORM DRAIN: 15 :00 <.. 'INSP FE 5MI: /SSS 20:00. WATER - CONNECTIEI, ' 225 .: WATER INSTALLATION (DEP 310:4'0: ;. WAl•ER IN,SPECT:iON FILE . 1,5,00 .: WATER'. 'TURN -ON FEE: 2 ;.00, : LAND ALT E:RI:Nf3 PERMIT :FEE, , 235.:50 LAN!) ALTERING : PLAN CHLCIt 45.00., -(040 Tyne: :1 : it- ce. NO: 7B8890• -Q41.■ Site tirec;, .: 10404 CASCADE AV A Ic * �1 •k !c F fi •A is. �l k h i4 ;. i�• I:I rV;'oF P:IT1t4�4Tl ±'A� :.s+ta i TRANSMIT A** *, ** * * *• * *,* -‘A ** 7RAWSMIT Numb. r :R9 :00800 <Amount, 1..028.50 07/24/ 11:1E3 Payment Method . "'CHECK: Na;tat i an r OPUS/IkIAYNE' LDDY I n " i t :.. KUP. • Account Code.: 000/.345.830 000/345.83.0; 000/342`.4 40.1/342.400: 412/342.400 402/3.2..400 401/388 401/38,;.52.0: 401/342.4.00. 401/343 .40.5 000/322. 000/345.86' 3 ftpject: , f A-' CaSe'dt Corfiora-k rar)<. Type of Inspection: r — • , ririal Address: . 1g40 Cascade Ave. S- Date called. • 3 1 5 9 ci Special instructions: . . . .. , Date wanted: .3 i 42 er? a.m. _ ..... - ago Requester: tA)aci e Archer Phone: Approved per applicable codes. COMMENTS: INSPECTION NO._ , CITY TUKWIiA BUILDING DIVISION • • 6300 Southcenter BlVd; #100, Tukwila, WA 98188' . ' • PERMIT NO. Corrections required prior to approval. Inspector: Date: El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee m st be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule rerelpection. Receipt No: Date-;': Project: ojet:/ i. ' U.5. Type of Inspection: 019-11124d CCA-S d es .31ea Date al d: �-ig7 Special instructions: ?ou re.o at )0.. Date an �d:/ /� Reques r: ( 122 b) 8(46 14`7 ) INSPECTION NO: . . CITY -OF TUKWILA BUILDING DIVISION 6300 Southcenter B.Ivd, #100, Tukwila, WA 98188 Approved per applicable codes. 0 Corrections required prior to appa n COMMENTS: Inspector: Ci ) r $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: INSPECTION RECORD Retain a copy with permit PERMIT PERMIT NO: Date: (206)431 -3670 • INSFE... 0 NO:. C ITY OF TUKWILA BUILDING DIVISION 6300;Southcenter Blvd., 4100; Tukwila, WA 9818 5( .� Address: / a93 ( 'C C6C4( Special instructions:.: Time of in ate calle•. Date wanted: Phone Noj Approved per applicable . codes. O MENTS PERMIT NO. 06) 431 -3670 Corrections required prior to approval. Inspector; Date: ,,n► . . . 127 $42,00 SPECTION FE REQUIRED. Prior to inspection,' fee must be paid at 6300 Southcenter Blvd., Suite 100: Call to schedule • reinspection. Receipt No.; Date: Project: cascade B 1d9. 8 Type of inspection: ri not l Address: e Eg136 cascade Ave Date. called: - J'2 — qq : Special instructions:" . Date wanted : )3— q q a.m. S Requester: JOe Orr Phone No. :142 5 251_ .15 I I INSPECTION REC Retain a copy with R NSPE ON NO.., . CITY OF TUKWILA . .BUILDING: DIVISION 6300 Southcenter Blvd:, #100, Tukwila, WA 98188 • (206) 431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: : Inspector: Ei $42.00 REINSPECTION FEE. REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule relnspection.' Receipt No.:'. Date: RIMS INSPECTION REC Retain a copy with it •• INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION I 6300 Southcenter Blvd., #100; Tukwila, WA 98188 Inspector: Date: (2'06) 431 -3670 Projec ^ n Type of inspection: - Address: Date called: Special instructions: Date wanted: Requester: Phone No.: Approved per applicable codes. Corrections required prior to approval. $42.00 REINSPECTION'FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No.: Date: Project:dA /. i i Pe' (WW1 I— -- ----, J ,,. 8- 7 Type of inspecfron: j .-- / 5 Address: '--, Date called: Special instructions: - ,Q Date wanted:) i ii...47a7 Requester: No.: I I" • INSPECTION REC Retain a copy with INSP CTI N NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 Approved per applicable codes. COMMENTS: CA/ VI Gov pi 4 ot-4 (x„, 7 h11 --71 14 7 ‘t• k 147 ,-,17 five. P C4 t.•2 PERMIT NO. Corrections required prior to approval. (206) 431-3670 Inspector: v ip...1 Date: I El $42.00 REINSPECT ON FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: ol• INSPECTION REC . Retain a copy with i INSPE TION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 9818 • Pro'ect: S•ecial instructions: Date wante Reque . Pho a No,• 45 3 7rS' " rem Approved per applicable codes,.. [] Corrections required prior to approval: COMMENTS: (206) 431- 3670 Inspector: 1 11/ sl It" (� $42.01 • EINSPECTIO 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 w PERMIT Na INSPECTI NO. CITY OF TUKWILA'BUILDING DIVISION 6300. Southcenter, Blvd.; #100, Tukwila, WA 9818 • P roj Ot: Air** Special instructions: pproved per applicable codes, • Typ f ins action: Date called: Reque er: Phone No.: Corrections required prior to approval. COMMENTS: 4t4 o at : e_ .! I Inspe I Receipt No.: (206) 431 -3670 $42.O(REINSPECTION FEE REQUIRED. ' Prior t inspection, fee must be paid at 6300 Southcenter. Blvd„ Suite 1 Call to schedule reinspection: ., �� :e � :.e: ; ', v " 4t'��'� 1 '.Y�i:�' �'tA'•. .a�' ;� - .''yj:, `,•.r',c; t�' +�``�4� INSPECTION NO.' CITY OF TUKWILA BUILDING DIVISION 6300. Southcenter Blvd:; #100, Tukwila; WA 9818 'gyp, -0o4 o • PERMIT NO. Pro 1_5 �. Type o i spe Non: � c Ad ress: Date calved: j&43 ' - c c, L) EVE 5 Special instructions: Date want : //05 — 99 Reque Phone No.: Corrections required prior to approval. (206) : 431- 3670 COMMENTS: ‘o-ri r i $ .00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection, 'r•-•.t VIA NSPECTION RECO Retain a copy with pa INSP CTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 EYM-cv 'zvol (206) RMIT NO. 1-3670 :Project: C'i -...• •-6 Special instructions: . • • '• • . • Approved per applicable codes. • Type of inpection:, Date called: Date wanted: 157m. Requester: Phone No.: Corrections required prior to approval. COMMENTS: h fi 4 , 1761 r A/110( ormie eNtl 4e flinp sw RRA ey. 'Pro 01. e - 1 - 4 vet ove o c of . 4 7 qlso 5 Cw-1 fe 14 ce J1 phq 14- 5e(4,0 74 'F p jr. Apero 'Gil Inspector: Date: /z73‘7 I I $42.00 REINSPECTION FEE REQUIRED, Prior to Inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 1 Receipt No.: Date: INSPECTION NO. CITY OF - TUKWILA` BUILDING DIVISION 6300 Southcenter Blvd:, #100 Tukwila, WA 98188 Project: Cascade Address: y 0 CQS e Ab Special, instructions: Type of inspection: .% Date called:: 14 Date wanted: , 2 a.m. )6... 9 0 P.m. 'Requester: , , }: d A rcher :. Phone No.: 11 -53 -7222. , 1 Approved per applicable codes. INSPECTION RECO Retain d copy with pe (206) 4-3670 _» Corrections required prior to approval. COMMENTS: N tecr•ah 04 /Z- /l • - 9'c �i,s +ch G( erw r .w,leni; de ( Inspector: $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100, Call to schedule reinspection. Date: /0///P•(/, Receipt No.: Date: PERMI NO. OF'TUKINILA BUILDING DIVISION 6 300' Southcenter, Blvd:, #100, 'Tukwila, WA 981 Project: Special ,instructions: Type of Inspection: ru th.qet ;Date called: Date wanted: V CirA Requester: -`� Approved per codes. (206) 431 -370 Phone No.: t o. a -1 " i ,.Corrections required prior to approval. COMMENTS: ,yee-P/".- /0-/4-9 //- /7'�l, 4', c•69)44 A-4 - $42. 0 REINSPECTION FEE REQUIRED. Prior to inspection, fee must' be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection• Receipt No.: Date: 1S AECTION REC ?etain acopy with INSPECTION NO ITY OF TUKWILA BUILDING DIVISION 6300 Southcenter_ Blvd.,. #1op; Tukwila, :. WA 9818 Inspector: ERMIT NO. Corrections required prior to approval. (206) 431 -3670 Phone No.: Date: $42.0 SPECTION F REQUIRED. prior to Inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule.reinspectlon, Receipt No:: Date: .'N J. ` :.<'i ;7_ . �A : �ti':� , idi: `� INSPECTION REC Retaina copy with , it INS PECTION.NO.': :.'. C ITY;OF sTUKWILA BUILDING DIVISION ti 6300. Southcenter Blvd., #100, Tukwila, WA 98188 Address: • Special instructions: Requester: Phone No.: Approved per applicable codes:,. AP: i i, APJNIO i Inspector: Date: /2_, PERMIT NO. (206) 431 -3670, Corrections required prior to approval. $42.00 REINSPEC ON FEE REQUIRED. Prior to Inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection, Receipt No,: Date: COMMENTS: • INSPECTION NO. ;' ..:.:... .. CITY OF TUKWILA BUILDING DIVISION '6300 Southcenter Blvd., #100, Tukwila, WA 98188 Project `► 8 Type of inspec ion: A d aS frJ � /'2 S ec inructions: Date wanted: '� ' , ;.� . . Requester: So e. rllY► t r 13 R Phone No.: 1- 0-5 Mffffl ' ? ( I � �- � Approved per:applicable codes. ] Corrections required prior to approval: PERMIT NO. (206) 431 -3670 Inspector: // / / Date: Via_ $42.00 REINSPECTI 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. CITY.OF::TUKWILA BUILDING DIVISION 6300 So Blvd.,#100,' Tukwila, WA 98188 n Approved per applicable codes. I Receipt No.: Date: Iq6 -oo4o PERMIT NO. (206) 431 -3670 Type of ns'pe�; Date called: Date wanted(2 a. �. (D p.m: Requester ill Phone i No.i Corrections required prior to approval. COMMENTS: c lea.i 4c - /400;7_1 l4 i/e/Gt /r" /e.G//s'o (fs /4" off' w•4Gi'e� '(..ecrArc: qt .43 03/, G n $4 - i 0 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. P��Qject: nn // / ,, `43Cc% 01 Ad Ls /c.A , Ql elf. Type of inspection: �� /9 Address:. , . Date called: Special instructions: ,.,c eele Q:Of , ewe Date wanted: Lii 4 Requester: - ...) o " -4 Phone No.: ty zs- asl— /s/ INSPECTION RECO Retain tcopy with p �t INSPECTION NO.. CITY OF TUKWI A B L' UILDING: DIVISION 6300 Southcenter Blvd.;: #100, Tukwila, WA 98188 Approved per applicable codes. Inspector: 096-co 0 RMIT NO. (2 431 - 3670 Corrections required prior to approval. COMMENTS: 7 c. W Date: Ci $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. RRceipt No.; Date: Approved per applicable codes. t . INSPECTION NO. kCITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188, e Corrections- required prior to approval. f MIT NO.' (206) 431 -3670 Inspector I Receipt No.: Date: r� $42.00 REINSPECTION ME: REQUIRED. Prior to inspection, fee must ' be paid at 6300 Southcenter Blvd., .Sulte 100. Call to schedule reinspection. Date: INSPECTION RECO Retain a rcopy. with ' pe INSPECTION NO CITY :OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd:, #100, Tukwila, WA 98188 Project: Address: D &Sea r.►e Special instructions: Type of inspection: Date called: Date wanted: SD. a.m. Requester: Phone No.: Approved per applicable codes. r I (206) 431 -3670 Corrections required prior to approval. C COMMENTS: ri $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 RE D . Retain a copy with 4 init PECTI N NO. ITY OF-TUKWILA BUILDING DIVISION . .600 Soudicenter Blvd.,-. #100; Tukwila, WA 98188 Inspector: Dat 11 , Approved per applicable codes. 1 1 Ng- 00 (20 MIT NO. 431-3670 Pr°*t: GlaciEr Cascade Address: I goqCascad AvS Special instructions: Type of inspection: pOu V si cleu.AtIV. i2, noopi D ate called: Date wanted: a.m. a p.m. Requester: e II L. by Phone No.: - 0(.. 713-7045 Corrections required prior, to approval. COMMENTS: .. pl r1/4.-c2 , 14 , -e")1" -- th e: Nog- Thp Cbt.), 0L6e9A0 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection,leeeust be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspect) n. Receipt No.: Date: ::INSPECTION RECO : Retain a�jj;copy with p INSPECTION NO: .. , . r t ... C ITY:. . OF TUKWILAS DIVISION 6300 Southbenter Blvd.; #100: Tukwila, WA 98188 Pro Caiscacie 13143 Address: 1 E404 CaSCacte Ave S Special instructions: Type of inspection: sidewal K Date called: 11 - = q8 Date wanted: (5‘ Requester: a , t Lb y Phone No.: 2v6J '713 7045 Approved per applicable codes. Receipt No.: ti Corrections required prior to approval. COMMENTS: Inspector: 4: 06 REINSPECTION FEE REQUIRED; Prior tq inspection, fee must °" be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Date: INSPECTION REC • Retain a copy with INSPECTI • N NO :ITV OF TUKWILA BUILDING DIVISION 300 °Southcenter Blvd., #100 Tukwila, WA 98181 PC'�8�(l:Uc�L iJGiS pQ:r k � 46 Type o spec rjG L v Address (� Date called: Special i structions: 1 " Date wanted:l p a p. Phone o: ) / COMMENTS: : Inspecto pproved per applicable codes. PERMIT NO. (206) 431 -3670 • Corrections required prior to approval. $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: EC ON NO. ;ITV OF ; TUKWILA BUILDING_ DIVISION. ' 300 Southcenter;Blvd., #100, Tukwila, WA 98188 Proje t::., n :_ _ D ` p6n TYp ;of i F �( Kf vi IO-. E Nt3 D 1. Address: Date call -d: :Special instructions: uvn , oza Date wanted: Requ ter: Phon zr roved per applicable codes:: I " ] Corrections required prior to approval. COMMENTS INSPECTION RECORD Retain a copy with permit Inspecto I Receipt No.: Date: I4 PERMIT NO. (206) 431- 3670.. Date: $42.00 REINSPECTION FEE REQUIRED: Prior to ' spection; fee;rnust be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinsp9ction. ": Sirn " Sales Representative Td wdoz:ze 866T OE '1. W. 201 North River Drive, Suitt 380, Spokane, Washington 99201 Telephone (S09)140930 _ • Fax 1509) 327-9409 10/19/98: Potlatch Corporation Penal Oblivion Minnesota Wood Prodticts Joe Glathi Stellar S Box 1528 - Sumner, Wa.98390 ear Joe, Regarding your qUestion about the "this side tip" stamp on our oversize panels; that • • stamp is part of the normal markings on standard 4x8 panels used in standard sloped-roof construction. The panels have a texture on the side stamped this side up" which provides a skid-resistant surface for framers to walk on. Installing the panels with the notation down has no effect on the performance of the panel, or does it affect the warranty in any way. In short, applying the panels with the "this side lip" stancilis Perfectly acceptable. . , Please call if you have any questions, • t7VPT,T68£S. ; 'ON pN0Hd Snri 'vet WOIA : — • COMMENTS: _ 5 r 72i116-7 e_i07 -- o p ( • "zis:6 (4e-c_ ‘,494 c / c /2/4-y Date ca lled: lOpli q Date wanted I 10 ter)/9 a.m. • 77-/xi7 f' 5,44e,4774 CP"' • r, -717 6e9z5z6 ,to/e fyi-A-v 1 --e-"z A/6-e.), .1 (4€.4 AI, ,i2094 p..& 7 :4/,, C26.„4-,_Ly r7e,4* ,L(t) i4e-0361.4g,etA. Li 4-P4 - r - P. . fiearb dcr 7 4)-b (_ p "'"'' Projr se:etj blAd A.44,3 Typg,of i9speption: r A / AO—i/ AlIe4s F 6( C ' -6 • : 4 (4earz. AV .S 6 Date ca lled: lOpli q Date wanted I 10 ter)/9 a.m. Special instructions: . • CP"' Re uester: 2_ as I- 151 1 . 114qt . 1 . j A. • 1,0 ' Lg. 1 Receipt No.: INSPECTION REC Retain a copy with INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 »;141r , • 00 go PERMIT NO. (206) 431-3670 Approved per applicable codes. (J-Corrections required prior to approval. Leif MOW& r 642.00/ EINSPECTION FEE REQUIRED. Prior to in 'ection, fee must be pal. at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: i INSPE NO. '::.; CITTOF TUKWILA BUILDING-DIVISION 6300: Southcenter Blvd.,: #100, Tukwila, WA 9818 is ,l- PERMIT NO. Request (206) 431 -3670 . Phone N proved per applicable codes. ( Corrections required prior to approval. Date; O asoni m;ani Inspecto / mum n $4 .00 INSPECTION FEE REQUIRED. Prior to insp:ction, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No.: Date: INSPECTION NO. . CITY. OF TUKWILA BUILDING DIVISION 6300; Southcenter Blvd:, #100, Tukwila, WA 98188 Project: r (V,4 Address: Special instructions: Requester: Type of inspecti Date called: Date wanted: PERMIT NO. (206) 431 -3670 Phone No.: yap- - 5/I Approved per applicable codes. Corrections required'prior to approval. COMMENTS: $42.00 INSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: C d r Grtf- Type of inspectio : (Ol�u Address: r Date called: Special instructions: Date wanted: _ Ci? Requester: Phone No.: PERMIT. NO. „ Approved per applicable codes. Corrections required prior to a P PP � � q P approval • INSPECT ON NO. • CITY.OF TUKWILA BUILDING DIVISION • .6300 Southcenter Blvd., #100; Tukwila, WA 9818 COMMENTS: Inspector: I Receipt No.: INSPECTION REC Retain a copy with (206) 431 -3670 Date: 9 $42.00 REINSPECT! FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: INSPECTION. NO. .. . CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100,YTukiliila, WA 98188 Project: 6 :Address:: • Special. instr,uctions: Type of inspection: M.. k Date called: ev Date wanted: . It a.m. p.m. Requester: Phone No.: Approved per applicable codes. INSPEcTiON RECO Retain a copy with per 11 6) 431 -3670 Corrections required priorto approval COMMENTS: • cfa Inspector: . 61V . Date: f hjr El $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: Project: II .' ._I L. _ �J , /' Type of inspection: r , ( / //( J I / �. , / I / el /-'.vr � Address: Date called: 39 Special instructions: Date wanted: $ 3rr: a,m. •,m, Requester: /LJ� Phone No.: Approved per applicable codes: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 SouthcenterBlvd., ll100 WA 98188 INSPECTION RECOR Retain a copy with per DT csU�«J MIT NO, (20 6)'31 -3670 Corrections required prior to approval. COMMENTS: wazinAtAi T 5(— • 4 1- aAei wive t 7it2 A, Se (dux ef AJAcia-42414-44--N ''')04424A. A A042 . G W-tila ; Pea-5/ p.J. �� S� ,�G. SJk ti" r,M /i ti% G;j2aA s ys t. w// w Inspector: G� U Date: of (7 $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 NO. INSPECTION RECORD Retain a copy with per CITY: OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100,:, Tukwila, WA 98188 pr Addrass: Special instructions cli Type of inspection: 855 Date called: y,./ n��n w�nfn.d• J ,// ( l , 5 a.m. p.m. Requester: Phone No.: 1 Approved per applicable' OT6 6 (206) RMIT NO. =3670 Corrections required priorto approval. COMMENTS: le k/ 7 off . T Ps(6 Inspector: 61 U Date: c ioi I $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100, Call to schedule reinspection. f Receipt No.: Date: :t r INSPECTION REC Retain a copy with , '1 (% ,604o I = IN ON NO. , PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Bivd :, #100, Tukwila; WA 9818 Type of inspectio Requester: Phone No:: (206) 431 -3670 p .m. Approved per applicable codes: S T / / Corrections required apprgval. COMMENTS: • Date: 5�s..g 1 $42.00 REINSPECTION WEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: ca4cad Q ' Type of inspection: �� Address: l54 CY-1 Cay-e) a s. Date called: 11 '/ � : :a.m. Special instructions: Date want m. Pin Requester: t / l Phone No.. INSPECTION " RECOR Retain a copy with p INSPECTION NO. CITY. OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; .Tukwila - WA 98188 Approved per applicable codes. Inspector: I O96 -ooto IT NO. (20611 Corrections required prior to approval. COMMENTS: t dvv 11/ 4g s t _t2 ti) T qg L L.r... L. 1-1,QA ,e .w1 11.6oc CIU Date: Vilf/94 $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: COMMENTS: INSPECTION NO. CITY. OF TUKWILA BUILDING DIVISION -6300 Southcenter, Blvd., #100; Tukwila, WA 98188.4.4 (206) 431 -3670 Date .. !lolect • GtDGIt.,/r) Address: t) Special :instructions: Type of pectio Date wanted: Requester: Phone N o;� • 2 Approved per applicable codes: Corrections required prior to approval. r Inspector: _ /V , V2 Date: 4 [Ti $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Ca I to schedule reinspection. Receipt No.: Date: ` F J INSPECTION REC Retain a;copy with INSPECT' • NO. C ITY OF TUKWILA :BUILDING DIVISION •6300•Southcenter Blvd:, #100,: Tukwila, WA 98188 Address: pecie strUc tions: Phone No.: b r. 474 - Z5/- / VZ . Approved per applicable codes Corrections required to approval: COMMENTS: Date: PERMIT NO. Type of inspectioi: 'AV t.{�L Date called: Date wanted: Requester: (206) 431 - 3670 .. 4[41 11 L/ $42. REINSPECT( FEE R (MIRED: Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION; RECOMPTh Retain a copy with per INSPECTION NO. . ..; ' , CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, :Tukwila, WA 98188 Project: Casca • Address: 18 1 40y Cascade AYeS Special instructions: sorm Type of inspection: k1fi (i�y . Date called: 30 -q Date wanted: a.m. 7"36'98 p.m. Requester:' Wade Archer Phone No., : (253 ) 872= Approved Per applicable codes. (206 1- 3670 Corrections 'required prior to approval. , COMMENTS: l F 4a pi e: (4.‘ i cdup ez _ bl G v,4 Inspector: Gov Date: 730/ F $42.00. FEE REQUIRED. • Prior to Inspection, fee must be pali�at 6300 Southcenter Blvd., Suite .100. "Call to schedule reinspection. Receipt No.: Date: Tlii� :t;er�tYficate zs l verif••v t h: •o tine str uc,ture . de�`ci ib ;d,�t+e'la r {:h s s�e,d a. f :irra bU�r l�dini in ^iiection p' anci aia� iiri roriipl lar rye. with he v ious4ordi ice.. cyt t�h. • City • regulati the Ab011 d i n : aorfs on c r u 't or " � e an . 6 un c� c d �i � i; d hii i�j 41.r�g • ;he 1 1 • c t Y ? 4. uN h X "L,aV • :., :. • � • � • � 7 t x y { � � R4 � u �' .' $1' '•y F ,_ .. � ��' }!'�����3,� .. � C' },��;t, .. ' BUILOINC PEF {ITf N4 t � i G9 { 6040 .' BUILDI A I1 PE'sb 435z. CA.iCApE TYPE ;OF LUR,ANt'Y �?l,l'IlPAN WNER CASCAPE INES`4 ;PAR!' BLpr B • £ r� ,. , "- `` TYfi,� ;O ON'; TR ` Jr. T!0 N. r Itf; r ; j, , 'OCCUPANt l� LOAD: �r`:• 0,p:iufi±il CITY OF TUK WILA SOUTHCENTEP.: BOULEVARD; ':QUITE 100. TUK.WILA,'' :WASHINGTON ': 9C188 COMPL ETION B 4,OpV.46YLr&CIL BUILDING OFFICIAL k 1 C or ,,,. t .. .. ,, 'c s,.; n a rZ.,r' aJ 'i;2 t • ( r JT A CER�TIrIr,AI'E7O,F ,OC'CU PAN C'Y Fr .i 41 to oc� unv i rig ara �por ti o " n : uve e. c ib 0d'bu r z any C1t ea u ten n t " ill u: t- f { � b a .. fi. r c h � r . ! . i r+' 3 '. � 1 r i e,iot Oc u F ° .fro m -the . T u i : e w l a ,, ' Bu i ig Oft tvi u o 3r h . ,, r; e,p.res6ntative r ,, i J V)' ( The p gty foc ,; in •the •review :and/ i�spegtlioor pby + ` 1t ./pr i or' to rssuance a this Certificate wa.�l on,thu .�e ; ratter y which rrr�pe has `-.hoain r t sever 6 affect the .=�a'tets o't th�r ner at ,puhl ice Al thr7uri( .. the :C. i ty. h a rnacie " co mp ; bete -a review ' and ui-n'ape 't c;,r� a'1 r. yYre`a: o riab 1 y possible. th C i t y znd ther�',auarant6es nor wa, r'arit^ the ;' owner ;;. a br any other per -sori that t,hi t.ert•• f icrate' 'edf,i r,s, es st , 1k.. trompl p,w the ech and every o7-dinanc:K fir, r equiation of the Cr t. or the .ate ,i €f''ectirig the c:.un'struct ion. or 4u..'6: of ^a. id .trurc or' .. i.he land upvr i lh�`i oh i t i:. :si tuated: .such c•tom l ian i the re porrribi 1.i t 9- o f t own ei arid,or occupants of the str•u e °= .;� µ! �' t ": . • ; " i�; %is7as�tl;s� i of Tukwila John W. Rants, Mayor Fire Department Thomas P Keefe, Fire Chief Prod ect Name ' SCR 1)k j))N ys Aie55 j�rrx t !3 L DG,. Address • l Lf ; 67 C4 rig; . R1). 5 , Retain current inspection schedule Needs shift inspection Approved without correction notice Permit No Suite `:# a`/ ` '9 e Sprinklers: Fire Alarm: Hood .& Duct: Halon: Monitor: Pre -Fire: Permits: FINALAPP.FRM S APly nipfNS/rluoc.f A r P LfC AL 0?) Authorized Si g nature �u e6 , tA-7 Rev. 2/19/98 T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 375-4439 footing p ro s ates ' i; r 1'r e ,. f.: 4ete . a it Project: Address: Permit o,; Dave Larson City of Tukwila Building Department • 6300 Southcenter Blvd: Tukwila, WA 98188 .1ON!:C7UL'1!/A 0.10eCTI. ”, AND 0 .tAT?,91., ; 33 - 'VC r1AT:oNALL" 1 c4rdcitr, 5 1,.11100 Glacier /Cascade .654trrG1Eier Bid g A D -OO41 R V B D980040 12EVISEDP 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, .d.c/i4c541) Kimberle Anderson President REVISED FINAL cc: Opus Northwest LLC, Wayne Eddy Tel: 881 •;,1312 Fax 781.3441 'P. Box 2523. Redmond. WA 98073 'd l VVS l 88SZ17 8d1 ON I 1.S31 2idd . W021d WvVE 1 t 666 l —E I — 1. iseto o h rjc. 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 Jab 98-292 Project : ,',Glac.ler/ Cascade Address - 6540 S. Glacier City' : Tukwila [ Permit Number: Bldg e pcie_O Engineer AHBL Site Inspection Physical Report Date: 1/15/99 Inspector: M.Jeong Job Time: Date Mailed: 1/22/99 Reviewer: T.Maddock Air Temperature: InspectiOn Performed This report is to revise report no.19954, dated 1/6/99 to include Eildg.13 for coMpletion and to conclude all of required special Copies To: I SZ Building Department Engineer 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. 5-71999 3:`08PM Flit6M Aik9 TESTING LAB 4258815441 A.A.R.: TESTING' LABORATORY, INC. P;O:, BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 48073 FAX: (425) 881.5441 CLIENT OPUS Northwest LLC .. ATTN Wayn• Eddy ADDRESS 915 118th Ave. S.E. #300 Bellevue, WA 98005 IFIECD•REPORT< 'Field Report Number; 199581 99-292 . . ,,Glacier % Cascade 6540 S. Glacier • Tukwila I Report Date: 1/15/99 Date Mailed: 1/22/99 Inspector: M.Jeong Reviewer: T.Maddock Inspection Performed Job Time: Air Temperature: ,This report into revise report no.19954, dated 1/6/99 to include.Bldg for completion and to conclude all of required special inspection for the project Copies To fF , BuUdlnq Deputment © Engineer . ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY, OF THE CLIENT AND AA.R. TESTING LABORATORY. INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A,R, TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. FireiirOofirig Aggregates Sh'otOre.te; C o n c r e t e M. a e o nr January 8, 1999. As phalt .-• Ro of n.,g P i * i 'File 98 Stee , ' S. o I s Dave Larson s'• • City of Tukwila Building Dep • 6300 Southcenter Blvd. • •. • • Tukwila, WA 98188 REVISED FINAL 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. 1. Reinforced concrete 2. Structural steel erection-on site welding 3. 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. ,2,011.46,2t ) Kimberle Anderson President Glacier/Cascade Glaclar• Bldg. A 'D98-0041 REVISED • Bldg. B MOLORKVAgpf cc: Opus Northwest LLC, Wayne Eddy CEi JAN 1 2 1999 COMMUNITY DEVELOPMENT Tel: 881-5812 Fax 881-5441 • P. O. Box 2523, Redmond, WA 98073 A.A.R. TESTING LABORATORY, INC -...:cousT9untiori INSPECTION min MATERIAL TESTING NATIONALLY ACCREDITED LABORATORY. • 11:52 FAX 253 274 4778 ,01/20/99 To: Duane Griffon 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 Design Engineer • CIVIL & STRUCTURAL ENGINEERS A PLANNERS Date: • January 20, 1999 Project No.: 97338.20 Task 21 CC: Wayne and Joe @ OPUS Northwest LLC 425 - 251 -5759 WE ARE FAXING: (1) Sheets including the cover sheet. A hard copy will ❑ will not THESE ARE TRANSMITTED: O For review and comment ❑ Approved as noted ❑ For your use ® As requested O For approval am ino PR INCIPAL& ^`n ► GEOFFREY I'IOD800N, P.E.. S.E, V� E88ETTE, P.E.. B.E. J, LMIOBAY, P.E. M. COMFORT, P.E. PAUL B. MOCORMCK, P.E, B.E,. 'JAN 20j o • v ( i � ASSOCIATES ' I� f�i 'j TE B . SOOYM, P S.E. f . j JAMES R. CAMDEN, P. DOREEN S. GAVIN, P.E. THOMAS R. HICKS, PE.. S.E. • LEN ZIC*C. AICP. AtM Mr. Griffon, 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 :1sE1YR 1 997\ 973381338FAx50.DOC 2215 NORTH 30TH STREET. SutrE 300 TACOMA, WA 96403 PH: (206) 363-2422 FAx ( 206) 363.2572 Ai al._)Jc aturrcomcoM Fax Transmittal To: Duane Griffon City of Tukwila 6300 South Center Blvd. Tukwila, WA Fax No.: 206.431 -3665 Phone No.: 206-431 ❑ 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 t Approved as noted As requested HBL CIVIL &STRUCTURAL ENGINEERS &PLANNERS Date: Project No.: Project Name: Regarding: CC: Wayne and Joe @ OPUS Northwest LLC 425 -251 -5759 StISaNIfNS '161W January 18, 1999 97338.20 Task 21 Cascade Bldgs A and B Water pattern on interior walls. WE A R E FAXING: ( 1 ) Sheets including t h e cover sheet. A hard copy will ❑ will not E l sent. THESE ARE TRANSMITTED: PRNCPAL& GEOFFREY IIODSOON, P.E., S.E. ALLAN E. MUSETTE, P.E.. S.E. GEORGE J. LINDSAY. P.E. SEAN M. COMFORT, P.E. PAUL B. MoCORMICIL P.E, S.E.. A ASSOCIATES: DANIEL S. BOOTH, P.E., S.E. JAMES R. CARLSEN, P.E. DOREEN S. GAVIN, P.E. THOMAS R. HICKS, P.E., S.E. LEN ZICIQ.ER, AICP, ALSA K: \SE \YR 1997 \97338 \338FAx49.Doc 2215 NORTH 30TH STREET, SUITE 300 TACOMA. WA 98403 PIS (206) 383-2422 FAx: (206) 383-2572 AHaL_wc*x t& SLLP 6LZ £8Z XVd MIT 66 /6T /TO A 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 ptav be required. A Fireproofing Aggregates Shotcrete Concrete - Masonry December 23, 1998 Asphalt Roofing Piling File: 98 Steel' Soils /Vie& Wood City of Tukwila Building Department • 6300 Southcenter Blvd. Tukwila, WA 98188 • Project: Address: Permit N Glacier/Cascade er Bldg. A048=604b 1 Bldg. B D98-0041 Sincerely, A.A.R. TESTING LABORATORY, INC, Kimberle Anderson President cc: Opus Northwest LLC-Wayne Eddy, copy faxed to jobsite 1 - e L ri?‘" A.A.R. TESTING 411 LABORATORY, INC. • CONSTRUCTION INSPECTION AND MATERIAL TESTINO NATIONALLY ACCREDITED LABORATORY refW IFIEEME 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. • ()DEC 2 9 1998 QCOMMUNITY CwW LELQPNINT 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. 1. Reinforced concrete 2. Structural steel erection-on site welding 3. Panel grouting d' hit° o (, Tel: 881-5812 Fax 881-5441 • P. 0. Box 2523, Redmond, WA 98073 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 Report Date: 11/4/98 Date. Mailed: 11/13/98 Copies To: 1 2 Building Department 2 Engineer Inspector: G.E.Young Reviewer:. M.Jeong Inspection Performed eld Repo Number: 18775 Job No. 98 - 292 Project Glacier / Cascade Address 6540 S. Glacier City Tukwii Permit Number: Bid D98.004 d Engineer AHBL Physical Site Inspection Job Time: 15:00 Air Temperature: 56 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. (. *Panel #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. 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 CLIE i:::OPUS Northwest LLC • :Mayne Eddy ADDRESS 200 112th Ave NE #205 :.Bellevue, WA 98004 :chute. * Pozzutec 20 Accelerator Copies To:I Date Mailed: 11/13/98 Building Department Engineer spo •••••'•Oittp Report Date 10/29/98 .................................................................................................................................................................................................................... •••••• • ••• Inspection Type: Reinforced Concrete Location: Slab-on-grade • • • • . • • • • • • • • • • . • .. Slob closure strips in building ..:11 1 .1111 1 .11: . 1. 1 011111111111111 1 ,11 : 1 1 .11111111111111 1111 1 .11•:111 1 :11111111 1 .1 1 .111:1111111111.:11.1111 1 .1. , ::.. at East side , Except 2 loading docks and the entry area and at A/1-5.7 & J/1-4 me Checked balance of reinforcing steel and notes corrections from yesterdays report. Concrete placed by truck .............................................................................................................................................................................................................................................................................................................. Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 8:45:00 AM 60 70 4 1/2 4+-1 1/2 Supplier. Yards placed: Design (F'C) @ 28: Truck Number: Ticket Number. Job Mix? Mix Number: Cement Type: Cement: Miles S & G Plant #: 1 140 4000 015 438127 No P6400F 460 Coarse Aggregate: 1860 Coarse Aggregate: Sand: Fly Ash: Water: Water Added: Air Entrain: Admixture: 1390 80 31.50gal ............................................................................................................................................................................................................................... Conforming to Plan? yes Explain if "No": Inspector: G.Young Reviewer: ........... Test Strengt Tested Per: Conforms Y/N: Compressive /N: ASTM C39 Yes Cast Date: 10/29/98 Fracture Type: (If "Other". than Cone.) Tested By: T.Hall Reviewed By: S.Brown ID # I Test Date 121221 1 1/5/98 , 121231 1 1/26/9 81 121241 1/2 6/9 81 Test Results Field Cure I Age Days 'Size InchlArea Sq Inl Weight Lbs 71 6x12 28.271 281 6x121 28.271 281 6x12j 28.271 Max Load Lbs I Strength PSI I Set # 996501 35201 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. :ski.i!ii:i:4:::::::::0:::::0::::::Mnia:Idagi:MOSVEMORph• I INNINEMENMENMENEMMENia. 1 Report Date: 10/29/98 Inspector: GARY E.YOUN Job Time: Date•Mailed: 11/6/98 Reviewer: M.JEONG Air Temperature: NORMINSPORMINFONNOM nsp ::. 1.1,..: IIIIIIIIIIIMINIONIMINIM 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 comers. -type A panels #10 41 f should be 7 1/4" thick-not 5 1/2" as formed. These panels also require a -706 edge i steel I, -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. A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 " Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 ;OPUS Northwest LLC ;Wayne Eddy AMMN: 200 112th Ave NE #205 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. :Iiggigiraggang,e;:::: ''''''''' ' 1141300#400:::§81 Report Date: 10/28/98 Inspector: GARY E YOUN Job Time: 4:30 Date Mailed: 11/6/98 - Reviewer: M. JEONG Air:Temperature: 58 „ OfpROMpip:Oppoop:MORMONglig .. :4,::41::ftwg.::opplopopm 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 i 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. ' ' '''' ' ' ................................................................ ••'" " ''• • .. A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 . OPUS Northwest LLC .Wayne Eddy APDf 112th Ave NE #205 Bellevue, WA 98004 98-292 Glacier / Cascade 8540 S. Glacier 5Tukwila Bldg A D98-0040 Bldg 898.0041 0 1 ::::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 # I Test Date Field Cure Age Days Size Inch Area Sq In, Weight Lbs Max Load Lbs Strength PSI Set # 118851 11/2/98 71 6X12 28.271 0 76560 2710 11 11886 11/23/98' 281 6X12 28.271 0 0 11 118871 11/23/98 281 6X12 28.271 0 0 11 A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 C41 A1?T ADOR :OPUS Northwest LLC :Wayne Eddy '200 112th Ave NE #205 'Bellevue, WA 98004 Report Date 10/26/98 Inspection Type: Reinforced Concrete Resteel was property installed in accordance. e mned...4 ocatko ? ra it Num. 98 -292 {':'Glacier / Cascade :6540 S. Glacier :Tukwila ;Bldg A D98 -0040 Bldg. B 98 -0041 AHBL 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 Material Da Type of Material: Job Time: Air Temperature: Material Temperature 60 Yield Unit Weight: 0 Slump Inches: 4.5 Slump Specification: 4+-1 Air Percentage: Air Specification: Concrete 7:49:00 AM 59 0 Supplier. Miles S & G Plant #: 1 Yards placed: 40 Design (F'C) @ 28: 3000 Truck Number. 725 Ticket Number 437873 Job Mix? No Mix Number: 18300L Cement Type: 1 -11 Cement: 360 Coarse Aggregate: 1400 Coarse Aggregate: 575 Sand: 1380 Fly Ash: 90 Water 32 Water Added: Air Entrain: Admixture: �infon: an Conforming to Plan? YES Explain if "No ": Inspector J.GRAHAM Reviewer: �st?Strength ::................; Tested Per. Conforms Y /N: Compressive Y /N: ASTM C39 Yes Cast Date: 10/26/98 Fracture Type: (If "Other ", than Cone.) Test Res itti : 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 # Test Date I Field Cure Age Days Size Inch[Area Sq In Weight Lbs Max Load Lbs I Strength PSI I Set # 11771 10/30/981 7 6X12 28.271 0 821801 29101 1 11772 11/20/981, 1 281 6X12 28.271 0 ; 01 1 117731 11/20/981 1 28 6X12 28.271 0 1 01 1 Copies:TO:1 VI•:;Building;Pepartii ent Date Mailed: 11/6/98 A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 Ct IEIi ADOR 'OPUS Northwest LLC :Wayne Eddy ::200112th Ave NE #205 :Bellevue, WA 98004 ,:; : >.,y . toy; •.y;....,.:�........;.:• ::::::: tl permit Nn 98 -292 >` Glacier / Cascade :6540 S. Glacier :;;Tukwila ';Bldg A D98 -0040 Bldg. B 98 -0041 AHBL 0 A . a Report Date 10/23/98 /: oc �ec tibr:perfitirriite.�. ..lr . Inspection Type: Reinforced Concrete Location: Footings & Grade Beams Glacier Building; wall footings & grade beams. A line, 9 -10; W.wali 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. Matels':iaE�D 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 eformat Conforming to Plan? YES Explain if "No ": Inspector. J.GRAHAM Reviewer: TestStretngt Tested Per: Conforms Y /N: 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: 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 Wayne Eddy - ' 112th Ave NE #205 Bellevue, WA 98004 • „ • 1, . SEMERONSIBEGIESSOSINEEMEIPIOI , • • - Job Time 16:00 •• Date Mailed: 11/6/98 • Reviewer: M.JEONG Air Temperature: 70 . Inspection •iPerfo , Inspected the resleafor the wall footings & grade beams for the glacier building as follows: A line, 6-9; W. wall footing & gradk.beims, 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 stell needd adjustments to proper clearance. Contractor was notified of these things. Report Date:: 10/22/98 Inspector: J.GRAHAM 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.Fi, TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. ; ..'�� n.L.n:. f.:.... Y. •TT:E.T.Y: Welding Inspected panel to panel connections at buidlings A &B. All connection welds performed by WABO certified welder C.W. Garten WDL#GARTECW 483CD SSN 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. FIELD I MATERIAL TEST REPL T ASTM: C172, C1019, C78o ML...drial Report Number: 8885 Inspection Performed / Location Material Data Job No. 98-292 Project Glacier / Cascade Address 6540 S. Glacier CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 200 112th Ave NE #205 Bellevue, WA 98004 Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Grout 1:00:00 PM 59 64 0 8.7 8.0 0 Supplier: Miles S & G Plant #: 2 Yards placed: 8 Design (F'C) @ 28: 0 Truck Number: 015 Ticket Number: 0436569 Job Mix? No Mix Number: 10550 Cement Type: 1 -11 Cement: 9 SK Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water: Water Added: Air Entrain: Admixture: Aluminium Oxide Conformance Remarks Conforming to Plan? Explain if "No ": yes Inspector: E.F.Jones Reviewer: FIELD I MATERIAL TEST REPL T ASTM: C172, C1019, C78o ML...drial Report Number: 8885 Inspection Performed / Location 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 CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 200 112th Ave NE #205 Bellevue, WA 98004 City Tukwila Permit Number: Bldg.44;08•9A40'Bldg. B 98 -0041 Engineer AHBL Report Data Report Date: 10/16/98 Test Strength Tested Per: Conforms Y /N: Compressive Y /N: Yes ASTM C39 Cast Date: 10/16/98 Fracture Type: (If "Other', than Cone.) Tested By: T.Hall Reviewed By: J.Hicks Test Results I ID # I Test Date I Field Cure I Age Days 'Size InchlArea Sq In' Weight LbsjMax Load LbsjStrength PSI I Set # l 117411 10/27/98; I 7 2x41 3.14: 01 11760; 37501 11 11742; 11/13/98. . 28 2x4: 3.14 01 01 11 11743: 11/13/981 28 2x4i 3.14 01 01 if Copies To I Date Mailed: 11/13/98 Building Department Engineer 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. Inspection Performed / Location Inspection Type: Other Location: * *Other Grids Panel grouting, B • g. 'A' entire. Remarks Test Strength Tested Per: Conforms Y /N: Compressive Y /N: Yes ASTM C39 Cast Date: 10/16/98 Fracture Type: (If "Other', than Cone.) Tested By: T.Hall Reviewed By: J.Hicks Test Results I ID # I Test Date I Field Cure I Age Days 'Size InchlArea Sq In' Weight LbsjMax Load LbsjStrength PSI I Set # l 117411 10/27/98; I 7 2x41 3.14: 01 11760; 37501 11 11742; 11/13/98. . 28 2x4: 3.14 01 01 11 11743: 11/13/981 28 2x4i 3.14 01 01 if Copies To I Date Mailed: 11/13/98 Building Department Engineer 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. AA :R TESTING LABORATORY, INC: P.O. BOX 2523 Phone: (425) 881 - 5812 REDMOND, WA 98073 FAX (425)881 -5441 w i o-Y;•,C,r: Y?•:a.,ya,Y:t ? >:.:a:.��•ttx:,••,•J•,. M ! s ! s 111 ,•� :.,,•.:..••: r.,.r>..•,.,... kk,.,,:...,..,:. Y' •:::? t $ Cahz�z,.a >v'...a....,.,,..z.... f f� ' : +fff::} ^ .:i. J:: J} .4Z::: •: \Y: ✓;:1 iv S ?':'::,. r # t f ' � is�$ 3 : , : is�#. f.°. s S k�::) C c �C: �i?.. Cf �5 �. 4� # k ;, f . .at #t "s:3��:::{:La:�li>j; ..'aTr ...,• :r J; {.........:Y..:., ti.,... r....S�z J::: x.Y::,, .:;.:.:. C. r:,. ,.+:tt ?.:.;....:Y: r.tY ^T: •t,,,,,.T;; ..., • •' •: i• :.Y.;•:t.;,•: •:.t::.;:: •:.:..,�::::::.:.T:: •. J::. Y..:::..::..T: �::::T: 4Y:: aY: t,:.:.a,,.,Y:r..t•J.::;:.T,•t:. ........ :. :.: . ,,...:Y., :.rf. ,,::,.�4:, :n „ :....? ,.4:..t f..:...,.�.... ,,•,... .,.....) :.:. •.::, •• :•.: •.. .,?. :: :iti': YY:t:•Y:: ?:.Y:. . a...C.. .. wL.., ...�. ). .:::.. TC.:. :.,4....., : tY.. #.. • <::;.y., k. r.K:: •.::.. tiR # ?a;:Y ; ft :.!.a,"<.T. .. f 7. ; ?. ,• :,.: TY :.,fa •: •^ JY:?4 +:tT; a: 4 Y,;.Yxy;Yt ... .. ::4: ..... ra.; t : :::Yt;,.: < yi' >• f, : : : : *:T,..,..S ,,,: x.+\' <..: :. yn':.J:ti nti.4.... r..{ vSyt•'•: ..4 ... :.4} #Y: x; Y•:.ftff�. ...4: >..•:+c.,vnry #. �.......,.. <Tf:#'t.:...t. ..,... ..:.:.J•f:• #:<:�;;�:P . ���:5d�l;:�t� �E>d�4.....�:;Y:.Y;t , }:..vv v, AY.• }ti •:.• 4 , v . , •. � >:.., N� , .. h., ^ t•'..: ?.J't: T.,: ^. ii #:. :+' r+i: ..........?.,.... ��4:.: atrtzt• Y: tw...\!-:.:..::::.... t,:.:,. a:.:.....:::,:., 4,+.. ?,,...: ........................ : ...........:........:... f.•.'t•:'.•f::.;f.::. #::z' ... •....:. .,.....::.....:........... > Report Date :. 10/16/98 ` .Inspector: • • E.F.Jones . . Job Time • I „. ate Mailed 11 /6/98 Reviewer: M.Jeong Air Temperature: 0 . f. ...... T. v ... ... .nn.rn..: ... .. . n..........: ..... ........................n...... �: ., .T Y:... it. 4•.v.+ {n:: rYYn +,: +..J: ?.J YYYJ + i:. YY' :• Y::r tnvT • ? :r.i:i::.Y.Yv::::a� i ^:• {4 :; Y a : v } :• v ; : n:: • ?:i ..4 $ 4: YT.:: v...: . }.,:,••:::::.:✓•. +,..,:..,4f:: .:: :•:; ••; :y;:•:4T?!•::v::•::: •:.�::n.,.v J,v:.4::t{•;: J Y:4:.T:'rf+ 4Y:a. .', ::. .. ..::.,•.{. YY: t:: �??• YY ;;:.:4•:::, +•:::a:.Y:::.yaY:4: :.r:..:: •.Y .......,. .'•:t4.5•:Yf•?'•r f.. ff(:.....: .. h,•:: ..t:. nJ..a:4, :r.::: Yv;:, r;tA•t :�.}; ?. ., k: 'f#` :•:b: ,.�•,• .sib �<. .v:....,..4.. r... ... rr:: ..: YY:..r,,...n ... ..., .,.. •:.::a �:: •... .. .:...... ,n .. .:.. ............... ....: ::::::nY:::.,•:::::.•:.....:::: rY :o•: tT+: J...... tY:: :... :Y :rsxtyaS..o.: :�;�`:` #i:'•. #i::ylG.;•t' 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. >'4x:; ^r }t }:•:4 ": 4 y4: } i'j �rn,':ii:�:r:; ' �'r. ; \�: ?•: ^ihnrv,v: Ar: v.+ 4r: ;v4:nr.:n.).Z<•:..}..:jy,'^.�L: ';.n.., }; \} •tr:;r } }i {: ;.}f4':N.:[!hi: , }i {•: {t4fr.. . :. { y4xtt4; {: , r-} 4':+{•\ v :•::�.. { }� +�v 'i' AA.R. TESTING LABORATORY, INC P.O BOX 2523 Phone: (425) 881 - 5812 REDMOND, WA' 98073 FAX: (425) 881 - 5441 Cush. OPUS Northwest LLC Dave Kessler ;200112th Ave NE #205 Bellevue, WA 98004 { ,: FIELD / MATERIAL TEST RE , - ,CT ASTM: C172, C1019, C780 f arial Report Number: 7971 Material Data Job No. 98 -292 Project Glacier / Cascade Address 6540 S. Glacier a___ 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 (F'C) @ 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 RE , - ,CT ASTM: C172, C1019, C780 f arial 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___ CLIENT OPUS Northwest LLC ATTN Wayne Eddy ADDRESS 200 112th Ave NE #205 Bellevue, WA 98004 City Tu Permit Numbe . `Idg A D98 -0040 Bldg. B 98-0041 Engineer AHBL A to E from 1 to 10 Report Data Report Date: 10/10/98 Inspection Performed I 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 Y /N: Yes Compressive Y /N: Yes 1 109281 10/17/98: 1 10929 11/7/981 109301 11/7/981 • Cast Date: 10/10/98 Fracture Type: (If "Other', than Cone.) Test Results r ID # 'Test Date I Field Cure l Age Days] Size Inch1Area Sq Inl Weight Lbs [Max Load LbslStrength PSI I Set # 7 6x12; 28.271 28 6x12; 28.27 28 6x12! 28.27: Tested By: T.HaIl Reviewed By: S.Brown- 872301 30861 21 1588501 5620! 21 1565501 5540! 21 Copies To I Date Mailed: 11/13/98 IA Building Department iA 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. ID # Test Date Field Cure Age Days Size InchlArea Sq In Weight Lbs Max Load Lbs I Strength PSI Set # l 9559, 9/25/98 7 6x121 28.27 0 1008801 3570 if 95601 10/16/98 , 28 6x12 28.27 0 1479501 5253 11, 9561 10/16/98 28 6x12 28.27 0 1439101 5091 1f; 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: 10/2/98 Ott >D erti ik'w 98 -292 :Glacier / Cascade 3 6540 S. Glacier 'Tukwila 'qt cO4o /4'6 - I AHBL Report Date 9/18/98 ction ............... 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 2641bs otrf.:i irmanc Conforming to Plan? yes Explain if "No ": Inspector. D.Bjorklund Reviewer >:. st. t nth .... ............................... Tested Per: Conforms Y /N: Compressive Y /N: ASTM C39 Yes Yes Cast Date: 9/18/98 Fracture Type: (If "Other ", than Cone.) Tested By: T.Hall Reviewed By: S.Brown :Res 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 ' Cure Age Days 'Size Inch Area Sq In Weight Lbs Max Load Lbs Strength PSI Set # 93861 9/22/981 61 6x12 28.27 0 98280 3480 1 93871 10/14/981 281 6x12 28.27 0 140300 4963 1 93881 10/14/981 281 6x12 28,27 0 143350 5071 1 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 ADDRES .................. 200 112th Ave NE #205 • •••••••••••••••• Bellevue, WA 98004 Report Date 9/16/98 Locati Inspection Perfo Inspection Type: Reinforced Concrete Location: **Other Precast panels and columns for building B, No. S 105, 107, 108, 109, 110, 111, 112, 115, 116, 114, 122, 124, 123, 121, 118, 117, 133, 134, 128, 125, and 126. Building A, No. 7 Building B east exterior cont. footing from B.1 to G.1 R/S per plans and specs. Concrete pumped into place and vibrated for consolidation. Remarks apply for pages 2 and 3 F/MR Ns 3516 and 3517. Admixtures 4oz/CWT of cement polyheed. 68 0 5 Supplier: Yards placed: Design (F'C) @ 28: Truck Number: Ticket Number Job Mix? Mix Number Cement Type: Cement: Miles S & G Plant #: 1 32 4000 726 431315 No 06400F 1-11 460 Coarse Aggregate: 1860 Coarse Aggregate: Sand: 1400 Fly Ash: Water Water Added: Air Entrain: Admixture: 31.5gals See Remarks Type of Material: Concrete Job Time: 7:00:00 AM Air Temperature: 64 Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: 4+-1 Air Percentage: 0 Air Specification: Conforming to Plan? yes Explain if "No": Inspector: L.Waybright Reviewer Tested Per: Conforms Y/N: Compressive Y/N: ASTM C39 Yes Yes Cast Date: 9/16/98 Fracture Type: (If 'Other", than Cone.) Tested By: T.Hall Reviewed By: S.Brown ,.• Test Results Copies To: 1V.1 Building Depirtmeo 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. ID # Test Date Field Cure Age Days Size Inch Area Sq In Weight Lbs Max Load Lbs Strength PSI Set # 9389 9/22/98 6 6x12 28.271 0 89180 3150 2 9390 10/14/98 28 6x12 28.271 0 143310 5069 2 9391 10/14/98 28 6x12 28.271 0 140990 4987 2 MaGYIAtO WAWA* 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: 10/2/98 1ff;gtf iq r: 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. too 598 -292 'Glacier / Cascade ••6540 S. Glacier Tukwila AHBL Report Date 9/16/98 pe #EOtril o nine Inspection Type: Reinforced Concrete Location: *"Other R/S per plans and specs. Concrete pumped into place and vibrated for consolidation. Remarks apply for pages 2 and 3 F /MR #'s 3516 and 3517. Admixtures 4oz polyheed 1CWT of cement Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 9:15:00 AM 65 68 0 5 4+-1 0 Supplier. Yards placed: Design (F'C) @ Truck Number. Ticket Number: Job Mix? Mix Number Cement Type: Cement: Miles S & G Plant #: 148 28: 4000 104 431403 No 06400F 1 -11 460 3 Coarse Aggregate: 1860 Coarse Aggregate: Sand: 1400 Fly Ash: Water. Water Added: Air Entrain: Admixture: 31.5gals See Remarks 0..nforman ..................... . Conforming to Plan? yes Explain if "No ": Inspector. L.Waybright Reviewer. trengt Tested Per. Conforms Y /N: Compressive Y /N: ASTM C39 Yes Yes Cast Date: 9/16/98 Fracture Type: (If "Other", than Cane.) Tested By: T.Hall Reviewed By: S.Brown »:Test:: Resu ID # Test Date Field Cure Age Days Size Inch Area Sq In Weight Lbs Max Load Lbs I Strength PSI Set # 9392 9/22/98 6 6x12 28.27 0 904801 3200 3 9393 10/14/98 " 28 6x12 28.27 0 1395401 4936 3 9394 10/14/98 28 6x12 28.27 0 1453001 5140 3 •• ■ • A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 CUE ::OPUS Northwest LLC :Dave Kessler ..:200 112th Ave NE #205 Bellevue, WA 98004 . ............. Report Date 9/16/98 Insp ection ................................ Inspection Type: Reinforced Concrete Location: **Other • Remarks R/S per plans and specs. Concrete pumped into place and vibrated for consolidation. Remarks apply for pages 2 and 3 F/MR Ns 3516 and 3517. Admixtures 4oz polyheed/CVITT of cement Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 10:20:00 AM 70 68 0 4 1/2 4+-1 0 Supplier Yards placed: Design (PC) @ 28: Truck Number Ticket Number: Job Mix? Mix Number Cement Type: Cement: Miles S & G Plant #: 2 181 4000 730 431428 No 06400F 1-11 460 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: L.Waybright Reviewer Test Strength Tested Per: ASTM C39 Conforms Y/N: Yes Compressive Y/N: Yes Copies To:I Date Mailed: 10/2/98 Building Department I Engineer 98-292 / Cascade 6540 S. Glacier :Tukwila — 0040 AHBL Cast Date: 9/16/98 Fracture Type: (If "Other", than Cone.) Test Resul • .0 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. A.A.R. TESTING LABORA'TORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 :,,, • tilitailpOrt • * • MIERgtON . V$INICOMONNI • Report Date: 9/15/98 Inspector: Larry Waybrigh Job Time: Date Mailed: 10/16/98 Reviewer M. Jeong Air Temperature: "".:.:,..00.0:01#0.#0101.8.1111•21111:11•U112:19.1tall Bldg B precast Wall panels and columns numbers: 105;107, 108, 109, 110, 111, 112, 114, 115, 116,122,124, 123, 121;118, 117, 133,134, 128, 125 and.126. R/S per pl and specs. 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 # 9119 9/15/98 x 41 6x12 28.27 0 943301 3340 4 9120 9/16/98 x 51 6x12 28.27 0 95400 3370 4 9121 9/18/98 71 6x12 28.27 0 1058201 3740 4 9122 10/9/98 281 6x12 28.27 0 1433201 5070 4 9123 10/9/98 281 6x12 28.27 0 149810 5300 4 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: 10/2/98 :98-292 :Glacier / Cascade 6540 S. Glacier TukwiIa c-0040 bLoc AHBL *Ott Report Date 9/11/98 • tiorcpetforff.to::: Inspection Type: Reinforced Concrete Location: Walls Panels # 75-103, 106, 113, 131, 132, 135-155 F Resteel was per plans and spec. Concrete was consolidated. Admixtures 4oz WRDA ttaliO Type of Material: Concrete Job Time: 10:05:00 AM Air Temperature: 64 Material Temperature 76 Yield Unit Weight: 0 Slump Inches: Slump Specification: Air Percentage: 0 Air Specification: 4 1/2 Supplier: Yards placed: Design (F'C) @ 28: Truck Number Ticket Number. Job Mix? Mix Number Cement Type: Cement: Miles S & G Plant #: 3 263 4000 401 430555 No 6400 1-11 6400 Coarse Aggregate: 1860 Coarse Aggregate: Sand: 1400 Fly Ash: 80 Water 262 Water Added: Air Entrain: Admixture: See Remarks 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: 9/11/98 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 Inch Area Sq Int Weight Lbs Max Load Lbs I Strength PSI Set # 9124 9/15/98 x 4 6x12 28.271 0 92920 3290 5 9125 9/16/98x 5 6x12 28.271 0 937001 3310 5 9126 9/18/98 7 6x12 28.271 0 1001801 3540 5 9127 10/9/98 28 6x12 28.271 0 1423901 5040 5 9128 10/9/98 28 6x12 28.271 0 1513701 5354 5 • A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 PIJS Northwest LLC ..::Dave Kessler ;1;1200 112th Ave NE #205 ........ Bellevue, WA 98004 CLIENT NA* Tested Per ASTM C39 Cast Date: 9/11/98 Conforms YIN: Yes Fracture Type: Compressive YIN: Yes (If 'Other", than Cone.) Test Results Date Mailed: 10/2198 nyineer Test Stren „dr . Num Report Date 9/11/98 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 Type of Material: Concrete Job Time: 12:15:00 PM Air Temperature: 75 Material Temperature 78 Yield Unit Weight: 0 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 #: 3 378 4000 128 430619 No 6400 1-11 460 Coarse Aggregate: 1860 Coarse Aggregate: Sand: 1400 Fly Ash: 80 Water: 262 Water Added: Air Entrain: Admixture: See Remarks Conforming to Plan? yes Explain if "No": Conformance Inspector. R.L.Otto Reviewer: 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 Inch Area Sq In Weight Lbs Max Load Lbs Strength PSI Set # 9129 9115/98 x 4 6x12 28.27 0 91000 3220 6 9130 9/16/98 x 51 6x12 28.27 0 92400 3270 6 9131 9/18/98 71 6x12 28.27 0 *97980 3470 6 9132 10/9/98 281 6x12 28.27 0 92400 3270 6 9133) 10/9/98 281 6x12 28.27 0 97980 3470 6 A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 CLl�l�t' AT TN :OPUS Northwest LLC :Dave Kessler s20O 112th Ave NE #205 Bellevue, WA 98004 „dm a t Report Date 9/11/98 a..... Loc .. 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 .l4�tstra( 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 .. o�t`otr Conforming to Plan? yes Explain if "No ": Inspector R.L.Otto Reviewer Testt.S Tested Per. Conforms Y /N: Compressive Y /N: ASTM C39 Yes Yes Cast Date: 9/11/98 Fracture Type: *Shear (If 'Other", than Cone.) Tested By: T.Hall Reviewed By: S.Brown copies Te:J itl7 Building 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. • &STM C112, C1O19 ?8D 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 ADOR SS 112th Ave NE #205 Bellevue, ............. WA 98004 c6-oc)4o %Loc-1 6 ..„,......,..,..,. F0' ........................ ......................................-........... ............................ .......................... .............................. .............................. .............................. .............................. .............................. .............................. .............................. .............................. :Glacier / Cascade 6540 S. Glacier AHBL Report Date 9/11/98 Inspec Inspection Type: Reinforced Concrete Location: Walls Panels # 75-103, 106, 113, 131, 132, 135-155 Resteel was per plans and spec. Concrete was consolidated water added at request of contractor. Admixtures 4oz WRDA CWT Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 8:55:00 AM 60 75 0 4 3/4 0 Supplier: Yards placed: Design (F'C) @ 28: Truck Number Ticket Number: Job Mix? Mix Number Cement Type: Cement: Miles S & G Plant #: 3 199 4000 108 430526 No 6400 1-11 460 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water Water Added: Air Entrain: Admixture: 1860 1400 80 262 5 See Remarks wgmunnyvgnm Conforming to Plan? yes Explain if "No": Inspector: R.L.Otto Reviewer: UOtSttin Tested Per Conforms Y/N: Compressive Y/N: ASTM C39 Yes Yes Cast Date: 9/11/98 Fracture Type: (If "Other", than Cone.) Tested By: T.Hall Reviewed By: S.Brown Test Resutts Weight Lbs Max Load Lbs Strength PSI Set # I 1 ID # 9114 9115 9116 9117 9118 10/9/98 Test Date Field Cure 9/15/98 FC 9/16/98 FC 9/18/98 10/9/98 Age Days 4 5 7 28 28 Size Inch Area Sq In 6x12 28.27 6x12 6x12 6x12 28.27 28.27 6x12 28.27 0 28.27 0 0 0 0 94620 95300 100860 156310 156830 3370 3370 3570 5460 5550 3 3 Coplesro:1 Date Mailed: 10/2/98 V! Buliding Departrnent iv Engineer 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 Age Days Size Inch Area Sq In Weight Lbs Max Load Lbs Strength PSI Set # 9104 9/15/981x 4 6x12 28.27 0 97180 3440 1 9105 9/16/981x 5 6x12 28.27 0 100100 3540 1 9106 9/18/98 7 6x12 28.27 0 103800 3670 1 9107 10/9/98 28 6x12 28.27 0 1443201 5110 1 9108 10/9/98 28 6x12 28.27 0 1418501 5020 1 Copieq Building Department A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 Phone: (425) 881- 5812 FAX: (425) 881- 5441 CLIE ATTr ADORE OPUS Northwest LLC Dave Kessler 200 112th Ave NE #205 .Bellevue, WA 98004 Date Mailed: 10/2/98 Engineer Per Glacier I Cascade 8540 S. Glacier 'iTukwila q 4 6 0040 . Ci) AHBL ....: Report Date 9/11/98 Inspection Performed I I ..... •"•11:11;N1::::::..1.:1: Inspection Type: Reinforced Concrete Location: Walls Panels # 75-103, 106, 113, 131, 132, 135-155 Resteel for panels was per plans and spec. along with revision. Concrete was consolidated. Water add at the request of the contractor. Admixtures 4oz polyheed CWT Type of Material: Concrete Job Time: 6:20:00 AM Air Temperature: 58 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 20 4000 108 430457 No 6400F 1-11 460 Coarse Aggregate: 1860 Coarse Aggregate: Sand: 1400 Fly Ash: 80 Water 262 Water Added: 10 Air Entrain: Admixture: See Remarks Dnformance Conforming to Plan? yes Explain if "No": Inspector R.L.Otto Reviewer .Test Strnt -.. ':'1111111.1111.11111.1.1111111.::111111111111111111111111111111111111 1 .111111111•;111::1111: : : , ,111 . : 11;111111111 , ..111 1 .111111111.R111:111111]: , : ::,1111:111:111111;11: , .1.::11: : 1111:1:.1111]:111111111111:1,....:1111::::::::.::1111.....11111 Tested Per ASTM C39 Conforms Y/N: Yes Compressive Y/N: Yes Cast Date: 9/11/98 Fracture Type: (If "Other', than Cone.) Tested By: T.Hall Reviewed By: S.Brown 011R 660 WS 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 Field Cure Age Days Size Inch Area Sq In Weight Lbs Max Load Lbs Strength PSI I Set # 91091 9/15/98 x 4 6x12 28.27 0 95280 33701 2 91101 9/16/98 x I 5 6x12 28.27 0 97120 34401 2 91111 9/18/98 1 7 6x12 28.27 0 111810 39601 2 9112) 10/9/98 28 6x12 28.27 0 155820 5510 2 91131 10/9/98 j 28 6x12 28.27 0 154350 56401 2 , flOgirtittAM b140,1X A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 CLPEN IiOPUS Northwest LLC IDave Kessler 200 112th Ave NE #205 Bellevue, WA 98004 Tested Per ASTM C39 Cast Date: 9/11/98 Conforms Y/N: Yes Fracture Type: Compressive YIN: Yes (If "Other, than Cone.) Test Results Copies T.O.:1 Vi Building Department :-.• Date Mailed: 10/2/98 Tested By: T.Hall Reviewed By: S.Brown u Report Date 9/11/98 Inspection Performed / Location Inspection Type: Reinforced Concrete Location: Walls Panels # 75-103, 106, 113, 131, 132, 135-155 Resteel was per plans and spec. to include revision water add at request of the contractor. Concrete was ,consolidated. Admixtures 4oz WRDA Material Data Type of Material: Concrete Job Time: 7:20:00 AM Air Temperature: 57 Material Temperature 73 Yield Unit Weight: 0 Slump Inches: 5 1/4 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 94 4000 849 430470 No 6400 1-11 460 Coarse Aggregate: 1860 Coarse Aggregate: Sand: 1400 Fly Ash: 80 Water 262 Water Added: 6 Air Entrain: Admixture: See Remarks • Conforming to Plan? yes Explain if "No": Inspector R.L.Otto Reviewer: Test Strengt 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. • AA.R:'TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881 - 5441 ......... r; ... : ....... � ., , ... {:.;.,x.. {: { {:a x. ,.;•:; •t, ,: {'. .....4:4;•;{ti ••: }.::.;;:.i { {.yy • {.y }• {. yy...t., • {.: •.r }: • ••xr ••:;{ •, +• •:: :x•:c: •x ••:,•t r. tt�� f i:. t � t •• ,; ?: ?�::. {. k:••. .,,•:r b:..w .t. k .Sp. { o ?:: r.. },5 }, f �� -t ti :t.. ;: 5 ..;: ;v�}: .; , \.C! c., j... {Y:.4::1 } ::¢4!:; R { @;e > •,,. :.f�Y�!t.: f "", ' 6� • k••4K,a, .t2� #Y,. °t:r•+iy {Tk'is,:� ; 1••r;`.` k<.y�w. 2 EtGv > > . s n.< L4 �}; �a �:'' i 4•• �':. V4?` .�R:•:•''v:J) #. +'•a�` ^4 ���_ :.... .f: `t k�.?. {•:«'• •!{:: N <£'.•r:E:i �:::., `l {•. }:: f 4• p.:�k• ; {:ti:t;f• , ?jf >.> : �' a? x.,; x� :'t,4•::'t::,:)5�:.::kk;.':'k: '.r. ti '[.:: { 4 ?::. Yi: t• :;v;v }} ..i:4ryd } }i.:i. } }y { :: {•x'4YY n?:i!'Y:i'i':: } ' {::: •. .SS }' { {:.: tiff { :::: :i::4: ^: {. { ? }vkt {i:!�� � >:}:•::•ti�ti::::i::i:.... . II I�� .�II� { 'r:5.��•!:'�........., ' C�$}; t.4 �.' .... :i } ``.: r :::,...::tk ?:•i: S:Ski \ %�+ii: Report Date:. 9/10/98 Inspector: R. Otto Job Time: Date Mailed: 10/16/98 Reviewer: M. Jeong Air Temperature: :..........:.,.::.,.::::::,.:.: :::::: .::::....: r::..,.::.,• .::::.:;:::;:::::::::::: {:.::.> : ;;;:'.i::;iii4 ?•:'.i:.Y;r:.r ttt<:..: i.}' i< i:.>:.} r".>,,::.: 4i'.>?::;...> rY::}:.: t; t<. i:;;.'.+}}::;. Yn•»>:.;:.::. i}:.;..:.}:.:.: t:. ;rYr ?:,:i<;::.:;. } }Y:.:;.:i:;.r ?...... .t,. •. >:k•? }}: { { ?i•Y: <: + ••: , 5' <4ki k::'t:5i:: %:R;: }S:.rt•x: .. r.... .. t,::• ii;.: r: ?:;.:.:4:::r:•`r:•:ikr:•x' ?.; • .. r.: ;:.,•::.:•::: }•::. . {: .4: :x . 5 :• :: •;d ;:i•:.,• ....? ......... .::.: ?.... ..:. •::: .:::.........:..:.:...:.::..... ..:: .....:. . \. .. }... , v. r?...:.. r. ... i.. ,.S n r.:.. v....\ .......................,......... v... n..,..............,.................,,,.. ........x........,.... :.:::.A }:• ?:: < { t! {n ;•r :' }2:5 555:? Panel resteel inspection for panels #75 - 98, 113, 131, 132, 135 -155. Results of inspection is panel #85 need diagonal bars.. Numbers 86 and 87 embedds too high. Numbers 90 and 91 diagonals missing. Numbers 96 bottom trim steel and horizontal steel burning form. Numbers 131, 135, 138 and 150 needs chord steel tied in. Found all other, panels resteel, to be per plans and spec. 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. ap[s * »> A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 a OPUS Northwest LLC ll>En Dave Kessler 200, 112th Ave NE 5205 } 8 4 £ 8: . : 4 Sn te , •• .vv .v. � r.rvrn• v $'•: ,..., .., :. • :: i }):� ?.,vvn }};# n`: g• Y':J sc;: s t:: ^r:•;:tiY.':$i:yi$ti:;l;: } }an: r:`�: :• v:: %.}}}.K.%1 \• k \v.' : tt {: s. •••• ?Ralik q i .7 n ...... .., j:[:: F# LELu;{ Y<:;:;< 4:^::•;{?•):: OS+\: L:..::? i:: v}O#; ? ?: {•) %i:i ) iii:; ? ; >. :: .:; v::::::: {r: n : • ; ..:::. :...: ?vJ: v.3:.p; ,:.wn... n .,. :•Ynn; t. }•:.v ?. ,y�� KKR...:.. .5. Report Date: 9/10/98 Date Mailed: 10/16/98 Inspector: E.F. Jones Job Time: Reviewer: M. Jeong Air Temperature: i�:r::. %:A• � { .; ?:�'r,';i a:': ?;� ;`. •',`.,'f.°CC2::;x: #.'•�� >: ? <r.� j��? � l. v . : \.x: r.. .. wi•:.Av v 4 . }... . .n.: ..n r. .: { : .: : .:...t . . .}.N.,:.:....,,,,,?:::::::: } '))i: x...• Provided reinf. Steel inspection at bldg 'B' panels. Contractor is working on punch - listed items in order to bring those into conformance with approved placement drawings. Work is on- going: Approx 1/2 of the panels will be poured on 1st concrete placement. Placement is acceptable per approved drawings as well as applicable job specifications with exception of punch listed items. Also, changes to panel 8119, D112 and P 111 will occur per architect: 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. - • --11 s •.• • . ' $1*.fitail0M. A.A.R. TESTING LABORATORY,' INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 1OPUS Northwest LLC De .Kessler 4200 112th Ave NE #205 :Bellevue, WA 98004 • Report Date: 9/9/98 Date Mailed: 10/16/98 Inspector: R.L. Otto Reviewer: M. Jeong • Job Time: Air Temperature: (continued from F.R;#19796.. #84 missing diagonals ties in center legs to low, along with right leg. 85 diagonals missing lower right corner in completed. 80 missing diagonals. 75 &77 OK 76 missing diagonals. 152 missing one #5 bottom of panel 13' 10'. 113 resteel in right leg to high. 141 bottom veils too long. 132 missing 1 #5 trim upper right side. 135 OK 133 & 134 & 140' incompleted. 129 missing top #5 trim bar 150 chord steel needs tied. Completion of resteel for panels not yet inspected to be done prior to concrete placement. 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 40< #; ? : OPUS Northwest LLC Dave Kessler 200 112th Ave NE #205 Bellevue, WA 98004 a;• }ria;} n;•Y:tit ^. };'t•:�t;v. �::. :i } a;:•ri:'•+:. : t ri: >:• tii•:J:ivY' Lei;: i4: iC: i' i:>::::: 4i'.`! ii 4yri :Y'r.'.yiittt::i;:iYS::ii }\ 0' •.ti {•i: $Y \, + .J.•:•':•Y::Y: } atiattyv k: Y"${ �: w �� ::y.Y }{•t:tt•�} }'•tiS. \,yp'.a:: a: : :v 2 :ai:: a :•: �:J.i,:r:: .YtYY:Ytv.; f;:: J:rn••.,ty <.:. ;:,}:;r;Y.; {:. ; + }v,:a,v r {,. <,. .:5::. }xJir. :Ca` a•Y v .:3,•, :ta::.v,' I�:. 2?�1YN1'•;MI•:t•:t:.•. t•.vt:`.:.•: .. +. ' :v:::<'S::.:y , i.: •• ,..V` 't$� <t :.t..:. :: a::.:::::: .,R.:.v.:.•:::::.::?G::: :Jh'*:: J.,:.: ?•::: a.J:a:taY:'t,:. }...,:.,:.:..: r.:.:< y:. cYR• Y: o.' tst:c;�t::::' };}::. {::::r ^.ta }: }.. r5: i::S•:;: {;::,vrv:...:.:, Y'•:.t;...:...:...........v, Report Date: 9/9/98 Date Mailed: 10/16/98 } Inspector: R.L. Otto Reviewer: M. Jeong Job Time: Air Temperature: \ S Resteel inspection for panels on bldg (B) Panel #: 102 chord steel missing. Embeds tails burning. 101 chord steel missing 100 chord steel missing. Upper R. corner trim steel buring. 99 missing diagonal bars and chord steel 98 ok 97 chord steel 96 bottom trim steel and horizontal steel burning form. 95 embed steel burning 94 missing diagonal bars 92 trimsteel upper right hand corner buring above with left side 86 & 87 embeds to high 91 diagonal steel missing. Bottom of panel needs chaired #5 bar in bottom material need tied up in center leg abaove opening. Top trim steel not tied in. 89 incomplete 88 missing diagonals. Trim bar top of panel and #5 bar in legs need tied up. (continued on FR #19797 99 -292 Glacier / Cascade 48540 S., Glacier Tukwila q% -004 • 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. Full width of building Copies To:1 Y Building Department Inspection Type: Reinforced Concrete Date Mailed: 9/11/98 A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 MIEN ATT ADORE ;;•OPUS Northwest LLC Dave Kessler ;200 112th Ave NE #205 Bellevue, WA 98004 i spect of Perrorri e l 7 '98 -292 'Glacier / Cascade 1,8540 S; Glacier `'Tukwila ...................... ::Data:: Report Date 8/10/98 oath From F33 - J );'Building/ B; footings: line 1, D1 - E1 emark r>i al> a .ur Location: Footings & Slab Reinforcing dowels were properly installed in accordance with approved plans. Concrete was consolidated by hydraulic vibrating screed. ::Ma terial.. Data:; Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 6:50:00 AM 54 62 0 5 4 0 Supplier: Yards placed: Design (PC) @ 28: Truck Number: Ticket Number: Job Mix? Mix Number: Cement Type: Cement: Miles S & G Plant #: 1 270 4000 128 425177 No 18400L 1 460 Coarse Aggregate: 1400 Coarse Aggregate: Sand: Fly Ash: Water: Water Added: Air Entrain: Admixture: 1340 80 33gallons :Conformance';;:; Conforming to Plan? yes Explain if "No ": Inspector: J.GRAHAM Reviewer: ::Test;Strerigth<;:: Tested Per: Conforms Y /N: Compressive Y /N: ASTM C39 Yes Yes 7268 8/17/981 72691 9/7/981 72701 9/7/98 Cast Date: 8/10/98 Fracture Type: (If "Other", than Cone.) 7; 6X12! 281 6X12) 281 6X12! Test Results: 28.271 01 28.27! 01 28.271 01 95490: 148840! 149370, Tested By: T.HALL Reviewed By: S.BROWN 33801 52601 52801 I ID # I Test Date I Field Cure ( Age Days (Size Inch(Area Sq Int Weight Lbs I Max Load Lbs I Strength PSI I Set # I 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, k CjIalatt gclOWUKIWAN.41:00.0...V.uvrones*.......-...._ 1- -- 0014 hydraulic vibrating screed. Copies To: le Building Department • A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 CLIENT:::::::::;:;4 OPUS Northwest LLC ATTN Dave Kessler ADDRESS 200 112th Ave NE #205 . .;•' • . :: :: : N.' . :':0•InBellevue, WA 98004 Date Mailed: 9/11/98 • • • • 40 0 - '.1.D atti".:::::"1 , .."::"":1" , :".1"1".1"." . ."1":" .. A:•"'.."1"1"1" , .•:•":":::::: , ?",""."1":":";"!":":":":„ , ":":":":"1":',." Report Date 8/10/98 Inspection Performed / Location Inspection Type: Reinforced Concrete Grid Location: Footings & Slab Full width of building ( from F337,1 Y.13uildiiig,E3;,:footings: Line 1, 01 Remarks ' 1 :; ''' ''' ............................................................................................................ Reinforcing dowels were properly installed, in accordance with approved plans. Concrete was consolidated by Material Da 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 60 70 4 4 0 Supplier: Yards placed: Design (F'C) @ 28: Truck Number: Ticket Number: Job Mix? Mix Number: Cement Type: Cement: Miles S & G Plant #: 1 270 4000 730 425222 No 18400L 1 460 Coarse Aggregate: 1400 Coarse Aggregate: Sand: Fly Ash: Water: Water Added: Air Entrain: Admixture: 1340 80 33gallons •• ..• ••• .COnformance ••. • 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: 8/10/98 Fracture Type: (If "Other', than Cone ) Tested By: T.HALL Reviewed By: S.BROWN Test Results . . . 1 ID # I Test Date I Field Cure Age Days . ISize Inch (Area Sq In (Weight Lbs I Max Load Lbs Strength PSI I Set # 1 7271 8/17/98! 7272 9/7/98! 7273! 9/7/981 7! 6X121 26.271 01 84080! 28! 6X121 26.27! 01 142860' 29701 2l . 5050 2 281 6X121 26.271 Cl 1388801 49101 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 # 1 Test Date I Field Cure 1 Age Days !Size Inch lArea Sq Int Weight Lbs I Max Load Lbs I Strength PSI Set # 1 1 72051 8/14/981 1 71 6X121 28.271 01 '73080j 2590 21. i 72061 9/4/98 i 281 6X121 28.271 01 i 0 21 72071 9/4/98 j 281 6X121 28.27 01 1 0 21 • • • ••• • • • A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 CUE II ATTN AEA* Northwest LLC Dave Kessler 200 112th Ave NE #205 Bellevue, WA 98004 cepies•Te:1 Date Mailed: 9/11/98 .:sei • Building Department •• • . 911-292 GlacIer / Cascade .6540 S. Glacier Tukwila Report Date 8/7/98 inspection Performed Locati Inspection Type: Reinforced Concrete Location: Slab-on-grade From grid C.67 toF.33 slab Rams No slab reinforcement required as per city of Tukwila approved plans. Contractor installled slab dowels at grid F.33. Witnessed placement of 290C1Y concrete. Material ".. Data Type of Material: Concrete Job Time: Air Temperature: 0 Material Temperature 0 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 #: 3 290 4000 42 0425033 No 18400LF 460 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water: Water Added: Air Entrain: Admixture: 1400 575 1340 80 220Ibs ....................................... Conformance Conforming to Plan? yes Explain if "No": Inspector D.BJORKLUND Reviewer: Tested Per Conforms Y/N: Compressive Y/N: ASTM C39 Yes Cast Date: 8/7/98 Fracture Type: SHEAR (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 # I Test Date Field Cure I Age Days Size Inch Area Sq In Weight Lbs Max Load Lbs 'Strength PSI Set # 1 7202! 8/14/98 1 71 6X12 28.27 0 728801 2580 11 1 7203 9/4/98 ! 28 28.27 o 0 lf WW. 'A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 CUEN1 ATTN J; p01 Northwest LLC Dave Kessler :;',200 112th Ave NE #205 Bellevue, WA 98004 tizitt1 Report Date 8/7/98 Inspection Type: Reinforced Concrete Location: Slab-on-grade From grid C.67 to F.33 slab No slab reinforcement required as per city of Tukwila approved plans. Contractor installled slab dowels at grid F.33. Witnessed placement of 290C/Y concrete. Type of Material: Concrete Job Time: Air Temperature: 0 Material Temperature 0 Yield Unit Weight: 0 Slump Inches: 4 Slump Specification: Air Percentage: 0 Air Specification: Jatea Supplier: Yards placed: Design (F'C) @ 28: Truck Number Ticket Number: Job Mix? Mix Number: Cement Type: Cement: Data . Miles S & G Plant #: 3 290 4000 030 0425017 No 18400LF 460 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water: Water Added: Air Entrain: Admixture: 1400 575 1340 80 220lbs Conformance Conforming to Plan? yes Explain if "No": Inspector: D.BJORKLUND Reviewer: ASTM C39 Yes Date Mailed: 9/11/98 GIacier / Cascade :6540 S. Glacier TukwiIa s•Strengt Cast Date: 8/7/98 Fracture Type: SHEAR (If "Other, than Cone.) Tested By: T.HALL Reviewed By: S.BROWN 281 6X121 28.271 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. :10-101):114eA A.A.R 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 Inspection Type: Reinforced Concrete : ................... G rids ..' ..... ................... Cascade building B. Perimeter footing from 1-A to H-7 clockwise 'i'- w.:,:::::::::: resteel per approved plans and specs. Concrete placed by chute and vibrated Copies To:I Date Mailed: 9/11/98 Y.1,• BuildIng ocii;artth • , . . . • • Report Date 7/31/98 Inspection* Perfornle / Location Location: Footings Material Oat Type of Material: Job Time: Air Temperature: Material Temperature Yield Unit Weight: Slump Inches: Slump Specification: Air Percentage: Air Specification: Concrete 7:40:00 AM 60 70 0 4 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 63 3000 30 424179 No 18300 1 360 Coarse Aggregate: 1925 Coarse Aggregate: Sand: 1380 Fly Ash: 90 Water: 256 Water Added: Air Entrain: Admixture: Conforma .... Conforming to Plan? YES Explain if "No": Inspector: A.WYCOFF Reviewer: Tett:Strength.. Tested Per: Conforms Y/N: Compressive Y/N: ASTM C39 Yes Yes Cast Date: 7/31/98 Fracture Type: (If "Other", than Cone ) Tested By: T.HALL Reviewed By: S.BROWN I ID # I Test Date 1 Field Cure I Age Days 'Size Inch [Area Sq Int Weight Lbs I Max Load Lbs I Strength PSI I Set # I 6926 8/28/981 281 6X121 28.27 6927. 8/28/981 .••.: 6928' 8/7/981 Test Results 28 6X121 28.27: 7! 6X12! 28.27! 01 120840; 42701 01 1178201 41701 CY 75730: 2680! 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. • Opus Northwest L.L.C. 200-412th Ave N.E. Suite 205 Bellevue, Wa. 98004 Attn: Joe Regarding Permit 4,419,4 Glacier Cg 901, Business .■ Center. Building A located at 18404 Ca 'Ave South has a class A built up roof system - per•17,1 Rec. * 3GIC see attached. ., Regarding. permit * D 98-0040 Building'B ; 1: .,„9d at 18436 . Cascade Ave South has a class A built up f.sysAem per J.M. spec. * 3GIC. See attached: . • -% _,12/29/1998 04:43 Manville U.L. Classifications Class A Max. Slope; 1 'I2 Deck: Non•Combust. Insutatidn: None • Surfacing: GlasKap'' Max Slope 1'• Deck: Non - Combust & Combust: Insulation: None Surfacing: GlasKap on FROMCUSTOM,ROOFING, INC. Three Ply Mineral Surfaced Fiber Glass Built -Up Roof Class B Max. Slope; 3" Deck: Non•Combust. & Combust. Insulation: None Surfacing; GlasKap General This epecitication is'toruse over any type of structural deck (without irisulatienj;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 poured or pre -cast, or over till made of lightweight insulating concrete. Design and installation of the deck and/or substrate must result in the roof draining freely and to outlets numerous enough and so located 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 pan of this specification. Fleshings Flashing details are available on separate specification sheets or can be found in the Built-Up Rooting Systems Products and Specifications Manual or the Manville Indus- trial/Commercial Roofing Systems Manual. Speciticeti t r For use over: Nailable De to 6" per fog, TO 4252515759 • t• N IC For Re9igp !y M ood or Other �s. on Inclines of 1 /4" P.02 GlasKap • • • , • MinaralSurtaco . •: Cap Shear • 60 4a0 8AMn • . 3' *elm 04m) , Nailaole,Cieck . Sheathing Pawn or Rqq iir a) yenlsuiauan • • I l • .... 7,4". ,nr..r, Materials pef i( ; pf Rggf Area Sheathing P Wood :board deco Felt Bitumen; Incline per fdpt Up l0 1" 1 "to3" 37 to 6" Approximate Application • Over wood beat used under Vie Note: On..fstot felts in miner perpendicular ott• Nominal Weight ;'Typeal, Flat 46 lbs, F, Type'ill, Steep 46 IDS. °F, Type IV, Special Steep 46 lbs. 0e1ght: 141 215 lbs. , one p► of sheathing paper must be to the de ck; s up to 1" per foot the roofing spAdica$ions maybe installed either I`to the roof incline. Felt IV • 1 layer TOTAL. P.02 1 ply 1 ply eet ; ' 1 ply .DEC- .30 -99 I5:09' FROM :TERRA ASSOCIATES i • • ID :2066214334 PAGE 2/3 ;. 4.' ERRA ASSOCIATES, Inc. • Consultants in Geotechnicai Engineering, Geology and . Environmental Earth Sciences December 30, 1998 Project No. T- 3613 -5 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 B 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 •• Structural fill placement and compaction Foundation subgrades REC EIVED CI I y OF 71/Kw /LA • Building floor subgrades JAN 1 3 1999 • Pavement subgrade PERMIT CENTER • Utility trench backfill 12525 Willows Road, Suite 101, Kirkland, Washington 98034 • Phone (425) 821 - 7777 } We also reviewed settlement data obtained from survey readings of settlement markers installed on the native subgrade prior to placing building fills. • Based on. our observations and testing, it is our opinion that the geotechnieal engineering elements of building construction were completed in general accordance with our recommendations and approved City of Tukwila construction drawings. , Results of compaction testing indicate that, in the areas tested, structural fill. and utility trench backfill was compacted to 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 to be of service to Opus Northwest, LLC on this project is appreciated. If you have an questions or require additional information, please call. Sincerely. yours, TERRA SSOCIA FILE COPY APPROVED P 'WKWILA RO V E D A A N 8 1399 BiA,.DING DIVISION £0'd 1U101 RECEIVED CITY OF TUKWILA JAN 0 7 1999 PERMIT CENTER £0/£0'd ZtiLT£SP w O 0 0 01 WOW S111 JH / OZNOOS 1.104 ti T 666 T- LO -Ntil Date: 5/98 By: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383.2422 253/383.2572 FAX a NAY 4 n Project C ,j GAVE No. J 8, ao g!gyp Subject Phone With/To Fax 0 Address U Faxed Pages (WM_ 4 /53.63 TES rRov pEv 'tS F} ,DR 71) i tl ?7tr-it . wr-vpO / 5Y7E►11 - S772KrLatti. 1-04vb . itgE n -i & LE S = 1551;0 Ix= )051 ;tiy L--"-pi Ito = 191, 3.5" ari ;n J E / = l fb Kam_ • t 11d _ 4 317 p Lnp)" '(3,11) ?. ct CI c ,... . C ,.C c. C CI. C� C 19, . a'�oo �'(,9)( (i� 610 1 ...(i ) 0)CI) GIB = 3111 fra4; .... 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(3) tO ❑ Page•U ❑ calculations. 0 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, :1 • •• • • .• • Date: 5/10 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX GE - z5mr-c, 'me C. Project COK CAVE' Subject With/To Address • 1 /s3.03 No. 1 3 8,20 Pagel-31ot El Calculations Phone Fax Fax # El Memorandum # Faxed Pages 0 Meeting Minutes 0 Telephone Memo oF soi-.r13 sYa: Cr • , 114)* .3c2)C1.0(69einl6D• PsP 13,ELov 4 nf - Fpr t 1 ,wr C2-5 - a(ioi)op) 1 , rLt Pt fT4Prf frr ..... fi „ „.... . I. : /Di • rilyesow Lrnet 4T yi'-oi' p yt2t5)z. q8.0)/3 . 1 la65 lb 4k If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. • Date: Project c 414 4 4A No 77339;x Subject Phone With/To Fax p Address N Faxed Pages 0 Page ❑ Calculations ❑ Fax ❑ Memorandum ❑ Meeting Minutes ❑ 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. Date: • Project OAS 44176.' No.1 . 33:g■air ' page , : .:. Subject Phone • 0 Calculations , . 0 Fax . . With/To Fax # Ell Memorandum Address # Faxed Pages . 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 . ...• • . • • ...... , . 1 . ' , . . . . , . . . . . . . • • . , . • It this does not meet with your understanding, please contact us in writing within seven days, THANK YOU. • TECHNICA outhcenter. South:In :dustrial: :Park Site . B d and Cascade'` Avenue South FEB 1 01996 -ozz Oles TERRA ASSOCIATE , 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: Dear Mr. DeMarre: Geotechnical Report Southcenter South Industrial Park - Site B Todd Boulevard and Cascade Avenue South Tukwila, Washington 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 Willows Road, Suite 101, Kirkland, Washington 98034 • Phone (206) 821 -7777 "Mr. Harry DeMarre'; July 8;;1997 The attached report describes our explorations and recommendations in greater detail. We trust this information is sufficient for your present needs. Please call if you have any questions or need additional information. • T eo ore J. Sche er, 1 Ole ... 4 t....-. 7 .4 1 , 14.‘P ' • EXP Sincerely yours, TERRA-ASSOCIATES, INC. V . , Kevin p: Roberts, P.E. Project Engineer Project No T-3613-2 Page No, ii Figures Vicinity Map • Exploration Location Plan Typical Settlement Marker Detail Retaining Wall Drainage Detail Field Exploration and Laboratory Testing TABLE OF CONTE 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. Page No. 2 3.3 Groundwater 3.4 Seismic Considerations Soil Liquefaction Page No. 3 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. 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. 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. 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. 4.1 General 4.0 DISCUSSION AND RECOMMENDATIONS 4.2 Site Preparation and Grading Page No. 4 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. 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. 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 C 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: 4.3 Fill Pre -load Page No. 5 July 8, 1997 Project No. T- 3613 -2 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. 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. 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 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 4.8 Lateral Earth Pressures July 8, 1997 Project No. T- 3613 -2 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 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. 4.9 Drainage 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. Page No. 7 6.0 LIMITATIONS July 8, 1997 Project No. T- 3613 -2 5.0 ADDITIONAL SERVICES Page No. 8 --- 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 1 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 -I 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 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. 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. • REFERENCE: THE THOMAS GUIDE, KING COUNTY, WASHINGTON, PAGES 655, 656, 685 AND 686, 1997 EDMON. 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 rr sso - o fs .1S" LO. 2 / I I I // 21 N / / '2.1 50"£ II, Oar. T 3 13761 on F. (3.159 AC.) _ ION TP -5 A" ( � O') Qt)L • TP -4 I3 at1L &G .,' woo I1I 4'n • WEST VALLEY HIGHWAY (SR -191) / gum 14X Of euu.rhoe. I:: L1A.0. ►S APPROXIMATE SCALE 80 0 80 'rdab` ss ' � / i _ --- - �� N// E a 1 160 feet TERRA ASSOCIATES 'otechnical Consultants LEGEND: 61 APPROXIMATE TEST PIT LOCATION APPROXIMATE BORING. LOCATION REFERENCE: 'UNTITLED AND UNDATED. SITE PLAN PREP BY OPUS NORTHWEST. EXPLORATION LOCATION PLAN SOUTHCENTER SOUTH INDUSTRIAL PARK TUKWILA, WASHINGTON Proj. No.3613 -2 I Date MAY 1997 I Figu N.7 TZlr IJ a CJs' OOLY re / 1 O 3 1 1� N � \ - - - - - -- = 5 \ II.00GY: T3 1376 _ • TP -5 5 TP -4 1.9t eke. Psd.n I61 IZEdin APPROXIMATE SCALE 80 0 • 80 OF bust-tat t& Lip, bs A004.9 to Crave. t9 Ra,.vto _ -- 7C.1� ! 10 /11p 6 e,.••.. . � _ — mot - -- � ezed -- v11'1�3o E 4 . j (L`¢1J 01.4 LAN( r a j WEST VALLEY HIGHWAY (SR -181) 160 feet S TP -2 TERRA -... ASSOCIATES "otechnical Consultants LEGEND: Q9 APPROXIMATE TEST PIT LOCATION 41- APPROXIMATE BORING LOCATION REFERENCE: UNTITLED UNDATED SITE PLAN PREPARED aY OPUS NORTHWEST. EXPLORATION LOCATION PLAN SOUTHCENTER SOUTH INDUSTRIAL PARK — SITE B TUKWILA, WASHINGTON Proj. No.3613 -2 I Date MAY 1997 I Figure 2 • , R TERRA L. ASSOCIATES ''otechnical Consultants STEEL ROD --\ HEIGHT VARIES SURCHARGE (SEE NOTES) OR FILL PROTECTIVE SLEEVE SURCHARGE : ; •. • •• NOT TO SCALE 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. 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. TYPICAL SETTLEMENT MARKER DETAIL SOUTHCENTER SOUTH INDUSTRIAL PARK — SITE B TUKWILA, WASHINGTON Proj. No. 3613 -2I Date MAY 1997 I Figure 3 ,. /i ,. \ .\ 12" MINIMUM WIDE — FREE- DRAINING GRAVEL � — � — 12" OVER THE PIPE T TERRA ASSOCIATES Geotechnical Consultants 4" DIAMETER PVC PERFORATED PIPE SLOPE TO DRAIN NOT TO SCALE 3" BELOW THE PIPE • EXCAVATED SLOPE (SEE REPORT FOR APPROPRIATE INCLINATIONS) COMPACTED STRUCTURAL BACKFILL RETAINING WALL DRAINAGE DETAIL SOUTHCENTER SOUTH INDUSTRIAL PARK — SITE B TUKWILA, WASHINGTON Proj. No. 3613 -2I Date MAY 1997 I Figure 4 APPENDIX A FIELD EXPLORATION AND LABORATORY .TESTING Southcenter South Industrial Park - Site B Tukwila, Washington 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 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 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 -8 and A -9. Project No. T- 3613 -2 MAJOR DIVISIONS - • LETTER SYMBOL TYPICAL DESCRIPTION Cl) _ E O co .N CO v, f4 W a? Z co • y E Q c 0 N o W a Z tY w c c° O c .c U GRAVELS More than 50% of coarse fraction is larger than No. 4 sieve Clean Gravels (less than 5% fines) GVV Well- graded gravels, gravel -sand mixtures, little or no fines. GP Poorly- graded gravels, gravel -sand mixtures, little or no fines. Gravels with fin GM Silty gravels, gravel- sand -silt mixtures, non - plastic fines. GC Clayey gravels, gravel- sand -clay mixtures, plastic fines. SANDS More than of coarse fraction is smaller than No. 4 sieve Clean Sands (l than 5% nes) /° fi 50% 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 E o m W Z N 2 u m Ze c � , U E a2 m _ Z 0 IL 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 Liquid limit is greater CLAYS MH Inorganic silts, elastic. than 50% CH Inorganic clays of high plasticity, fat clays. OH Organic clays of high plasticity. HIGHLY ORGANIC SOILS PT Peat. DEFINITION OF TERMS AND SYMBOLS CI Ca `o z < Standard Penetration Density Resistance in Blows /Foot 2" OUTSIDE DIAMETER SPLIT T SPOON SAMPLER 2.4" INSIDE DIAMETER RING SAMPLER 1 OR SHELBY TUBE SAMPLER Y WATER LEVEL (DATE) Tr TORVANE READINGS, tsf Pp PENETROMETER READING, tsf DD DRY DENSITY, pounds per cubic foot LL LIQUID LIMIT, percent P) PLASTIC INDEX N STANDARD PENETRATION, blows per foot Very loose 0 Loose 4 - 10 Medium dense 10 - 30 Dense 30 - 50 Very dense >50 g Consistency 0 `a ii) Standard Penetration Resistance in Blows /Foot Very soft 0 -2 Soft 2 -4 Medium stiff 4 -8 Stiff stiff g 3 2 Hard >32 TERRA ASSOCIATES Geotechnlcal Consultants UNIFIED SOIL CLASSIFICATION SYSTEM SOUTHCENTER SOUTH INDUSTRIAL PARK SITE B TUKWILA, WASHINGTON "`���' Proj. No. T- 3613 -2 Date May 1997 Figure A -1 a. .:zW -n " - - - (0 to 6 inches TOPSOIUSOD) FILL: Gray with brown mottles, sandy SILT with gravel, very loose. saturated. (MLA 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. (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. - _ (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. 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 TERRA ASSOCIATES Geotechnlcal Consultants 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 -2I Date May 1997 I 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 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 = - 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. 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 C TERRA ASSOCIATES Geotechnical Consultants Test Pit No. TP -3 Soil Description Test Pit No. TP -4 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 -2I 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 = _ _ - 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 fo ot becoming medium dense, moist to 5 feet becoming saturated. (SM 17.1 38.1 37.5 LL = 44 PL = 34 PI = 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. ..... rw+. rv... ar.. ia�.u'tLC4U'LXL1hRfYl.�w +...r.x 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 TERRA ASSOCIATES Geotechnical Consultants Test Pit No. TP -5 Soil Description Test Pit No. TP -6 Soil Description Moisture Content ( % ) Moisture Content ( %) Approximate Elev. Approximate Elev. TEST PIT LOGS SOUTHCENTER SOUTH INDUSTRIAL PARK SITE B TUKWILA, WASHINGTON Proj. No. T- 3613 -2I Date May 1997 j Figure A -4 _ _ (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) 18.3 36.7 31.3 Z - — _ _ Gray sandy SILT, very fine sand, medium stiff, moist, slight plasticity. (ML) Black silty SAND, fine grained, loose, saturated. (SM) - - - Test pit terminated at 11 feet. Ponded water draining into pit at surface. • Light seepage and heavy caving below 6.5 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 5 15 TERRA ASSOCIATES Geotechnical Consultants Test Pit No. TP -7 Soil Description Test Pit No. TP -8 Soil Description Moisture Content ( %) Approximate Elev. Moisture Content ( %) Approximate Elev. (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. TEST PIT LOGS SOUTHCENTER SOUTH INDUSTRIAL PARK SITE B TUKWILA, WASHINGTON Proj. No. T- 3613 -2I Date May 1997 1 Figure A -5 Logged by: DPL Date: 5/15/97 U( Boring No. B -1 Approximate Elev. Soil Description Consistency/ Relative Density Depth (ft.) Sample (N) Blows/ ft. Moisture Content ( %) Groundwater Level FILL: Brown sandy silt with some gravel, wet. (ML) Stiff _ - - 9 5 3 6 20 3 11 12 5 7 11 39 6 13 45 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( 4r Black SAND to silty sand, saturated, fine grained. (SM /SP) - Medium Dense to Very Loose -10 - _ —15 I Gray clayey SILT, interbedded with black silty sand, wet, fine grained, peaty wood pieces in silt. (ML/SM) Stiff to Medium Dense - 20 _ L25 - - i Gray clayey SILT, wet, peaty wood pieces. (ML/Pt) Stiff 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 T Boring terminated at 39.0 feet. Groundwater seepage encountered at 8.5 feet. TERRA ASSOCIATES Geotechnical Consultants BORING LOG SOUTHCENTER SOUTH INDUSTRIAL PARK SITE B TUKWILA, WASHINGTON i --�� ` , , • • ma Proj. No. T-3613-21 Date MAY 1997 Figure A -6 ( Logged by: DPL Date: 5/15/97 . C Boring No. B -2 Approximate Elev. Soil Description Consis tency/ Relative Den Depth (ft.) (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 _ _ Brown to gray clayey SILT, wet, non - plastic. (ML) Stiff - - — 10 _ - - - 15 _ _ 20 Black SAND, wet, fine- grained. (SP) Loo; Gray clayey SILT to gray clay, wet, plastic peaty wood pieces. (MUCL) Medium Stiff Very to Soft Gray silty SAND, wet, fine- grained. (SM) Loose Whiteish brown SILT with peaty wood pieces, slight plasticity, wet. (ML/Pt) Soft - _ Gray clayey SILT to clay, wet, plastic. (ML/CL) Stiff — 25 Black SAND, trace silt, wet, fine to medium grains. (SP /SM) Loose - 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 SAND, wet, fine to medium grains. (SMi Dense Boring terminated at 39.0 feet. Groundwater seepage encountered at 14.0 feet. TERRA ASSOCIATES Geotechnlcal Consultants BORING LOG SOUTHCENTER SOUTH INDUSTRIAL PARK SITE B TUKWILA, WASHINGTON N `' Proj. No. T- 3613 -2 Date MAY 1997 Figure A -7 ,, Y' ,. ti• rv7. d ^ :S.a =' it F 0 0 Ci C.) W tfl a w V) o V) 0 Q Z Z Q W E ()) .001 .002 .003 .004 .006 .008 .01 .02 .03 .04 .06 200 100 60 20 10 4 1/4 3/8 1/2 3/4 1 1 1 /2 2 3 4 12 0 0 0 rn 0 CO PERC�,i COARSER BY WEIGHT N 0 0 0 0 0 0 0 • TERRA -.. ASSOCIATES otechnical Consultants 0 uiiiiuuu.iiuuuuuuu uii.nui..iui uuuui. MMOUini ■ 11■ 111 ■ 11121111212 ■1112■ ■21 2 2 2 2 /1111 212 2 11 2 l 1 rni � 11■■2■11 ■■222■221■■■■■ ■22 ■1■■■1■ ■■11� IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII iiuniiIUuiuiuui■ ■■iuiiaiuu■■iaiuuiuiMMOOMMiuuni IfPIIIIuINUNIM uUUPaluhINKBUINlUhwne Jp Pry I S w i • i I I • • uuur iuuiiaiii uuuniiii mom aui u■uiuuiuunu IIIIIIIIIIHIIIIIIIIIIIIIIIIIIIIIIIIUIIIIIIIIIIII lieu■ unuuuii ■■mummimuuiiiuu«miiiiuiwni i 0 PERCENT FINER BY WEIGHT 0 N 0 8 .001 6 8 .004 .006 .008 .01 .02 .03 .04 .06 .08 .1 CC w .2 � .3 J .45g .6 .8 N U, 2 Z CC 3 c) 4 10 20 30 40 .002 .003 60 80 100 200 300 e W w tai W J O U J a J -J 0 0. • U N a, 0 N C-) N Proj. No.3613 -2 I Date MAY 1997 Figure A -8 M N 0 0 rr i • 0 GRAIN SIZE ANALYSIS SOUTHCENTER SOUTH INDUSTRIAL PARK — SITE B TUKWILA, WASHINGTON To: Permit Center, Kelcie Peterson From: Public Works, Gary 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 S8.00 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 turnover 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 to consult the turning templates for additional information. cc Alexa Berlow Jack Pace Nick Olivas Joanna Spencer July 17,1998 Gary Barnett Public Works Department City of Tukwila 6200 Southcenter Blvd Tukwila, WA 98188 Dear Mr. Barnett, Re: Traffic Mitigation Cascade Business Park — D98 -0040 Opus Northwest, Inc. RECEIVED CITY OF TUKWILA JUL 2 01998 PERMIT CENTER WARREN ( O \I I' .\ N Rea! 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. 500 Union Street. Suite 900 Seattle. Washington 98101 Tel: (2061749.9484 Fax: (206) 749.9483 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. . 9888 Carroll Centre Rd. Suite 100, San Diego, CA 92126 (619) 578 -3000 (800) 821 -1573 MI -ZONED PARCEL 4400 S. 131st St. Tukwila, WA 98168 Assessor #: 734920 -0220- 05,0225 Sale Price: $369,000 SqFt: 43,296 Units: 0 Cap Rate: 0.00% Legal: Lots 6 thru 10 blk 4 Riverton Seller: Phyllis A. Dickey, Buyer: Theodore D. Jorve, (206) 933-8275 Down Payment $186,000 Financing Sellec . .. Bal: $183,000 COMP #: KGC- 51217 -03 -97 Map: 655 -E 1 Recording Date: 12/18/96 S /SqFt: $8.52 S/Unit: SO • Zoning: MI, TUKWILA SPECULATIVE R&D BUILDING 12600 Interurban Ave. S. Tukwila, WA 98168 Assessor #: 000480- 0010 -07 Sale Price: $1,440,747 SqFt: 192,100 Units: 0 Cap Rate: 0.00% Legal: . Lot 3 -B City of Tukwila Seller: AE Reo III LLC, The O'Connor Group (818) 637-7770 Buyer. Teutsch Invs. & E. Valley 34 LLC, John Teutsch (206) 728-1130 Down Payment $1,440,747 Financing Not Applicable: all cash sale Bal: S0 COMP #: KGC - 51280 -06 -97 Map: 655-F1 Recording Date: 04/03/97 $ /SqFt: $7.50 S/Unit: SO Zoning: LCI, TUKWILA SPACE -FISH HABITAT COMP #: KGC - 52114 -01 -98 final Way S 10054 E. Tukwila, WA 9 Assessor #: 562420 -097 Sale Price: $850,000 SqFt: 36,025 Units: 0 Cap Rate: 0.00% Legal: Por trt 55 Moore's 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 $850,000 Financing Not Applicable: all cash sal Bal: $O Map: 625 -D5 Recording Date: 12/04/97 S %S21Ft`23.59 S/Unit: $0 Zoning: M2, KING Vacant Land Vacant Land Vacant Land Ouick Comp Report Friday, July 10, 1998 Page 2 Licensed by: Colliers Macaulay Nichols RECEIVED CITY OF TUKWILA Jul_ 201998 PERMIT CENTER The information contained herein has been received from whet are believed to be reliable sources but no guarantee as to its accuracy is expressly or implicitly made by COMPS InfoSystems, Ince. COMPS is a Indanark of COMPS InfoSystems, Inc. Reproduction in any form without the expressed written consent of COMPS InfoSystems, Inc. is prohibited. All rights reserved. Copyright 1997 by COMPS InfoSystems, Inc. TO- 2067499483 Mr. Dana Warren WARREN COMPANY 500 Union St., Suite 900 -Seattle, .WA 98101 Dear Mr. Warren: LDH:es TRANSPORTATION PLANNING '.& ENGINEERING, INC. Re: Glacier Building and Cascade Building Traffic Impact Fees - If you have any questions please call me. 2101. • 112th AVENUE June 23, 1998 RECEIVED Crry OF TUKWILA JUL PERMIT CENTER Per your request we were set to calculate the pro -rata share contributions for City 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 old rate. Therefore, the noon peak hour grips 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 can-be used for the PM peak hour trips generated. Very truly yours, N.E.. SUITE 110 - BELLEVUE, WASHINGTON 98004 TELEPHONE (423) 455.3320 FACSIMILE (425) 453.7180 TRANSPORTATION PLANNING & ENGINEERING, INC. Larry D. bbs, P.E. Transportation Engineer T083297xtra.doc CASCADE BUILDING TRAFFIC IMPACT ANALYSIS Mr. David Kessler OPUS NORTHWEST LLC 200 112th Ave. N.E., Suite 205 Bellevue, WA 98004 Prepared by TRANSPORTATION PLANNING & ENGINEERING, INC. 2101 -112th Ave. N.E., Suite 110 Bellevue, Washington 98004 Telephone - (425) 455-5320 • FAX - (425) 453-7180 [EXPIRES 9/15/v5 1 July 10, 1998 Ms. Kelcie J. Peterson Permit Coordnator City of Tukwila 6300 Southcenter Boulevard Tukwila, WA 98188 AHBL Project: Cascade Business Park - Building B, Our File No. 97338.10 Subject: Second Submittal for Cascade Business Park Building B 18404 Cascade Avenue South City Permit #098 -0040 Dear Kelcie: 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. Dqsc4o PRINCIPALS: GEOFFREY HODSDON. P.E. SE ALLAN E. SESSETTE P.E. S.E GEORGE J. LINDSAY. RE. SEAN M COMFORT. RE. PAUL a McCORMICK. PS A ASSOCIATES: DOREEN S GAVIN. P.E THOMAS R. HICKS, PE TIMOTHY D. HOLDERMAN 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. RECEIVED CITY Of TUKWILA JUL 1 31998 PERMIT CENTER 2215 NORTH 30TH STREET SUITE 300 TACOMA, WA 98403 PH: (206) 383 -2422 FAX: (206) 383 -2572 ahbl Inc ®ix.netcom.com A • HBL David W. Spiller Project Engineer DWS/jlg onalus matter. 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. A pplicant 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. No longer require& f , you have any questions, please contact meat (253) 383 -2422. Thank you for your assistance RECEIVED CITY OF 'TUKWILA JUL 1 3.1998 PERMIT CENTER Cascade Buildings Comments (From Redlined Plans - starting at the top left): Sheet Cl .. 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. 4. City comment, "Where do footing and or underslab drains connect, see detail 51.0/4. 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. 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 CITY RECEIVED TUKWILA JUL •1 31998 PERMIT CENTER From: pans Warren To: Dave Spitler 08i20/98 08:23 FAX 253 274 47 . • ' Date: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX Date: 7/9198 lime: 1:00:48 PM Page 11 of 12 AHUL ENGINEERS 21010/011 Project No. 0 Page of Subfact Phone 0 Calculations WIth/To Fax 0 0 Fax 0 Memorandum Address 0 Faxed Pages 0 Meeting Minutes 0 Telephone Memo I — 74 •N, /, Copies to: N.V6-- V•i TE. 12- de, I ST012-1 PP-AiN1 \ to" R.coF \-0 07/09/98 THU 13:04 It this does not meet with your understanding, please contact us In writing within seven days. N YOU. FG . c . [TX/RX NO 53971 I/011 • RECEIVED CITY OF TUKWILA L 1 3 1998 PERMIT CENTER • ': . ,.:• ::-:-,•..::•• .,.,:; - : ,.:::-:„.:, —,_......:—.......:—.:.....—...-- — . , . • From:Dana Warren To: Dave spiller 06/25/98 08:24 FAX 253 274 H1L 0 Page ot Project No. SUbjet . Phone • 0 Calculations With/To Fax It 0 Fax • . Address 0 Memorandum • SI Faxed Pages 0 Meeting Minutes 0 Telephone Memo ■ ! ! ■ , I I i Date: By: Date: 719198 Time: 1:00:48 PM ATIBL ENGINEERS r Co t :2R r-1 \<; \ 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX \ 11 \ID facc PRAINI A•P this does not meet with your understanding, please contact us in writing within seven days. TH Page 12 of 12 h0111011 0 RECEIVED • CITY OF TUKWILA JUL 1 3 1998 PERMIT CENTER 07/09/98 THIJ 13:04 [TX/RX NO 53971 1 Space Heat Type • Electric Resistance All Other GLACIER, CASCADE BUSINESS CENTER Glazing Area Calculation Total Glazing Area (rough opening) (vertical & overhd) divided by Wall Area times 100 equals % Glazing - X100= °% Concrete Masonry Option a Check here if using this option an if project meets all requirements for the ConcretelMasonry 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 . $VILDi '$ Applicant Name: ANTHONY SCONZO Applicant Address: 919 124TH AVE NE #101 BELLEVUE, WA Applicant Phone: 425 455 -3203 4 _ RECEIVED FEB 2 A 1998 Envelope Summary Climate Zoir 1 ENV -SUM 1994 Washington State Nonresidential Energy code Compliance Forms Project Description New Building ❑ Addition ❑ Alteration ❑ Change of Use April, 1994 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 SHGC (or SC) Vertical /Overhead Glazing 1 Semi- heated space` Minimum Insulation R- values Roofs Over Semi- Heated Spaces' Notes: SEz 5tlmTS Qy.o l 4 A2,oZ FOR T►1 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 ConcretelMasonry 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 D1co4o RECEIVED CITY (IF TUKWILA FEB 1 0 1998 PERMIT CENTER Building Permit P s Checklist ENV -CHK 1994 Washington Slate Nonresidential Energy Code Compliance Forms ' .- • Second Edition • June 1995 Project Address/ gC c t su5In /)fA .� , Aak IDate Ae 5e e � j The following Information is necessary to check a building permit application far compliance with the building envelope requirements in the Washington State Nonresidential Energy Code. Applicability pplicability c1 11 f Code 1Component Section Information Re q wired I Location on Plans I Building Department Notes GENERAL REQUIREMENTS (Sections 1301 -1314) " 1301 Scope Unconditioned Unconditioned spaces identified on plans It allowed ft7 &( r v 1302 Space heat type (f/1 it yea no n. a. electric resistance ye no n.11. Other Semi - heated spaces Indicate on plans that electric resistance heat is not allowed Semi - heated spaces identified on plans if allowed Ago% 41, It AS.1 e no n.•. 1310.2 1311 Insulation R 1( War. 0 no n. a. 1311.1 Instil. installation Indicate densities and clearances I 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 45'.p1-Q yes 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; ■ yes n.e. 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 r + I , yea no n.e. 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 e p � p I /V a+,�„ T �� rya+ TT/ Avihei 5 on ( 1 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,e 1312 Glazing and doors Provide calculation of glazing area (including vertical and overhead) as percent of gross wall area yes 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 yes no . 1313.1 Vapor retarders Indicate vapor retarders on warm side yea no 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 yes no e . 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 yee no 1314.1 bldg. envoi. sealing Indicate sealing, caulking, gasketing, and weatherstripping yes no 1314.2 Glazing/door sealing Indicate weatherstripping yea no, n.a 1314.3 Assemb. as ducts Indicate sealing, caulking and gasketing PRESCRIPTIVE/COMPONENT PERFORMANCE (Sections 1320 -23 or 1330.34) you no Envelope Sum. Form Completed and attached. Provide component performance worksheet if necessary Provide ENVSTD screen 1 output if necessary • 1 1994 Washington State Nonresidential Energy Code Compliance Form If "no" is circled for any question, provide explanation: Project Info Project Address Date 2. _S - Se, &LAC( M C-NS/ V BOL . For Building Department Use f/b►e + groo5 TV MO C.A W& SVI DINEt ►,fir Applicant Name: 401 � S Got u, „ S ,,k C It r7 t "t \ Applicant Address: 7 (C 2 44 , Avt_ o 01 f3e (fe Applicant Phone: 42, , if-Ss S'Lp 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 W -E#10us.. 0.2 W /ft 63 oiodf 31 502 Open Parking FOTOag. OFFICE 0.2 W /ft !,00 8 i 4100 Outdoor Areas 0.2 W /ft Bldg. (by facade) 0.25 W /ft Bldg. (by perim) 7.5 W /If t3"1 I 1 3 '1'2.,5 Location (floor /room no.) Occupancy Description Allowed Watts per ft '• Area in ft Mowed x Area 5 101 W -E#10us.. 0.5 ` 63 oiodf 31 502 NA FOTOag. OFFICE 1.2 !,00 8 i 4100 Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts Location (floor /room no.) Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts • Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts Lighting Summa LTG -SUM 1994 Washington State Nonresidential Energy Compliance Forms lay'. rvaJflillytur1 Otdte lvunfeblutln uai cnaiyy IJUUG VJIIIf/11aI1VC 1 vli7f Project Description w Building ❑ Addition ❑ Alteration Second Edition - June 1.95 Compliance Option ❑ Prescriptive ,jXUghting 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) •• From Table 15 -1 (over) - document all exceptions taken from footnotes Total Allowed Watts 3 of. go 2 Proposed Lighting Wattage (Interior) (May not exceed Total Allowed Watts for Interior) Maximum Allowed Lighting Wattage (Exterior) Note: for building exterior, choose eitner the facade area or the perimeter method, but no both) Proposed Lig hting Wattage (Exterior) (May not exceed Total Allowed Watts for Exterior) Total Allowed Watts i o 3 y 1 S Space Heat Type • Electric Resistance C4 All Other Glazing Area Calculation Total Glazing Area (rough opening) (vertical & overhd) divided by Wall Area times 100 equals % Glazing - X 100= e% Concrete Masonry Option . . Check here if using this option an if project meets all requirements for the ConcreteRVasonry Option. See Decision Flowchart for yualiflcations. Enter requirements for each qualifying assembly in the table below. Project Info Project Address: GLACIER, CASCADE BUSINESS CENTER Date 02 -05 -1998 TUKWILA, WA . BViL t N6 '6 Applicant Name: ANTHONY S ONZO Applicant Address: 919 124TH AVE NE #101 BELLEVUE, WA Applicant Phone: 425 455 -3203 Envelope Summat Climate Zo. ie 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 Roofs Over Attic Minimum insulation R- values 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 Semi - heated space' Minimum Insulation R- values Roofs Over Semi- Heated Spaces' Notes: - ........... rAgiattoWle~rr~nolallatexrirn.Msrotavorro mv...uenoorst .maXInnvi 65E 5{{wTS A2. o 4 A2.02 foR TAI New Building ❑ Addition ❑ Alteration ❑ Change of Use £QM1'O11. D'7b oo4o CITY E OFTUKWIL A FEB 1 0 1998 PERMIT CENTER April, 1994 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 Building Permit : ns Checklist ° > ENV -CHK 1994 Washington State Nonresidential Energy C•ae Compliance Forms Second Edition • June 1995 Project Address/• c c 4g apt gu 5If 45 t ill Air • V y_ , . As kA Date A a 5 . eb The following Information is necessary to check a building permit application for compliance with the building envelope requirements in the State Nonresidential Energy Code. Applicability (circle) Code Section Component Information Required Location on Plans Building Department Notes GENERAL REQUIREMENTS (Sections 1301 -1314) 1301 Scope Unconditioned spaces identified on plans it allowed ( #Z 1302 Space heat type ji/t,, { -�TR -5 yes (2) n.e. Electric resistance ye no n.a. Other Indicate on plans that electric resistance heat Is not allowed fra.o) #C, e no n.e. 1310.2 Seml- heated spaces Semi - heated spaces identified on plans If allowed U 1311 Insulation i2 If goer' A5.01 4 yea no n. e. 1311.1 Insul. installation Indicate densities and clearances II yes no n.e. 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 baits OA ti yes n.e 1311.3 Wall insulation Indicate A -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; . 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 14 y yee no n.e. 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 fr p 1 MSC on (1 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.e 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 . 1313.1 Vapor retarders Indicate vapor retarders on warm side yes no 1313.2 Roof /ceiling vap.ret. Indicate vapor retarder on roof section; Indicate vap. retard. with sealed seams for non -wood strut, yea no • .. j 1313.3 Wall vapor retarder Indicate vapor retarder on wall section yea 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 yee no 1314.1 Bldg. envel. sealing Indicate sealing. caulking, gasketing, and weatherstripping yea no ER'► 1314.2 Glazing/door sealing Indicate weatherstripping yea no, n.e1) 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 ..i•ai. \�'1:r5.::g3:...n ... :.5;.:.a w.xwn ..... ..._. 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 or per If Date Z _s - 5e, G LAG (M C4scA-D p Business ,. z..r, .. For Building Department Use v &e 1 groo5 TVk4 /1L.A W BU((LDIN I S 63_,0o4 Applicant Name: Arptfikokh 5ath � S It •` l ik r 1 1 ,� c Applicant Address: fir c t Ze 4,4 � o r O I f e ((e Applicant Phone: .qt , S f cc_ "320" 8 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 WAR -S iovs , 0,2 W /tt2 63_,0o4 3I 502 Open Parking Faro t OFFICE- 0.2 W /ft' ` ' Do - 0 8 Outdoor Areas 0.2 W /ft Bldg. (by facade) 0.25 W /ft2 Bldg. (by perlm) 7.5 W /If ( #. 1 1 .. ] o 3 `uu,'Z, 5 Location (floor /room no.) Occupancy Description Allowed Watts per ft •' Area in tt Allowed x Area ,13 1°1 WAR -S iovs , 0 •S 63_,0o4 3I 502 N4 Faro t OFFICE- 1.2, ` ' Do - 0 8 Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts Location (floor /room no.) Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts Lighting Summ LTG -SUM 1994 Washington State Nonresidential Ens 's Compliance Forms I IVUI IfebtUel 11141 CI leiyy ■✓uuO iv j.inauuc �1 u1n�� Project Description Building ❑ Addition ❑ Alteration Compliance Option ❑ Prescriptive , Lighting 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) From Table 15.1 (over) - document all exceptions taken from footnotes Total Allowed Watts of C 1 o Proposed Lighting Wattage (Interior) (May not exceed Total Allowed Watts for Interior) Maximum Allowed Lighting Wattage (Exterior) Note: for building exterior, choose either the facade area or the perimeter method, but not both) Proposed Lighting Wattage (Exterior) (May not exceed Total Allowed Watts for Exterior) Second Edition • June 1995 Total Allowed Watts r • . Sheet C3; Minor issues only, revisions made and calculations provided. t Cascade Buildings Comments (From Redlined Plans - starting at the top left): Sheet Cl 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 . 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. 5. City comment, "Where do footing and or underslab drains connect, see detail S1.0/4. The Geotechnical report stares 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. 6. The city is requesting a pedestrian access through the site. The owner is working an agreement out with city. 7. 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. 8. 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. RECEIVED CITY OF TUKWILA JUN 2 6 1998 PERMIT CENTER Date: Copies to: } l Project . No 0 Page 9 of Subject Phone : 0 Calculations With/To Fax 1t 0 Fax ❑ Memorandum Address # Faxed Pages ❑ Meeting Minutes ❑ Telephone Memo 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383.2422 253/383.2572 FAX \ RECEIVED CITY OF TUKWILA JUN 2 6 1998 \ PERMIT CENTER J If this does not meet with your understanding, please contact us in writing within seven days. THAN YOU 1 rn 0. 0 76 Date: Copies to: Project No. Subject Phone With/To Fax # Address # Faxed Pages • 541 STo t✓ ❑ Page of 0 Calculations DFax 0 Memorandum 0 Meeting Minutes ❑ Telephone Memo 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383 -2572 FAX 12 SToa1- 1712.A.11-4 RECEIVED CITY OF TUKWILA JUN 2 6 1998 PERMIT CENTER \ III j?cc,F DRAIKI \ o 0 ,t r d ;vo air if thls does not meet with your understanding, please contact us in writing within seven days. THAI* YOU. rn RECEIVED CITY OF .TUKWILA. FEB 1 01998 PERMIT CENTER THAT PORTION OF LOTS 3 AND 4, OF THE PLAT OF SOUTHGENTER SOUTH INDUSTRIAL PARK, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 41 OF PLATS, PAGES 22 THROUGH. 25, RECORDS OF KING COUNTY, WASHINGTON, LYING EASTERLY . OF A. LINE DESCRIBED AS FOLLOWS, r " 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 4 THENCE SOUTHEASTERLY ALONG A CURVE TO THE LEFT, THE CENTER OF WHICH BEARS NORTH 66•24'4q' EAST HAVING A RADIUS OF 454:28 FEET AN ARC DISTANCE OF 245.48 FEET THROUGH A CENTRAL ANGLE OF 3O'3/ THENCE SOUTH II'2350" VEST, A DISTANCE OF 1536 FEET TO 'THE SOUTH LINE OF SAID LOT 4, AND THE TERMINUS OF SAID LINE. STORM DRAINAGE REPORT FOR OPUS - CASCADE SITE DECEMBER 1997 V Prepared For: Opus Northwest, LLC 200 112th Street NE, Suite 205 Bellevue, WA 98004 Prepared By: David W. Spiller, Project Engineer Reviewed By: Allan E. Bessette, P.E., S.E., Principal 97338.10 RECEIVED CITY OF 1 UKW ILA FEB 1 0 1998 PERMIT CENTER HBL CIVIL &STRUCTURAL ENGINEERS•PLANNERS - D9a- oo1Fo STORM DRAINAGE REPORT FOR OPUS - CASCADE SITE DECEMBER 1997 Prepared For: Opus Northwest, LLC 200 112th Street NE, Suite 205 Bellevue, WA 98004 • . •. ," „, . Prepared By: David W. Spiller, Project Engineer Reviewed By: Allan E. Bessette, P.E., S.E., Principal 97338.10 RECEIVED CITY OF TUKWILA FEB 1 0 1998 PERMIT CENTER 1 AHBL TtlkAL ENGINEERS•PLANNERS • ;, AHBL, INC, DECEMBER 1997 Prepared For: Opus Northwest, LLC 200 - 112 Avenue NE, Suite 205 Bellevue, WA 98004 Prepared By: David W. Spi Iler, Project Engineer Reviewed By: Allan E. Bessette, P.E., S.E., Principal 97338.10 This analysis is based on data and records either supplied 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. • TABLE OF CONTENTS SECTION 1. Project Overview 1 1.1 Purpose and Scope 1.2 Pre - Development Conditions 1 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 8. Maintenance And Operations Manual 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 3. 3 4 4. 5 5 1. 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 A 1-41:1 1 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 or less than the 2 -year, 24 hour event through an oil water separator. A I-T R T 2 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 (KCSWDM) does not require treatment for runoff generated by roof surfaces, therefore no stormwater treatment is provided for the roof runoff. 2.4 Soils 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 and convey 2.2 Cubic Feet per Second (cfs) of stormwater during the 25 -year event. Building B's storm sewer will collect runoff from approximately 2.0 acres and convey 3.9 cfs during the 25 -year event. After the storm sewers A F-T RT . 3 were sized to handle the 25 -year event, a 100 -year event was routed through both systems and a back water calculation was performed to determine the water surface elevation in the systems. The calculated 100 -year flows are 2.9 and 5.1 cfs for Building A and B respectively. Some minor on -site flooding will occur during the 100 -year event for the storm sewer for Building A's storm sewer. The back water calculations show over topping of several catch basins. The over toping 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. 7. OTHER PERMITS 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. AHRT . 4 • 6. SPECIAL REPORTS AND STUDIES 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. �` ,.„ , 1 . • , • , . • , " MAINTENANCE AND OPERATIONS MANUAL A maintenance and installation manual has been provided for the oil/water separators and is included in Appendix C. 9. SUMMARY AND CONCLUSIONS The storm system was sized per (KCSWDM) for the 25-year event. The 100- year event was routed through the system and a back water calculation performed. The back water calculations showed over topping of the catch basins less than 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. Stormwater 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 be by-pass 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. AHBL, Inc. A L_T T David W. Spiller Project Engineer DWS/CAD/wsn December 1997 9733810.rep Al Bessette Principal 5 . • • 1:■":1 AL,DESCRIPT. PARCEL D Lot 4 of Tukwila short plat No. 77 -45 as recorded under recording No. 7711080966, records of King County, Washington Situated in the county of King, State of Washington A n easement for ingress and egress as disclosed by Tukwila short plat No 77 -45 under recording No 7711080966 for the benefit of Lots 3 and 4 of said short plat: Except any portion thereof lying within Lot 4 of said short �. • PENDI)( C arator Sizing, Installation an Manual ■•• AP PENDI X A Figures Fig ure .1 - Site Vicinity Map Fig ure 2 Topography Map Figure 3 - Soil Survey F igure 3A - SCS Soils Map igure 4 Legal Description Figure 5 - Basin Map I IT YA &Ca PAL • 571.4., :17 • . it'll is cc s tit r! ` sa/-t:.r*_i v ! c I tray 1 UU Z5 ; 3 17.6TS 4 sT 1 l carzsr¢• i [ �� $ ' um 1 ' av:rur ! ■ r x 157 - f / j _ _fviVi � IL/ =i 1C01 4 as • L 1I ' :- `; - r � • t . f ��E 4; 12 ... r ' F •n;n_�_a cg•,i i ! _ ii; a sa•,.5 a1 sr f I f .'•: 1 f . • M5tL 2cc s S t'r+'+ ST I 5 1I ' ST • 'a r r • s <iH�n S t_ar. r • 1 I _ :1 I :212TH • i ST S 212TH 5 HBL C I V I L G S 7 R v e T u R A ENCINEERS•PL 2:15 wtn Zs Sv..: S.4, SN /mow rA 9641 Iron ;511 tt1.2422 fa. (2511 13S -2522 y/C/NJrY P HBL VIL TuR ENC1NEERS•Pt. ANNERS sco 340 ;No, ;:13I !!!!..1.:4!.. ( 44 !nil 5C5 SOIL._ MAP 3A CAV s S rRuC rU L ENCINEERSAPLANNERS st Suva k.0 J� � ,.,,., . .4 1MJJ . 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 5/2) 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 (IOYR 3/2) and dark grayish -brown (2.5Y 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 (5Y 5 /1) very fine sandy loan, 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 (2.5Y 4/2), yellowish -brown (10YR 5/4), yellowish -red (5YR 4/6), and dark reddish -brown (SYR 3/3) loamy sand and silt loam, light gray (2.5Y 7/0), reddish brown (5YR 4/4), and yellowish red (5YR 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 (5Y 5 /1) very fine sandy loam, light gray (5Y 7/1) dry; many, fine, prominent, yellowish -brown (10YR 5/4) mottles and few, fine, prominent, yellowish -red (5YR 4 /S) and red (2.5YR 4/6) mottles, light yellow- ish brown (10YR 6/4) and yellowish red (5YR 4 /S) S C oil. 5 E,xhlb ;r 3B. Newberg silt loam (Ng).- -This soil is in long, narrow areas that range from S to more than 100 acres in size. Slopes are less than 2 percent and are mostly convex. Representative profile of cultivated Newberg silt loam, S00 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 5/2) 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 (2.5Y 4/2) very fine sandy loam and loamy very fine sand, grayish brown (10YR 4/2) dry; massive; soft, very friable, nonsticky, nonplascic; common roots; neutral; abrupt, wavy boundary. 12 to 16 inches thick. C2 - -36 to 46 inches, dark grayish -brawn (2.5Y 4/2) and gray (5Y 5/1) very fine sandy loam, light brownish gray (2.5Y 6/2) dry; common, large, prominent, strong -brown (7.5YR 5/6 and 5/3) mottles; massive; soft, very friable, non - sticky, nonplascic; common roots; neutral; abrupt, wavy boundary. 10 to 13 inches thick. C3 - -46 to 47 inches, dark grayish -brown (2.5Y 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 (2.5Y 7/0), reddish brown (SYR 4/4), and yellowish red (SYR 4/3) 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 (5Y 5/1) very fine sandy loam, light gray (5Y 7/1) dry; many, fine, prominent, yellowish- bro5.n (10YR S/4) mottles and few, fine, prominent, yellowish -red (SYR 4 /S) and red (2.5YR 4/6) mottles, light yellow- ish brown (10YR 6/4) and yellowish red (5YR 4 /S) HBLrsc Soi L Svry C1vIL .k S iRUC iURAt. ENCINEERSaPLANNERS� :: ww ka Svn, S... 700 WO +w■ :57■ :67•:•:: t;, :771 :S7•:57: 3s dry; massive; slightly hard, very friable; nonsticky, nonplastic; few root's; neutral. • . - . The A horizon ranges from very .dark grayish brown tovery dark brown. The C horizon consists of layers of silt loam, very fine sand, 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 25 or 30 percent inclusions of somewhat poorly drained Oridia, and Wood- inville oils; 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 is slight to severe, depending on the of flood protection provided. This soil is used mostly for row crops. Capabil- ity unit 11w-1; woodland group 2o1. Li CIVIL S TuRA1.1 ENGINEERS•PLANNERS1 Jco JOI facaph• .4 1440 t, .:111131,3!: SCS SL S'orvey E 4h;b; • 3 EGAL DESCRIPTION 308,260 SQ.FT:;. 7.0767-ACRES ::PARCEL.B • 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. LOT 2, 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 % %D23'50" WEST, A DISTANCE OF 75:36 FEET TO THE SOUTH LINE OF SAID LOT 9, AND THE TERMINUS OF SAID LINE. PENDI 11/21/97 Adams, Hodsdon, Bessette & Lindsay Inc. page 1 CASCADE BUSINESS PARK OPUS NORTHWEST REACH SUMMARY Routing based on Seattle family @ 25 yr freq Network DOCK -Al: Pipe Reach Basin Area - -c- - -c *A- - -Sum- ---Tc- --(Act Die -Mann -Slope -QFull Vfull -Vact -Length - -tt -- Id ac - -c *A- - min in /hr cfs in - -n -- ft /ft cfs fps fps ft min 13 A13 0.18 0.90 0.16 0.16 5.00 2.70 0.44 8 0.012 0.0030 0.77 2.22 2.16 87.18 0.67 Network DOCK -A2: Pipe Reach Basin Area - -c- - -c *A- - -Sum- - --Tc- - -i -- --QAct Dia -Mann -Slope -GFull Vfull -Vact - Length --tt -- Id ac - -c *A- - min in /hr cfs in - -n -- ft /ft cfs fps fps ft min ___ ___ 17 A17 0.18 0.90 0.16 0.16 5.00 2.70 0.44 8 0.012 0.0030 0.77 2.22 2.16 91.20 0.70 Network SIDE: Pipe Reach Basin Area - -c- - -c *A- --Sum- ---Tc- --i-- --0Act Dia -Mann -Slope -GFull Vfull -Vact -Length - -tt-- Id ac - -c *A- - min in /hr cfs in - -n -- ft /ft cfs fps fps ft min 21 A21 0.14 0.90 0.13 0.13 5.00 2.70 0.34 8 0.012 0.0052 1.02 2.92 2.49 36.50 0.24 20 A20 0.13 5.24 2.67 0.34 12 0.012 0.0118 4.52 5.76 3.20 151.00 0.79 Network BLDG -A: Pipe Reach Basin Area --c- - -c *A- - -Sun- ---Tc- --i-- --OAct Dia -Mann -Slope -0Full Vfull -Vact - Length - -tt -- Id ac - -c *A- - min in /hr cfs in - -n -- ft /ft cfs fps fps ft min __ = = 14 A14 0.20 0.90 0.18 0.18 5.00 2.70 0.49 8 0.012 0.0030 0.77 2.22 2.21 54.00 0.41 15 A15 0.34 5.67 2.61 0.89 12 0.012 0.0020 1.86 2.37 2.22 72.00 0.54 16 A16 0.50 6.21 2.53 1.28 12 0.012 0.0020 1.88 2.39 2.43 54.00 0.37 18 A18 0.20 0.90 0.18 0.68 6.58 2.48 1.70 12 0.012 0.0020 1.85 2.35 2.49 121.86 0.81 19 A19 0.81 7.40 2.36 1.91 15 0.012 0.0020 3.38 2.75 2.68 37.98 0.24 22 A22 0.22 0.90 0.20 1.01 7.63 2.33 2.35 15 0.012 0.0020 3.36 2.74 2.79 101.03 0.60 23 A23 1.01 8.24 2.25 2.26 12 0.012 0.0345 7.74 9.85 8.11 21.13 0.04 24 A24 1.01 8.28 2.24 2.26 12 0.012 0.0043 2.73 3.48 3.65 18.61 0.08 Network DOCK -B3: Pipe Reach Basin Area --c- - -c *A- - -Sum- - - -Tc- - -i -- - -0Act Dia -Mann -Slope -OFull Vfull -Vact - Length - -tt-- Id ac - -c *A- - min in /hr cfs in - -n -- ft /ft cfs fps fps ft min 9 A9 0.20 0.90 0.18 0.18 5.00 2.70 0.49 8 0.012 0.0068 1.17 3.34 3.02 87.18 0.48 Network DOCK -B2: Pipe Reach Basin Area --c- - -c *A- --Sum- - - -Tc- - -i -- - -0Act Dia -Mann -Slope -QFull Vfull -Vact - Length - -tt-- id ac - -c *A- - min in /hr cfs in - -n -- ft /ft cfs fps fps ft min 7 A7 0.20 0.90 0.18 0.18 5.00 2.70 0.49 8 0.012 0.0093 1.36 3.90 3.39 87.19 0.43 page . . , . • ' 11/21/97 Adams, Hodsdon, Bessette & Lindsay Inc. CASCADE BUSINESS PARK OPUS NORTHWEST REACH SUMMARY :22222=222 XXXXX 22222222222222272222222222222222272============= ; 22 12 Al2 0.15 0.90 0.13 0.13 5.00 2.70 0.36 8 0.012 0.0040 0.89 2.56 2.30 220.50 1.60 11 All 0.25 0.90 0.22 0.36 660248 0.89 12 0.012 0.0040 2.63 3.35 2.87 142.00 0.82 10 Al0 0.22 0.90 0.20 0.56 7.42 2.36 1.32 12 0.012 0.0041 2.66 3.38 3.19 56.50 0.29 8 A8 0.74 7.72 2.32 1.71 12 0.012 0.0030 2.28 2.90 3.00 72.00 0.40 6 A6 0.92 8.12 2.26 2.08 15 0.012 0.0030 4.13 3.37 3.19 56.52 0.30 5 A5 0.15 0.90 0.13 1.05 8.41 2.22 2.34 15 0.012 0.0058 5.74 4.68 4.20 89.78 0.36 0.21 0.57 6.91 2.43 1.38 15 0.012 0.0030 4.13 3.37 2.87 35.18 0.20 2 1.83 8.94 2.15 3.93 15 0.012 0.0907 22.74 18.53 13.17 10.47 0.01 Network DOCK-B1: Pipe Reach Basin Area --c- --c*A- --Sum Tc i QAct Die -Mann -Slope -42Full Vfull -Vact -Length --tt-- Id ac --c*A- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min 4A A4A 023090 0.21 0.21 5.00 2.70 0.56 12 0.012 0.0073 3.56 4.54 3.14 57.84 0.31 4 A4 017090 0.15 0.36 5.31 2.66 0.96 12 0.012 0.0043 2.73 3.48 3.01 288.90 1.60 3 A3 0.23 0.90 0.21 0.57 6.91 2.43 1.38 15 0.012 0.0030 4.13 3.37 2.87 35.18 0.20 Network BLDG-B: Pipe Reach Basin Area --c- --c*A- --Sun- ---Tc- --0Act Dia -Mann -Slope -0Fult Vfull -Vact -Length --tt-- Id ac --c*A- - min in/hr cfs in --n-- ft/ft cfs fps fps ft min 11/21/97 Adams, Hodsdon, Bessette & Lindsay Inc. CASCADE BUSINESS PARK OPUS NORTHWEST Routing based on Seattle family @ 100 yr freq Network DOCK -Al: Pipe Reach Basin Area - -c- - -c *A- - -Sun- -- -Tc- - -i -- --QAct Dia -Mann -Slope -QFull Vfull -Vact - Length - -tt -- Id ac - -c *A- - min in /hr cfs in - -n -- ft /ft cfs fps fps ft min 13 Network DOCK -A2: Pipe Reach Basin Area - -c- Id ac 17 A17 0.18 0.90 0.16 0.16 5.00 3.40 Network SIDE: 20 Network BLDG -A: Pipe Reach Basin Area Id ac 7 A20 - -c *A- - -Sun- -- -Tc- - -i-- --c*A- - min in /hr REACH SUMMARY =33=3 =3 A13 0.18 0.90 0.16 0.16 5.00 3.40 0.55 8 0.012 0.0030 0.77 2.22 2.27 87.18 0.64 - -c *A- --Sum- - --Tc- - -i -- --Oct Dia -Mann -Slope -QFull Vfull -Vact -Length --tt -- --c*A- - min in /hr cfs in --n -- ft /ft cfs fps fps ft min 3 3 = 3 _______ 0.55 8 0.012 0.0030 0.77 --QAct Dia -Mann -Slope -QFull cfs in - -n -- ft /ft cfs Network DOCK -B2: Pipe Reach Basin Area --c- --c *A- --Sum- - - -Tc- - -i-- - -QAct Dia -Mann -Slope -QFull Vfull Id ac - -c *A- - min in /hr cfs in --n-- ft /ft cfs fps _-■__ __ === _ 3=3 =3 = A7 0.20 0.90 0.18 0.18 5.00 3.40 0.61 8 0.012 0.0093 1.36 3.90 page 3-0========3 2.22 2.27 91.20 0.67 Pipe Reach Basin Area - -c- - -c *A- --Sun- ---Tc- --i-- --Oct Dia -Mann -Slope -QFull Vfull -Vact -Length --tt-- Id ac - -c *A- - min in /hr cfs in - -n-- ft /ft cfs fps fps ft min _ == 3 = = = == _ = _______ 21 A21 0.14 0.90 0.13 0.13 5.00 3.40 0.43 8 0.012 0.0052 1.02 2.92 2.65 36.50 0.23 0.13 5.23 3.36 0.42 12 0.012 0.0118 4.52 5.76 3.43 151.00 0.73 Vfull -Vact - Length --tt -- fps fps ft min 3.3.. == ........................ 14 A14 0.20 0.90 0.18 0.18 5.00 3.40 0.61 8 0.012 0.0030 0.77 2.22 2.31 54.00 15 A15 0.34 5.64 3.30 1.13 12 0.012 0.0020 1.86 2.37 2.35 72.00 16 A16 0.50 6.15 3.22 1.62 12 0.012 0.0020 1.88 2.39 2.53 54.00 18 A18 0.20 0.90 0.18 0.68 6.51 3.16 2.16 12 0.012 0.0020 1.85 2.35 2.75 121.86 19 A19 0.81 7.25 3.04 2.46 15 0.012 0.0020 3.38 2.75 2.83 37.98 22 A22 0.22 0.90 0.20 1.01 7.47 3.00 3.03 15 0.012 0.0020 3.36 2.74 2.90 101.03 23 A23 1.01 8.05 2.91 2.94 12 0.012 0.0345 7.74 9.85 8.69 21.13 24 A24 1.01 8.09 2.91 2.93 12 0.012 0.0043 2.73 3.48 3.73 18.61 3 = = =3333 0.39 0.51 0.36 0.74 0.22 0.58 0.04 0.08 Network DOCK -B3: Pipe Reach Basin Area --c- - -c *A- - -Sum- ---Tc- - -i-- --QAct Dia -Mann -Slope -QFull Vfull -Vact -Length - -tt -- Id ac --c *A- - min in /hr cfs in - -n-- ft /ft cfs fps fps ft min 3 = 9 A9 0.20 0.90 0.18 0.18 5.00 3.40 0.61 8 0.012 0.0068 1.17 3.34 3.20 87.18 0.45 -Vact - Length - -tt -- fps ft min 3.60 87.19 0.40 11/21/97 Adams, Hodsdon, Bessette & Lindsay Inc. CASCADE BUSINESS PARK OPUS NORTHWEST Network DOCK -B1: Pipe Reach Basin Area --c- - -c *A- --Sum- - - -Tc- --i-- --QAct Dia -Mann -Slope -QFull Vfull -Vact -Length --tt -- Id ac - -c *A- - min in /hr cfs in - -n -- ft /ft cfs fps fps ft min 4A A4A 0.23 0.90 0.21 0.21 5.00 3.40 0.70 12 0.012 0.0073 3.56 4.54 3.35 57.84 0.29 4 A4 0.17 0.90 0.15 0.36 5.29 3.35 1.21 12 0.012 0.0043 2.73 3.48 3.20 288.90 1.51 3 A3 0.23 0.90 0.21 0.57 6.79 3.11 1.76 15 0.012 0.0030 4.13 3.37 3.07 35.18 0.19 Network BLDG -B: Pipe Reach Basin Area - -c- --c *A- --Sun- - - -Tc- --i -- --QAct Dia -Mann -Slope -QFutt Vfull -Vact -Length --tt -- Id ac - -c *A- - min in /hr cfs in - -n -- ft /ft cfs fps fps ft min s sz= s= z=s m=zz szm =ss ===r= =xszsza =m ==a ass ==zsss==mamas= == m=s= assazs==sz=z ==aszs==zasszss==== as = s REACH SUMMARY _ page 2 ==== == = == = == = ■.. 12 Al2 0.15 0.90 0.13 0.13 5.00 3.40 0.46 8 0.012 0.0040 0.89 2.56 2.44 220.50 1.51 11 All 0.25 0.90 0.22 0.36 6.51 3.16 1.14 12 0.012 0.0040 2.63 3.35 3.06 142.00 0.77 10 A10 0.22 0.90 0.20 0.56 7.28 3.04 1.69 12 0.012 0.0041 2.66 3.38 3.39 56.50 0.28 8 A8 0.74 7.56 2.99 2.21 12 0.012 0.0030 2.28 2.90 3.06 72.00 0.39 6 A6 0.92 7.95 2.93 2.69 15 0.012 0.0030 4.13 3.37 3.39 56.52 0.28 5 A5 0.15 0.90 0.13 1.05 8.23 2.88 3.04 15 0.012 0.0058 5.74 4.68 4.49 89.78 0.33 3 A3 0.23 0.90 0.21 0.57 6.79 3.11 1.76 15 0.012 0.0030 4.13 3.37 3.07 35.18 0.19 2 1.83 8.73 2.80 •5.12 15 0.012 0.0907 22.74 18.53 14.19 10.47 0.01 Hydraulic Gradeline for Reach HYD -A <- 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 -- smxsz = =s s = =s s s= s== sasssms= asst =s = - -s szzzs = =a=e =sass TODD 0.00 CB24 TODD 2.93 0.11 10016.31 0.04 0.22 10016.57 18.07 0.22 0.29 -0.00 23.70* 23.60 CB23 CB24 2.94 0.12 23.82 0.04 0.22 24.08 18.79 0.09 0.00 -0.00 23.85* 23.75 C822 C823 3.03 0.19 24.04 0.02 0.09 24.15 18.55 0.06 0.08 0.01 22.40* 22.30 0619 C822 2.46 0.05 22.45 0.01 0.06 22.52 18.59 0.12 0.02 0.01 22.44 23.00 C818 C819 2.16 0.38 22.82 0.02 0.12 22.96 18.86 0.07 0.00 0.02 22.10* 22.00 CB16 C818 1.62 0.09 22.19 0.01 0.07 22.27 18.90 0.04 0.05 0.03 22.32 22.80 C815 C816 1.13 0.06 22.38 0.01 0.03 22.42 18.99 0.05 0.00 0.02 22.39 22.82 C814 C815 0.61 0.12 22.51 0.01 0.05 22.57 20.27 0.00 0.00 0.00 22.10* 22.00 C819 22.44 CB20 C819 0.42 0.02 22.46 0.00 0.00 22.46 20.20 0.02 0.03 -0.00 22.47 24.00 CB21 C820 0.43 0.04 22.51 0.00 0.02 22.54 20.40 0.00 0.00 0.00 22.54 23.25 CB15 22.39 C813 C815 0.55 0.15 22.55 0.01 0.04 22.59 19.36 0.00 0.00 0.00 21.20* 21.10 0816 22.32 CB17 CB16 0.55 0.16 22.48 0.01 0.04 22.53 19.36 0.00 0.00 0.00 21.20* 21.10 Hydraulic Gradeline for Reach HYD-B <- FROM -> <- -TO - -> <FLOW> floss Ent_HGL EntLoss ExtLoss Outlet Inlet AppNead BndHead JunHead HeadWtr - cb /mh- cfs -loss- - Elev-- - -loss- - -loss- - -Elev- --Elev. --loss- - -loss- - -loss- - -Elev- - -Rim -- ======= s========s ss= a====== = = == == =am==== =s == =sa== ==ss === == =. == =zea= = = = = ==s ==mes====as = sass==== =s=x= = = = == OPUS NORTHWEST 11/21/97 Adams, Hodsdon, Bessette & Lindsay Inc. page CASCADE BUSINESS PARK REACH SUMMARY • Hydraulic Gradeline for Reach Continued <-FROM-> <--TO--> <FLOW> floss Ent_HGL EntLoss ExtLoss OutLet Inlet AppHead BndHead JunHead HeadWtr -cb/mh- cfs -Loss- -Eley-- --Loss- --loss- --Elev- --Elev- --loss- --loss- --loss- --Eley- --Rim-- ============ === ==== ======•.=============sa===== TANK-8 0.00 CB2 TANK-B 5.12 0.95 tw 8 dn <dc: Inlet Ctrl Assumed 18.82 0.10 0.01 0.04 18.78 24.25 CB3 C82 1.76 0.02 18.80 0.01 0.03 18.84 17.70 0.04 0.05 0.01 18.86 23.10 CBS C82 3.04 0.17 19.03 0.02 0.10 19.14 18.31 0.07 0.00 0.01 19.08. 22.90 C86 CMS 2.69 0.07 19.14 0.01 0.07 19.23 18.45 0.12 0.00 0.02 19.13 24.50 C88 C86 2.21 0.28 19.45 0.02 0.12 19.59 18.93 0.07 0.00 0.02 19.54 25.10 C810 CB8 1.69 0.09 19.62 0.01 0.07 19.70 19.10 0.03 0.00 0.01 19.68 23.26 CB11 C810 1.14 0.11 19.89 0.01 0.03 19.93 19.60 0.03 0.04 0.02 19.95 22.40 C812 CB11 0.46 0.25 20.59 0.01 0.03 20.62 20.42 0.00 0.00 0.00 20.62 22.80 a2 18.78 CB3 CB2 1.76 0.02 18.80 0.01 0.03 18.84 17.70 0.04 0.05 0.01 18.86 23.10 C84 C83 1.21 0.28 19.14 0.01 0.04 19.19 18.91 0.01 0.02 0.01 19.19 21.30 CB4A C84 0.70 0.07 19.43 • 0.00 0.01 19.44 19.28 0.00 0.00 0.00 19.44 21.10 C86 C87 C86 0.61 0.19 19.32 CB8 C89 CB8 0.61 • 0.19 19.73 0.01 0.05 19.13 0.01 0.05 19.37 19.37 0.00 0.00 0.00 19.37 21.10 19.79 19.37 19.54 0.00 0.00 0.00 19.79 21.10 .11/21/97 Adams, Hodsdon, Bessette & Lindsay.Inc. • CASCADE BUSINESS PARK OPUS .NORTHWEST Routing based on PIPE REACH From: CB10 To: Pipe Diameter: Pipe Length : Up invert : Collection Area: Design Flow Pipe Capacity . Design Vel . Pipe Full Vel . PIPE REACH From: CB11 To: Pipe Diameter: Pipe Length : Up invert Collection Area: Design Flow . Pipe Capacity . Design Vel • Pipe Full Vel : PIPE REACH From: CB12 To: Pipe Diameter: Pipe Length : Up invert : Collection Area: Design Flow Pipe Capacity . Design Vel • Pipe Full Vel : PIPE REACH From: CB13 To: Pipe Diameter: Pipe Length : Up invert Collection Area: Design Flow Pipe Capacity . Design Vel Pipe Full Vel : Seattle family ID No. 10 CB8 1.00 ft 56.50 ft 18.82 ft 0.62 Ac. 1.69 cfs 2.66 cfs 3.39 fps 3.47 fps ID No. 11 CB10 1.00 ft 142.00 ft 19.38 ft 0.40 Ac. 1.14 cfs 2.63 cfs 3.06 fps 3.44 fps ID No. 12 CB11 0.67 ft 220.50 ft 20.26 ft 0.15 Ac. 0.46 cfs 0.89 cfs 2.44 fps -2.63 fps ID No. 13 CB15 0.67 ft 87.18 ft 19.18 ft 0.18 Ac. 0.55 cfs 0.77 cfs 2.27 fps 2.27 fps REACH SUMMARY @ 100 yr freq. n: 0.0120 s: 0.0041 down invert: Dsgn Depth: Travel Time: n: 0.0120 s: 0.0040 down invert: Dsgn Depth: Travel Time: n: 0.0120 s: 0.0040 down invert: Dsgn Depth: Travel Time: n: 0.0120 s: 0.0030 down invert: Dsgn Depth: Travel Time: 18.59 0.61 ft 0.28 min 18.81 0.52 ft 0.77 min 19.38 0.35 ft 1.51 min 18.92 0.44 ft 0.64 min page _ OPUS-NORTHWEST.. PIPE REACH From: CB16 To: Pipe Diameter: Pipe Length : Up invert : Collection Area: Design Flow Pipe Capacity . Design Vel Pipe Full Vel . PIPE REACH From: CB17 To: Pipe Diameter: Pipe Length . Up invert Collection Area: Design Flow Pipe Capacity : Design Vel • Pipe Full Vel . Adams, Hodsdon, Bessette'& Lindsay Inc. CASCADE BUSINESS PARK PIPE REACH ID No. 14 From: CB14 To: CB15 Pipe Diameter: 0.67 ft Pipe Length. : Up invert Collection Area: Design Flow . Pipe Capacity : Design Vel : Pipe Full Vel 54.00 ft 20.08 ft 0.20 Ac. 0.61 cfs 0.77 cfs 2.31 fps 2.27 fps PIPE REACH ID No. 15 From: CB15 To: CB16 Pipe Diameter:.- 1.00 ft Pipe Length 72.00 ft Up invert 18.77 ft Collection Area: 0.38 Ac. Design Flow 1.13 cfs Pipe Capacity : 1.86 cfs Design Vel • 2.35 fps Pipe Full Vel 2.43 fps ID No. 16 CB18 1.00 ft 54.00 ft 18.63 ft 0.56 Ac. 1.62 cfs 1.88 cfs 2.53 fps 2.46 fps ID No. 17 CB16 0.67 ft 91.20 ft 19.18 ft 0.18 Ac. 0.55 cfs 0.77 cfs 2.27 fps 2.27 fps REACH SUMMARY n: 0.0120 s: 0.0030 down invert: Dsgn Depth: Travel Time: n: 0.0120 s: 0.0020 down invert: Dsgn Depth: Travel Time: n: 0.0120 s: 0.0020 down invert: Dsgn Depth: Travel Time: n: 0.0120 s: 0.0030 down invert: Dsgn Depth: Travel Time: 18.63 0.59 ft 0.51 min 18.52 0.76 ft 0.36 min 18.91 0.44 ft 0.67 min � • 11/21/97 Adams, Hodsdon, Bessette & Lindsay Inc. page CASCADE BUSINESS PARK OPUS NORTHWEST PIPE REACH From: CB18 To: Pipe Diameter: Pipe Length . Up invert Collection Area: Design Flow Pipe Capacity :- Design Vel : Pipe Full Vel (surcharged tt) PIPE REACH ID No. 19 From: CB19 To: CB22 Pipe Diameter: 1.25 ft Pipe Length . Up invert Collection Area: Design Flow . Pipe Capacity : Design Vel . Pipe Full Vel . ID No. 18 CB19 1.00 ft 121.86 ft 18.52 ft 0.76 Ac. 2.16 cfs 1.85 cfs 2.75 fps 2.41 fps PIPE REACH ID No. 2 From: CB2 To: TANK -B Pipe Diameter: Pipe Length . Up invert . Collection Area: Design Flow . Pipe Capacity . Design Vel . • Pipe Full Vel . PIPE REACH From: CB20 To: Pipe Diameter: Pipe Length . Up invert Collection Area: Design Flow • Pipe Capacity : Design Vel • Pipe Full Vel . 37.98 ft 18.28 ft 0.90 Ac. 2.46 cfs 3.38 cfs 2.83 fps 2.82 fps 1.25 ft 10.47 ft 17.88 ft 2.03 Ac. 5.12 cfs 22.74 cfs 14.19 fps 19.01 fps ID No. 20 CB19 1.00 ft 151.00 ft 20.06 ft 0.14 Ac. 0.42 cfs 4.52 cfs 3.43 fps 5.91 fps REACH SUMMARY n: 0.0120 s: 0.0020 down invert: Dsgn Depth: Travel Time: n: 0.0120 s: 0.0020 down invert: Travel Time: n: 0.0120 s: 0.0907 down invert: Dsgn Depth: Travel Time: n: 0.0120 s: 0.0118 down invert: Dsgn Depth: Travel Time: 18.20 Dsgn Depth:. 0.83 ft 0.22 min 16.93 0.42 ft 0.01 min 18.28 0.79 ft 0.73 min 11/21/97• Adams, Hodsdon, Bessette &Lindsay Inc. CASCADE BUSINESS PARK OPUS NORTHWEST PIPE REACH From: CB21 To: Pipe Diameter: Pipe Length Up invert Collection Area: Design Flow Pipe Capacity Design Vel Pipe Full Vel • PIPE REACH From: CB22 To: Pipe Diameter: Pipe Length Up invert Collection Area: Design Flow Pipe Capacity Design Vel Pipe Full Vel PIPE REACH From: CB23 To: Pipe Diameter: Pipe Length Up invert Collection Area: Design Flow Pipe Capacity Design Vel Pipe Full Vel : PIPE REACH From: CB24 To: Pipe Diameter: Pipe Length Up invert Collection Area: Design Flow Pipe Capacity Design Vel Pipe Full Vel : (surcharged tt) ID No. 21 CB20 0.67 ft 36.50 ft 20.25 ft 0.14 Ac. 0.43 cfs 1.02 cfs 2.65 fps 3.00 fps • ID No. 22 CB23 1.25 ft 101.03 ft 18.20 ft 1.12 Ac. 3.03 cfs 3.36 cfs 2.90 fps 2.81 fps ID No. 23 CB24 1.00 ft 21.13 ft 18.00 ft 1.12 Ac. 2.94 cfs 7.74 cfs 8.69 fps 10.11 fps ID No. 24 TODD 1.00 ft 18.61 ft 17.28 ft 1.12 Ac. 2.93 cfs 2.73 cfs 3.73 fps 3.57 fps REACH SUMMARY n: 0.0120 s: 0.0052 down invert: Dsgn Depth: Travel Time: n: 0.0120 s: 0.0020 down invert: Dsgn Depth: Travel Time: n: 0.0120 s• 0.0345 down invert: Dsgn Depth: Travel Time: n: 0.0120 s: 0.0043 down invert: Dsgn Depth: Travel Time: 20.06 0.35 ft 0.23 min 18.00 0 ft 0.58 min 17.27 0.44 ft 0.04 min 17.20 ft 0.08 min 11/21/97 Adams, Hodsdon, Bessette & Lindsay Inc. page CASCADE BUSINESS PARK OPUS NORTHWEST PIPE REACH From: CB3 To: CB2 Pipe Diameter: Pipe Length : Up invert : Collection Area: Design Flow . Pipe Capacity Design Vel Pipe Full Vel : PIPE REACH From: CB4 To: CB3 Pipe Diameter: 1 Pipe Length : Up invert : Collection Area: Design Flow . Pipe Capacity : Design Vel. . Pipe Full Vel . PIPE REACH From: CB4A To: CB4 Pipe Diameter: 1 Pipe Length : 57 Up invert : 19 Collection Area: Design Flow Pipe Capacity : Design Vel Pipe Full Vel . Pipe Diameter: Pipe Length . Up invert • Collection Area: Design Flow Pipe Capacity : Design Vel Pipe Full Vel . ID No. 3 1.25 ft 35.18 ft 17.43 ft 0.63 Ac. 1.76 cfs 4.13 cfs 3.07 fps 3.46 fps ID. No. 4 .00 ft 288.90 ft 18.68 ft 0.40 Ac. 1.21 cfs 2.73 cfs 3.20 fps 3.57 fps ID No. 4A .00 ft .84 ft .10 ft 0.23 Ac. 0.70 cfs 3.56 cfs 3.35 fps 4.66 fps PIPE REACH ID No. 5 From: CB5 To: CB2 1.25 ft 89.78 ft 17.95 ft 1.17 Ac. 3.04 cfs 5.74 cfs 4.49 fps 4.80 fps REACH SUMMARY n: 0.0120 s: 0.0030 down invert: Dsgn Depth: Travel Time: n: 0.0120 s: 0.0043 down invert: Dsgn Depth: Travel Time: n: 0.0120 s: 0.0073 down invert: Dsgn Depth: Travel Time: n: 0.0120 s: 0.0058 down invert: Dsgn Depth: Travel Time: 17.32 0.66 ft 0.19 min 17.43 0.51 ft 1.51 min 18.68 0.69 ft 0.29 min 17.43 0.68 ft 0.33 min 11/21/97 OPUS NORTHWEST PIPE REACH From:. CB6 To: CB5 Pipe Diameter: 1 Pipe Length 56 Up invert 18 Collection Area: Design Flow : Pipe Capacity . Design Vel . Pipe Full Vel • PIPE REACH ID No. 7 From: CB7 To: CB6 Pipe Diameter: 0.67 ft Pipe Length : 87.19 ft Up invert 19.18 ft Collection Area: 0.20 Ac. Design Flow 0.61 cfs Pipe. Capacity 1.36 cfs Design Vel 3.60 fps Pipe Full Vel 4.00 fps PIPE REACH From: CB8 To: Pipe Diameter: Pipe Length : Up invert Collection Area: Design Flow . • Pipe Capacity : Design Vel . • Pipe Full Vel . PIPE REACH From: CB9 To: CB8 Pipe Diameter: Pipe Length : Up invert : Collection Area: Design Flow • Pipe Capacity . Design Vel • Pipe Full Vel : Adams, Hodsdon, Bessette & Lindsay Inc:.: page CASCADE BUSINESS PARK 0. 87 19 ID No. 6 .25 ft .52 ft .12 ft 1.02 Ac. 2.69 cfs 4.13 cfs 3.39 fps 3.46 fps ID No. 8 CB6 1.00 ft 72.00 ft 18.59 ft 0.82 Ac. 2.21 cfs 2.28 cfs 3.06 fps 2.98 fps ID No. 9 67 ft .18 ft .18 ft 0.20 Ac. 0.61 cfs 1.17 cfs 3.20 fps 3.43 fps REACH SUMMARY n: 0.0120 s: 0.0030 down invert: Dsgn Depth: Travel Time: n: 0.0120 s: 0.0093 down invert: Dsgn Depth: Travel Time: n: 0.0120 s: 0.0030 down invert: Dsgn Depth: Travel Time: n: 0.0120 s: 0.0068 down invert: Dsgn Depth: Travel Time: 17.95 0.77 ft 0.28 min 18.37 0.34 ft 0.40 min 18.37 0.86 ft 0.39 min 18.59 0.36 ft 0.45 min 11/21/97. OPUS NORTHWEST Adams, Hodsdon, Bessette & Lindsay Inc. CASCADE BUSINESS PARK RATIONAL DRAINAGE AREA SUMMARY Drainage Area Id: A10 Description • CONTRIBUTING AREA < - -- Description - -> SubArea SubC AREA 0.22 0.90 Composite "c" Value 0 90 Drainage Area Id: All Description • CONTRIBUTING AREA < - -- Description - -> SubArea SubC AREA 0.25 0.90 Composite "c" Value 0 90 Drainage Area Id: Al2 Description • CONTRIBUTING AREA <--- Description - -> SubArea SubC AREA 0.15 0.90 Composite "c" Value 0 90 Drainage Area Id: A13 Description • CONTRIBUTING AREA < - -- Description - -> SubArea SubC AREA 0.18 0.90 Composite "c" Value 0 90 Drainage Area Id: A14 Description • CONTRIBUTING AREA < - -- Description - -> SubArea SubC AREA 0.20 0.90 Composite "c" Value 0 90 Drainage Area Id: A15 Description • CONTRIBUTING AREA < - -- Description - -> SubArea SubC AREA 0.90 Composite "c" Value Drainage Area Id: A16 Description • CONTRIBUTING AREA <--- Description - -> SubArea SubC AREA 0.90 Composite "c" Value page L (ft) Slope -Kr -- (min) Time of Conc (min).. 5.00 L (ft) Slope -Kr -- (min) Time of Conc (min).. 5.00 L (ft) Slope —Kr -- (min) Time of Conc (min).. 5.00 L (ft) Slope -Kr -- (min) Time of Conc (min).. 5.00 L (ft) Slope -Kr -- (min) Time of Conc (min).. 5.00 L (ft) Slope -Kr -- (min) Time of Conc (min).. 5.00 L (ft) Slope -Kr -- (min) Time of Conc (min).. 5.00 11/21/97 Adams, Hodsdon, Bessette & Lindsay Inc. page CASCADE BUSINESS PARK OPUS NORTHWEST RATIONAL DRAINAGE AREA SUMMARY Drainage Area Id: A17 Description • CONTRIBUTING AREA < - -- Description - -> SubArea SubC AREA 0.18 0.90 Composite "c" Value 0 90 Drainage Area Id: A18 Description • CONTRIBUTING AREA <--- Description - -> SubArea SubC AREA 0.20 0.90 Composite "c" Value 0 90 Drainage Area Id: A19 Description • CONTRIBUTING AREA < - -- Description - -> SubArea SubC AREA 0.90 Composite "c" Value Drainage Area Id: A20 Description • CONTRIBUTING AREA <--- Description - -> SubArea SubC L (ft) Slope -Kr -- (min) AREA 0.90 Composite "c" Value Time of Cone (min).. 5.00 Drainage Area Id: A21 Description • CONTRIBUTING AREA < - -- Description - -> SubArea SubC AREA 0.14 0.90 Composite "c" Value 0 90 Drainage Area Id: A22 Description • CONTRIBUTING AREA < - -- Description - -> SubArea SubC AREA 0.22 0.90 Composite "c" Value 0 90 Drainage Area Id: A23 Description • CONTRIBUTING AREA <--- Description - -> SubArea SubC AREA 0.90 Composite "c" Value L (ft) Slope -Kr -- (min) Time of Conc (min).. 5.00 L (ft) Slope -Kr -- (min) Time of Conc (min).. 5.00 L (ft) Slope -Kr -- (min) Time of Conc (min).. 5.00 L (ft) Slope -Kr -- (min) Time of Cone (min).. 5.00 L (ft) Slope -Kr -- (min) Time of Conc (min).. 5.00 L (ft) Slope -Kr -- (min) Time of Conc (min).. 5.00 N 1 • 11/21/97 Adams, Hodsdon, Bessette & Lindsay Inc. page CASCADE BUSINESS PARK OPUS NORTHWEST RATIONAL DRAINAGE AREA SUMMARY Drainage Area Id: A24 Description • CONTRIBUTING AREA < - -- Description - -> SubArea SubC AREA 0.90 Composite "c" Value Drainage Area Id: A3 Description • CONTRIBUTING AREA < - -- Description - -> SubArea SubC AREA 0.23 0.90 Composite "c" Value 0 90 Drainage Area Id: A4 Description • CONTRIBUTING AREA < - -- Description - -> SubArea SubC AREA 0.17 0.90 Composite "c" Value 0 90 Drainage Area Id: A4A Description • CONTRIBUTING AREA <--- Description - -> SubArea SubC AREA 0.23 0.90 Composite "c" Value 0 90 Drainage Area Id: A5 Description • CONTRIBUTING AREA <--- Description - -> SubArea SubC AREA 0.15 0.90 Composite "c" Value 0 90 Drainage Area Id: A6 Description • CONTRIBUTING AREA <--- Description - -> SubArea SubC AREA 0.90 Composite "c" Value Drainage Area Id: A7 Description • CONTRIBUTING AREA <--- Description - -> SubArea SubC AREA 0.20 0.90 Composite "c" Value 0 90 L (ft) Slope -Kr-- (min) Time of Conc (min).. 5.00 L (ft) Slope -Kr -- (min) Time of Conc (min).. 5.00 L (ft) Slope -Kr -- (min) Time of Conc (min).. 5.00 L (ft) Slope -Kr -- (min) Time of Conc (min).. 5.00 L (ft) Slope -Kr -- (min) Time of Conc (min).. 5.00 L (ft) Slope -Kr -- (min) Time of Conc (min).. 5.00 L (ft) Slope -Kr -- (min) Time of Conc (min).. 5.00 11/21/97 Adams, Hodsdon, Bessette & Lindsay Inc. page CASCADE BUSINESS PARK OPUS NORTHWEST PROPOSED STRUCTURE REACH Location : Str Type : Str Cat : Area /sump: Cont Area: Bend • Ent type.: Ent Loss: Reach 10 11 Location : Str Type : Str Cat Area /sump: Cont Area: Bend • Ent type.: Ent Loss: Reach 11 12 Location : Str Type : Str Cat Area /sump: Cont Area: Bend • Ent type.: Ent Loss: Reach 12 TYPE 1 Catch Basin 0.00 sf /2.00 ft A10 No special shape Area /sump: 0.014 Exit: 0.072 App <Invert> 18.820 18.812 PROPOSED STRUCTURE REACH <Invert> 19.380 19.378 PROPOSED STRUCTURE REACH RATIONAL DRAINAGE AREA SUMMARY <Diam> < n > 12.00 0.012 12.00 0.012 ID No. CB10 Vel: <End> Upper Lower ID No. CB11 TYPE 1 Catch Basin 0.00 sf /2.00 ft All No special shape Area /sump: 0.007 Exit: 0.033 App Vel: <Diam> < n > <End> 12.00 0.012 Upper 8.00 0.012 Lower ID No. CB12 TYPE 1 Catch Basin 0.00 sf /2.00 ft Al2 No special shape Area /sump: 0.005 Exit: 0.027 App Vel: <Invert> <Diam> < n > <End> 20.260 8.00 0.012 Upper North • 662.9660 East 420.0506 Rim Elev : 23.2600 Bottom El: 19.4625 Hgrade El: 19.6818 ft 0.033 Junct: 0.011 Bend: 0.000 North • 634.9054 East • 559.2505 Rim Elev : 22.4000 Bottom El: 19.8885 Hgrade El: 19.9546 ft 0.027 Junct: 0.019 Bend: 0.036 North . • East • Rim Elev : Bottom El: Hgrade El: 851.0550 602.8229 22.8000 20.8833 20.6177 ft 0.000 Junct: 0.000 Bend: 0.000 11/21/97 Adams, Hodsdon, Bessette & Lindsay Inc. CASCADE BUSINESS PARK OPUS NORTHWEST Location : Str Type : Str Cat Area /sump: Cont Area: Bend • Ent type.: Ent Loss: Reach 13 STRUCTURE REPORT PROPOSED. STRUCTURE REACH ID No, CB13 TYPE 1 Catch Basin 0.00 sf /2 .00 ft A13 No special shape Area /sump: 0.008 Exit: 0.039 App Vel: <Invert> <Diam> < n > <End> 19.183 8.00 0.012 Upper PROPOSED STRUCTURE REACH ID No. CB14 Location Str Type Str Cat Area /sump Cont Area Bend Ent type Ent Loss: Reach 14 Location : Str Type : Str Cat Area /sump: Cont Area: Bend • Ent type.: Ent Loss: Reach 15 14 13 TYPE 1 Catch Basin 0.00 sf /2.00 ft A14 No special shape Area /sump: 0.010 Exit: 0.048 App Vel: <Invert> <Diam> < n > <End> 20.083 8.00 0.012 Upper PROPOSED STRUCTURE REACH ID No. CB15 TYPE 1 Catch Basin 0.00 sf /2.00 ft A15 No special shape Area /sump: 0.006 Exit: 0.032 App Vel: <Invert> 18.770 19.921 18.922 <Diam> < n > <End> 12.00 0.012 Upper 8.00 0.012 Lower 8.00 0.012 Lower page North 685.8821 East 747.5368 Rim Elev : 21.1000 Bottom El: 19.1833 Hgrade El: 21.2000 ft 0.000 Junct: 0.000 Bend: 0.000 North 611.0928 East 677.3736 Rim Elev : 22.0000 Bottom El: 20.0833 Hgrade El: 22.1000 ft 0.000 Junct: 0.000 Bend:: 0.000 North • 600.4215 East • 730.3092 Rim Elev : 22.8200 Bottom El: 18.5885 Hgrade El: 22.3936 ft 0.048 Junct: 0.024 Bend: 0.000 11/21/97 Adams, Hodsdon, Bessette & Lindsay Inc... page CASCADE BUSINESS PARK OPUS NORTHWEST PROPOSED STRUCTURE REACH ID No. CB16 Location : Str Type : Str Cat Area /sump: Cont Area: Bend • Ent type.: Ent Loss: Reach 16 15 17 <Invert> 18.630 18.626 18.910 PROPOSED STRUCTURE 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: Reach 18 16 STRUCTURE REPORT TYPE 1 Catch Basin 0.00 sf /2.00 ft A16 No special shape Area /sump: 0.013 Exit: 0.066 App Vel: 0.039 Junct: 0.031 Bend: 0.051 <Diam> < n > <End> 12.00 0.012 Upper 12.00 0.012 Lower 8.00 0.012 Lower REACH ID No. CB17 TYPE 1 Catch Basin 0.00 sf /2.00 ft A17 No special shape Area /sump: 0.008 Exit: 0.039 App Vel: 0.000 Junct: 0.000 Bend: 0.000 Reach <Invert> <Diam> < n > <End> 17 19.183 8.00 0.012 Upper PROPOSED STRUCTURE REACH ID No. CB18 TYPE 1 Catch Basin 0.00 sf /2.00 ft Al8 No special shape Area /sump: 0.024 Exit: 0.118 App Vel: 0.066 Junct: <Invert> <Diam> < n > <End> 18.520 12.00 0.012 Upper 18.520 12.00 0.012 Lower North 586.1933 East 800.8894 Rim Elev : 22.8000 Bottom El: 18.3725 Hgrade El: 22.3181 ft North • 675.5922 East • 818.9109 Rim Elev : 21.1000 Bottom El: 19.1833 Hgrade El: 21.2000 ft North • 575.5223 East • 853.8240 Rim Elev : 22.0000 Bottom El: 18.2105 Hgrade El: 22.1000 ft 0.016 Bend: 0.003 11/21/97 Adams, Hodsdon, Bessette & Lindsay Inc. CASCADE BUSINESS PARK OPUS NORTHWEST PROPOSED STRUCTURE REACH ID No. CB19 Location : Str Type : Str Cat : Area /sump: Cont Area: Bend • Ent type.: Ent Loss: Reach 19 18 20 PROPOSED STRUCTURE REACH ID No. CB2 Location : Str Type : Str Cat Area /sump: Cont Area: Bend • Ent type.: Ent Loss: Reach 3 5 2 Location Str Type Str Cat Area /sump Cont Area Bend Ent type Ent Loss: Reach 20 21 North • 575.9510 TYPE 1 East 975.6846 Catch Basin Rim Elev : 23.0000 0.00 sf /2.00 ft Bottom El: 17.5949 A19 Hgrade El: 22.4379 ft No special shape Area /sump: 0.013 Exit: 0.063 App Vel: 0.118 Junct: 0.013 Bend: 0.021 <Invert> 18.280 18.280 18.280 • TYPE 1 Catch Basin 0.00 sf /2.00 ft No special shape Area /sump: 0.043 Exit: 0.217 App Vel: 0.095 Junct: 0.040 Bend: 0.006 <Invert> <Diam> < n > <End> 17.324 15.00 0.012 Lower 17.434 15.00 0.012 Lower 17.880 15.00 0.012 Upper PROPOSED STRUCTURE REACH ID No. CB20 North 723.9716 TYPE 1 East 1005.5233 Catch Basin Rim Elev : 24.0000 0.00 sf /2.00 ft Bottom El: 21.2238 A20 Hgrade El: 22.4689 ft No special shape Area /sump: 0.001 Exit: 0.005 App Vel: 0.023 Junct: -0.000 Bend: 0.031 <Invert> 20.060 20.060 STRUCTURE REPORT <Diam> < n > <End> 15.00 0.012 Upper 12.00 0.012 Lower 12.00 0.012 Lower <Diam> < n > <End> 12.00 0.012 Upper 8.00 0.012 Lower North East . Rim Elev : Bottom El: Hgrade El: page 4 720.9954 151.4714 24.2500 16.9340 18.7762 ft A 0 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383•2422 253/383.2572 FAX 1 Oi• • '4,144 •,, VIA,L; ■■ : I 0 V Subject 4 e pere.hutf Phone Calculations El Fax With/To Fax 4 El Memorandum Address It Faxed Pages El Meeting Minutes E Telephone Memo 4F5 f34- P r; „, r. . , 7 3 'IC f5. Per Pr; • • ; • .. • 7.4,0•••■ .....4■40,6i I , . „ . • • • • • • • /011' If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. C •• ye,, ,)C.Fs 6 r4 eisg. trjrc- 3aao , , • • . . , . . . Q 3 c FS el 3. 9 . 3R 7 Pile# c d' 4 - 117v-5 115. / 10 00 . -■•■ , 5 . • . • . •-• 12/11/97 Adams," Hodsdon, Bessette &.Lindsay Inc. ; page CASCADE BUSINESS PARK • OPUS. NORTHWEST BASIN ID: BLDGA SBUH METHODOLOGY TOTAL AREA RAINFALL TYPE • PRECIPITATION • TIME INTERVAL •. TIME OF CONC ABSTRACTION COEFF: BASIN ID: BLDGB SBUH METHODOLOGY TOTAL AREA RAINFALL TYPE PRECIPITATION TIME INTERVAL TIME OF CONC ABSTRACTION COEFF: PEAK RATE: 0.45 cfs PEAK RATE: 0.73 cfs NAME: BLDG -A TREATMENT STORM 1.12 Acres TYPE1A 2.00 inches 10.00 min 0.00 min 0.20 VOL: 0.1 BASIN SUMMARY NAME: BLDG -B TREATMENT STORM 2 -YR VOL: 0.27 BASEFLOWS: 0.00 cfs PERVIOUS AREA AREA..: 0.00 Acres CN • 70.00 IMPERVIOUS AREA AREA..: 1.12 Acres CN....: 98.00 6 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 SCHEDULE MODEL OF TOTAL VOLUME STANDARD TOTAL SPILL CAPACITY SIZE FLOW RATE GPM C R OIL WATER DIA. SEPARATORS LENGTH INLET OUTLET APPROX. WEIGHT (LBS.) HT/HTC- 550 550 275 55 :, I• '. 3' - 6" 7' - 9" 4" 2,024 HT /HTC- 1,000 1,000 500 100 4' - 0" 10' • 9" 6" 3,001 HT/HTC- 2,000 2,000 1,000 200 5' - 4" 12' - 0" 6" 4,122 HT /HTC- 3,000 3,000 1,500 300 5' - 4" 18' - 0" 8" 5,001 HT /HTC- 4,000 4,000 2,000 400 5' • 4" 24' • 0" 8" 5,760 HT/HTC- 5,000 5,000 2,500 500 6' • 0" 23' - 10" 8" 8,082 HT/HTC- 6,000 6,000 3,000 600 6' - 0" 28' - 8" 10" 9,484 HT /HTC- 7,000 7,000 3,500 700 7' - 0" 24' - 4" 10" 11,124 HT/HTC- 8,000 8,000 4.000 800 7' - 0" 28' . 0" 10" 11,959 HT/HTC- 9,000 9,000 4,500 900 8' • 0" 24' • 0" 12" 11,983 HT/HTC- 10,000 10,000 5,000 1,000 8' • 0" 26' • 8" 12" 12,696 HT/HTC- 12,000 12,000 6,000 1,200 8' • 0" 32' - 0" 12" 14,131 HT/HTC- 15,000 15,000 7,500 1.500 10' • 0" 25' • 6" 14" 19,567 HT /HTC- 20,000 20,000 10,000 2,000 10' • 6" 31' - 0" 16" 23,316 HT /HTC• 25,000 25,000 12,500 2.500 10' - 6" 38' - 9" 18" 30,546 HT/HTC- 30,000 30,000 15,000 3,000 10' • 6" 46' • 6" 20" 35,586 HT /HTC• 40,000 40,000 20,000 4.000 12' • 0" 47' - 3" 24" 44.389 HT /HTC- 50,000 50,000 25,000 5,000 I I 12' • 0" 59' • 0" 24" 51,511 We're in the Oil Water Separator Market oI INTERFACE A LEVEL SENSOR - PETRO•SCREEN"" COALESCER" STRIVER PLATE Model HTC For 10 ppm oillgrease discharge. Model HT For 15 ppm oil/grease discharge. OUTLET ISOLATION SPOOL PIECE • • OUTLET 00WNCOMER SACRIFICIAL ANODE . FLANGED TEE OUTLET ISOLATION SPOOL PIECE OUTLET DOWNCOMER SACRIFICIAL ANODE 'Optional Equipment Available From Highland Tank GAUGE PO GAUGE PORT O Y 01A INTERFACE A LEVEL SENSOR PIPE 7 FLANGED TEE 1 T• 01A INTERFACE LEVEL SENSOR PIPE PPII PROTECTION PROVEN FLANGED MANWAY a COVER A 01A OIL PUMP-OUT PIPW LENGTH PPII PROTECTION PROVER FLANGED MANWAY IS COVER K• DIA OIL PUMP•OUT PIPE LENGTH FLANGED TEE 011 RI BKOIL INLET LIFTING I ISOLATION LUG PIECE SLUDGE BAFFLE SLUDGE BAFFLE UNOERFLOW BAFFLE PARALLEL CORRUGATED ��y/ C PLATE CRRU VELOCITY HEAD DIFFUSION BAFFLE W[AR W is PLATE A.• INTERFACE A LEVEL SENSOR' STRIKER "LATE UNAFLOW BAFFLE PARALLEL CORRUGATED PLATE COALESCER G -III ' yFG. FLANGED TEE OIL SKIMMER* INLET ISOLATION LIFTING tae LUG 1 / ! ECE � PI[C[ 1 I V VELOC1 HEAD ` OIFFUE ON BAFFLE a WEAR PLATE W a 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383.2572 FAX • Project No. 97336, Subject Phone 0 Calculations With/To Fax # 0 Fax 0 Memorandum Address # Faxed Pages 0 Meeting Minutes 0 Telephone Memo • fk td: c.ovi." I Ii u4-1 0; I pr;A,17.74,t e.<=- b : 19 . 6 3 // 7.1)e, re. , 7. 41 ; ' 43, 03 - /0 • Flow .pve.44w;.- ;* , 4 . 47■-• 1 .4 104, 7%-, : , t „pp-c--; ';. '.e..4;,:.8.;r:i y '•, , . . • . . , . . . . . . . : , ! ! . . . ■ i f ' . . . . . . . . .. . . ' ' .. . , . . - „ , • . . . . , . . . ' • ■ ' i ' , . , .. . . ........ ........... : ..: 4Plii.4.: l' ); // '......0'4' ' at) itj(// /■, J :. 1 ' • : '. ! i • . , 4- / 73 C Fs ' .// i 7 13 L. ,e:41— . . . / 1 eA)/.. occo e- : . .! . )›; $c„,11" 7 . 2 1 Rol-4 '• ? ; : C 4.4 7 , • If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU, 0 Page / 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 17.6 Slope (ft /ft): 0.0050 No of Clvrts: 1 Mannings n 0.0120 Max Ponding el: 18.20 Stg-Dis Increment : 0.01 12/11/97': Adams, Hodsdon, Bessette41 Lindsay Inc. CASCADE BUSINESS .PARK STAGE .1--DISCHARGE--- > STAGE < -- DISCHARGE -- -> STAGE <-- DISCHARGE - --> STAGE <--DISCHARGE - - - > (ft):. - -cfs (ft) - --cfs (ft) - - -cfs (ft) - --cfs == ..... =S_ ==. 5 = == 3 = = =- __ == ==i =_ == ==. === 17.67 ". 0.0000 17.81 0.0764 17.95 0:3028 18.09 0.5708 17.68 0.0004 17.82 0.0914 17.96 0.3204 18.10 0.5919 17.69 0.0008 17.83 0.1066 17.97 0.3383 18.11 . 0.6132 17.70 0.0012: 17.84 0.1219 17.98 0.3563 18.12 0.6349 17.71 0.0016 17.85 0.1375 17.99 , 0.3746 18.13 0.6568 .. 17.72 0.0020 17.86 0.1532 18.00 0.3931 18.14 0.6790 17.73 0.0024 . 17.87 0.1690 18.01 0.4119 18.15 0.7016 17.74 0.0028 17.88 0.1851 18.02 0.4308 18.16 0.7244 17.75. 0.0032 17.89 : 0.2013 - - - 18.03 0.450+ ---- 18.17 0.7476 17.76 0.0036 17.90 0.2177 18.04 0.4695 18.18 0.7710 17.77 0.0178 17.91 .0.2344 18.05 0.4893 16,19 0.7948 17.78 0.0322 17.92 0.2512 18.06 0.5093 18.20 0.8189 17.79 0.0468 17.93 0.2682 18.07 0.5295 17.80 0.0615 17.94 0.2854 18.08 0.5500 ' 12/11/97 _OPUS NORTHWEST Adams, Hodsdon, Bessette & Lindsay Inc. page CASCADE BUSINESS PARK 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 c--DISCHARGE---> (ft) - - -cfs (ft) - - -cfs (ft) - - -cfs (ft) ---cfs __ = = _- -_ 17.43 0.0000 17.81 0.4893 18.19 1.4652 18.57 2.6827 17.44 0.0004 17.82 0.5093 18.20 1.4970 18.58 2.7119 17.45 0.0008 17.83 0.5295 18.21 1.5289 18.59 3.9935 17.46 0.0012 17.84 0.5500 18.22 1.5610 18.60 4.0216 17.47 0.0016 17.85 0.5708 18.23 1.5934 18.61 4.0494 17.48 0.0020 17.86 0.5919 18.24 1.6259 18.62 4.0770 17.49 0.0024 17.87 0.6132 18.25 1.6585 18.63 4.1045 17.50 0.0028 17.88 0.6349 18.26 1.6913 18.64 4.1318 17.51 0.0032 17.89 0.6568 18.27 1.7242 18.65 4.1588 17.52 0.0036 17.90 0.6790 18.28 1.7572 18.66 4.1858 17.53 0.0178 17.91 0.7016 18.29 1.7903 18.67 4.2125 17.54 0.0322 17.92 0.7244 18.30 1.8235 18.68 4.2391 17.55 0.0468 17.93 0.7476 18.31 1.8566 18.69 4.2655 17.56 0.0615 17.94 0.7710 18.32 1.8898 18.70 4.2917 17.57 0.0764 17.95 0.7948 18.33 1.9230 18.71 4.3178 17.58 0.0914 17.96 0.8189 18.34 1.9562 18.72 4.3438 17.59 0.1066 17.97 0.8434 18.35 1.9894 18.73 4.3696 17.60 0.1219 17.98 0.8681 18.36 2.0224 18.74 4.3952 17.61 0.1375 17.99 0.8933 18.37 2.0555 18.75 4.4207 17.62 0.1532 18.00 0.9187 18.38 2.0884 18.76 4.4460 17.63 0.1690 18.01 0.9445 18.39 2.1212 18.77 4.4712 17.64 0.1851 18.02 0.9706 18.40 2.1539 18.78 4.4962 17.65 0.2013 18.03 0.9971 18.41 2.1865 18.79 4.5211 17.66 0.2177 18.04 1.0239 18.42 2.2190 18.80 4.5459 17.67 0.2344 18.05 1.0510 18.43 2.2513 18.81 4.5706 17.68 0.2512 18.06 1.0785 18.44 2.2834 18.82 4.5951 17.69 0.2682 18.07 1.1064 18.45 2.3153 18.83 4.6194 17.70 0.2854 18.08 1.1345 18.46 2.3471 18.84 4.6437 17.71 0.3028 18.09 1.1630 18.47 2.3787 18.85 4.6678 17.72 0.3204 18.10 1.1919 18.48 2.4101 18.86 4.6918 17.73 0.3383 18.11 1.2211 18.49 2.4412 18.87 4.7157 17.74 0.3563 18.12 1.2505 18.50 2.4722 18.88 4.7394 17.75 0.3746 18.13 1.2803 18.51 2.5029 18.89 4.7631 17.76 0.3931 18.14 1.3105 18.52 2.5335 18.90 4.7866 17.77 0.4119 18.15 1.3409 18.53 2.5638 18.91 4.8100 17.78 0.4308 18.16 1.3716 18.54 2.5939 18.92 4.8333 17.79 0.4501 18.17 1.4025 18.55 2.6237 18.93 4.8565 17.80 0.4695 18.18 1.4338 18.56 2.6533 18.94 4.8796 :• . :.. I. Operation Instructions Operation And Maintenance Instructions Oil Water Separator The Highland Tank & Mfg. Co. Oil Water Separator is designed specifically for the separation of multi -phase liquids and solids from petroleum and industrial wastewater. The Highland unit receives, directly from the wastewater drains, various kinds of oil, gasolines, grease and other volatile liquid wastes along with oily sludge; they retain this harmful waste matter and prevent its entry into the drainage system. The oil water separator should be filled with water at all times for proper operation. Wastewater enters the top of the tank through the inlet pipe and is directed over the velocity head diffusion baffle, a heavy metal plate, inclined downwardly at a 45 degree angle. The velocity head diffusion baffle is intended to serve four basic functions: I. To dissipate the velocity head, thereby improving the overall hydraulic characteristics of the separator. 2. To direct the flow downwardly and outwardly to provide for the most effective use of the separator volume available because the length of the separation chamber begins at the inlet head of the vessel. 3. To reduce flow turbulence and to distribute the flow evenly over the separators cross - sectional area. 4. To isolate the inlet turbulence from the rest of the separator. Influent suspended solids settle and are collected behind the sludge baffle plate mounted on the separator floor. Lighter density oil droplets and concentrated oil slugs rise immediately to the surface of the separator. The remaining oily water mixture then passes through the inclined arrangement of parallel corrugated plates. The corrugated parallel plate separator within the unit improves the efficiency of separation by enlarging the effective separation surface area through the use of multiple parallel corrugated plates. The Highland Separator utilizes an inclined arrangement of corrugated plates, stacked upward at a 22.5 degree angle, spaced every 3" apart, to prevent fouling by debris and gummy solids. Under laminar flow conditions, buoyancy forces cause oil droplets to rise and coalesce into "sheets" of oil on the underside of each of the plates, creep up the surfaces and finally break loose at the top in the form of large globules that rapidly rise through the separating chamber to the surface. In operation, the maximum distance that an oil particle has to rise for effective removal is the 3" between the plates instead of a few feet, as in standard separators. The free floating oils and greasy solids accumulate until they are automatically or manually removed from the separator. Purified water is continuously discharge by gravity displacement. Oil Coalescer: Oil Water Separators Models HTC In the Model HTC Oil Water Separators, the wastewater flows from the corrugated plate coalescer to the oil coalescing unit. The purpose of the coalescing unit is to polish the oil water separator effluent before final discharge. This unit is equipped with a polypropylene coalescing material, a ten layer blanket of coarse and fine polypropylene fibers, six inches thick. As the wastewater enters the coalescing media, residual oil particles in the water, down to 20 microns in size, become attached to the oleophilic strands. Once attached, oil globules coalesce; therefore, increasing oil globule size which accelerates the rate of rising oil. The oil globules wick -up the strands and when sufficiently large, break free and rise to the surface of the oil water separator. Oil Level Controls (Optional) The oil water separator is equipped with oil level controls to activate a high level alarm at a predetermined level. During operation, oil is accumulated in the oil water separator until a predetermined level is reached, at which time a multi - station liquid level control is activated signaling to the operator that the oil water separator is full of oil. The level control is a magnetic float switch type for oil/water interface detection. The oil level control floats lie at a set position in the oil water separator at approximately 20% and 43% separator volume. During wastewater processing, oil accumulates within the oil water separator and the oil/water interface drops. Once the interface reaches a point reflecting 20% separator volume, one inch below the oil suction pipe, the upper oil /water interface sensor is activated and an amber light signals that the oil water separator is full of oil. In the event that the oil water separator is not maintained or in the event of an oil spill condition, the oil water interface will continue to drop. Once the interface reaches a point reflecting 43% separator volume, the lower oil /water interface sensor is activated and an amber light and audible horn signals that the oil water separator is dangerously full of oil. At the end of all oil removal procedures, the operator must refill the oil water separator with water. The multi- station liquid level control is then automatically reset. Oil Pump Out Systems (Optional) The oil water separator is equipped with an oil pump out system which can be operated automatically or manually. 1. When in the automatic mode, oil is accumulated in the oil water separator until a predetermined level is reached, at which time a multi- station liquid level control is activated for oil pump -on and pump -off. The level control is a magnetic float switch type for liquid level and oil /water interface detection. The oil removal pump is a horizontal centrifugal motor pump with a capacity of 50 gpm at 20 tdh. The level control floats lie at a set position in the oil water separator, approximately 20% of the separator volume. During wastewater processing, oil accumulates within the oil water separator and the oil/water interface drops. Once the interface reaches a point one inch below the pump suction, the lower oil /water interface sensor is activated and pump -on is initiated. When oil is pumped out, the separator level drops. When the separator level reaches a point one inch above the pump suction, the upper liquid level sensor is activated and pump - off is initiated. The multi - station liquid level control is reset when the oil water separator is refilled with water. 2. When in the manual mode, oil is accumulated in the oil water separator until a predetermined level is reached, at which time a multi- station liquid level control is activated signaling to the operator when to turn the pump on and off. Once the interface reaches a point one inch below the pump suction, the lower oil/water interface sensor is activated signaling to the operator to turn the oil pump- on. When all the oil is pumped out and the separator level reaches a point one inch above the pump suction, the upper liquid level sensor is activated signaling to the operator to turn the oil pump -off and refill the oil water separator with water. The multi- station liquid level control is then automatically reset. Adjustable Oil Skimmer (Optional) The oil water separator is equipped with an oil skimmer that can be manually adjusted to drain off precisely the amount of oil desired. The rotary pipe oil skimmer is designed to remove high volumes of skimmed product in large volume oil water separators. The adjustable tube oil skimmer is designed to remove low volumes of skimmed product in low volume oil water separators. Both skimmers can be manually adjusted to drain off precisely the amount of oil desired. As the product spills into the skimmer it flows by gravity out of the skim pipe through the wall of the separator and into a waste oil storage tank for accumulation and subsequent removal. Periodic checks of the product level in the separator are required. To set the skimmer for automatic skimming, the skim edge must be set slightly above (about 1/2 ") the maximum water level when no product is in the oil water separator and the separator is flowing. This setting will assure no water will be skimmed off into the waste oil storage tank. In operation, during less than maximum flow conditions through the separator, a thick product level will accumulate before skimming takes place because most oil layers drift approximately 80% below and 20% above the original water line. Most of the oil will be removed during maximum flow conditions through the separator. Water Removal System (Optional) The oil water separator is equipped with water level controls to start and stop a water pump at predetermined levels in the integral water sump. When in operation, water is discharged from oil water separator by gravity into the integral water sump. Water accumulates in the water sump until a predetermined level is reached, at which time a multi- station liquid level control is activated for water pump -on and pump -off. The level control is a magnetic float switch type for liquid level detection. The water removal pump is a vertical centrifugal motor pump with a capacity equal to that of the oil water separator. The liquid level control floats lie at a set position in the water sump. During wastewater processing, purified water is discharged from the oil water separator into the integral water sump. Waste accumulates within the water sump. Once the water level reaches a high point, the upper liquid level sensor is activated and pump -on is initiated. When water is pumped out, the sump level drops. When the sump level reaches a low point, one inch above the pump suction, the lower liquid level sensor is activated and pump -off is initiated. The multi- station liquid level control is reset when the water sump is refilled with water. H. Maintenance Instructions 1. The maintenance of a Highland Gravity Oil Water Separator requires: A. Periodic inspection to check for build up of sand, trash, sludge and oil. B. Inspection immediately after a heavy rainfall to check for signs of ineffective operation and to determine the presence of oil in the discharge. If contaminants are escaping close the valve on the inlet line immediately and determine what type of maintenance the system may require to return it to effective working order, 2. A possible maintenance procedure for each chamber could include: A. Pre- separator Chamber: Check to insure the level of sand, dirt, or debris has accumulated to a point no higher than about a foot from the bottom of the tank with a wooden gauge stick. If solids have accumulated to a 12" depth, remove the accumulated material with a suction hose or a vacuum or portable sludge pump. It is recommended that at least once a year, the oil water separator sediment chamber be cleaned. Pump out all fluid from the oil water separator. Direct a high pressure hose downward to loosen up any caked oily solids. Remove the slurry with a suction hose or a vacuum or portable sludge pump. B. Separator Chamber: Since the compartment separates the oil and grease from the water, check to insure the level of oil and grease has accumulated to a point no lower than the radius of the separator (about 50% of the separator volume). Remove the accumulated oil with a suction hose or a vacuum or portable oil pump. Clean the compartment as it is needed. C. Coalescer: Since the polypropylene coalescer will remove some suspended solids along with the small oil droplets in the wastewater, periodic cleaning is required. The coalescer can be easily cleaned by removing it from the oil water separator and simply hosing it down upstream of the separator drains in order to wash off any debris or gummy deposits that have accumulated on the fibers. It is recommended that this cleaning procedure be followed after heavy rainfalls or oil spills. The coalescer can be easily removed and reinserted through the access manhole in the oil water separator top. 3. Over a period of time, the sediment, oil and grease will build up on the walls of the separator. Dirt and heavy oil may build up on the parallel plates and the build -up will reduce the unit's efficiency. Also, the skimmer mechanism becomes gummy. This causes partial clogging of the mechanism and the formation of a continual oil slick of increasing depth. It is recommended that the oil water separator be cleaned at least once a year. Annual cleaning consists of removing the oil build -up on surfaces of the oil water separator walls and coalescer plates with steam or high pressure wash. Pumpout all fluid from the oil water separator tank. Direct the steam or high pressure wash against the oil water separator walls and coalescer plates. A wand extension nozzle may be required reach into and around the oil water separator tank. Rotate the nozzle sufficiently often so that all areas are reached with the spray. If contaminants are present, or if detergents are used in the cleaning process, always be sure to pump out before reactivating the system and reopening the valve on the influent line. Since oil water separator designs will vary with sites, it is essential to adhere strictly to the manufacturer's instructions for cleaning and maintenance. 4. Record Keeping: Keep a log of inspection and maintenance work and have it available for ready reference. Highland Oil Water Separator, although of modern design, cannot be expected to perform well without receiving necessary attention. 1. The amount of debris such as sand, gravel, dirt, leaves, wood, rags, etc. permitted to enter the separator must be minimized for maximum effectiveness. Catch basins and drains installed ahead of the separator should be inspected and cleaned on a regular basis. 2. Waste oil such as automobile and truck crank case oil should not be intentionally drained into the separator. Waste oil should be dumped into the waste slop tank for proper disposal. 3. Highland Separators should be maintained as free of accumulated oil and sediment as possible. A simple and effective means is required to remove these accumulated deposits. Truck access for pumping of sludge and oil removal is mandatory. 4. It is imperative that detergents and solvents be excluded from the separator system. The gravity separator will not remove chemical emulsions or dissolved hydrocarbons and their presence retards the recovery of oil that would otherwise be separated. Waste water containing a high dissolved solids concentration, such as untreated sanitary sewage, must's be excluded due to its emulsifying tendency. 6. The absence of gravity flow to the separator will make it necessary to pump the waste waters. When elevation or grades at the facility fail to allow for gravity flow through the oil water separator, pumping must be restricted to the clean water, effluent - discharge end of the separator. If pumping goes on ahead of the separator, it will tend to mix the oily water and increase the emulsified and dissolved oil content, possibly to the point that the oil and water separation fails. If a pump is installed upstream of the separator, it must be a positive displacement pump, at minimum gpm, and installed as far upstream as possible to reduce the extent of mixing. 7. Oils with a specific gravity greater than 0.95 require special treatment. 8. Separators should be provided with a means of shutting off the in -flow and out -flow for the purposes of cleaning and emergency situations. 9. For economies of separator design, water run -off from essentially oil -free areas is routed around the separator. Otherwise, the separator requirement becomes too large. 10. The separator system should be kept from freezing at all times. Two of the most available methods available to achieve this are as follows: A. The separator may be located at an elevation so that the top of the liquid is below the frost line. B B. If the frost line is too deep to allow for economical location beneath, insulation and/or the inclusion of heating devices in the separator may be applied. 5. The separator inlet and outlet piping must be sloped from 1/8" to 1/16" per foot to maintain proper gravity flow. Inlet piping should be installed straight and true with few turns to limit turbulence. , ; : Installation Instructions For Highland Tank & Mfg. Co. Underground Oil/Water Separator Tank With sti -P3 Corrosion Control System 1. Excavation and Bedding 1.1 The excavation shall be free from any hard or sharp material that may cause damage to the separator tank coating. (Care shall be taken during installation that foreign matter is not introduced into the excavation or back fill). 1.2 The bottom of the excavation shall be covered with fine or pea gravel, clean sand, or No. 8 crushed stone (No. 8 coarse aggregate ASTM -448) to a depth of one foot, suitably graded and leveled. 1.3 The excavation shall extend a distance of at least one foot around the perimeter of the separator tank providing sufficient clearance for anodes. 1.4 Where anchoring by means of a concrete slab is required, the separator tank must not be placed directly on the pad. A layer of fine or pea gravel, clean sand, or No. 8 crushed stone at least 6 inches deep must be spread evenly over the dimensions of the pad to separate the separator tank from the pad. The separator tank shall not be placed on any other hard or sharp material that can cause deformation of the separator tank or damage to the coating. 1.5 If installation is in tidal area, tank bedding material should be fine or pea gravel rather than clean sand. 2. Above Ground Air Test 2.1 The temporary plugs and thread protectors installed by the manufacturer shall be removed. Apply compatible, non - hardening pipe sealant to internal bushing threads. Permanent metal plugs shall be installed at all unused openings. 2.2 The dielectric bushings in the sti -P3 separator tanks shall not be removed from the unused openings. Plugs used to temporarily seal the separator tank for the above ground air test but later removed for pipe installation shall not be over- tightened. Care shall be taken not to cross thread or damage the nonmetallic bushings when replacing plugs or installing required separator tank piping. 2.3 Single Wall Oil Water Separator Tank: An air test of the separator tank above ground is required. Pressure should not exceed 5 pounds per square inch (PSIG) while a soap solution is applied to weld seams. 2.4 Dual Wall Oil Water Separator Tank: Dual No oil water separator tanks require different air pressure testing procedures. Do not connect a high pressure air line directly to the interstitial monitoring port! See Highland Tank & Mfg. Co. decal instructions or consult Highland Tank & Mfg. Co. for air test recommendations. • Pressurize the inner separator tank to a maximum of 5 psig. Seal the inner tank and disconnect the external air supply. • Monitor the pressure for a period of one hour. While air tests are generally inconclusive without soaping and the careful inspection for bubbles, this step is recommended to detect a very large leak in the inner separator tank and to prepare for the next step. • Pressurize the interstice with air from the inner separator tank. Use a second gauge for measuring pressure in the interstice. • Soap the exterior of the separator tank and inspect for bubbles while continuing to monitor the gauges to detect any pressure drop. • Release the interstice, then the inner separator tank test pressure and vent both spaces. • Vacuum testing of the interstitial space of the dual wall oil water separator tank can be used in lieu of or in addition to the air test procedure. Do not apply a vacuum to the primary separator tank or a single wall separator tank. PEI/RP 100 -90 also provides guidelines. 2.5 Take necessary safety precautions during air tests. Do not leave separator tanks unattended! 3. Coating Repair 3.1 Before placing the separator tank in the excavation, all dirt clods and similar foreign matter shall be cleaned from the separator tank, and areas of coating damage shall be repaired with a touch -up kit provided.. 3.2 Clean damaged coating areas through removal of surface rust, dirt, contaminants, and disbonded coating prior to application of touch -up coating (See SSPC SP -2 "Hand Tool Cleaning" or SP -3 "Power Tool Cleaning" for additional guidance). Areas of coating damage shall be roughened up with a wire brush approximately 1" around the damaged area and repaired with a touch -up coating provided. Damaged "High- Life" Fiberglass Reinforced Polyester coating shall be repaired with the FRP repair kit, damaged "Corrocote II" Polyurethane coating shall be repaired with a Polyurethane touch -up coating. 4. Separator Tank Handling 4.1 Equipment to lift the separator tank shall beof adequate size to lift and lower the separator tank without dragging and dropping to ensure no damage to the separator tank or the coating. 4.2 Separator tanks shall be carefully lifted and lowered by use of cables or chains of adequate length (not less than 45 degrees included angle) attached to the lifting lugs provided. A spreader bar should be used where necessary. Under no circumstances use chains or slings around the separator tank shell which will damage the separator tank and coating.. 5. Anode Integrity 5.1 sti -P3 separator tanks may be equipped with either zinc or magnesium anodes. Whereas magnesium anodes are designed only for installation in soil resistivities of 2,000 ohms -cm or greater, zinc anodes are most effective in low resistivities. 5.2 When so shipped, remove protective plastic covering from weld -on zinc anodes to assure proper anode operation. Verify integrity of anode connection prior to back fill. Do not remove cloth bag or cardboard box around anode! 5.3 After an sti -P3 separator tank has been placed in the excavation, if magnesium anode is connected by a lead wire, attachment to the separator tank shall be checked to assure this connection has not been damaged. Where damaged, the connection must be reestablished in strict accordance with sti -P3 specifications. 6. Placement Of Separator Tank The separator tank must be installed in a level and plumb position. Check elevations at each end of the separator tank with a transit and adjust as necessary to 1/2" in 20' -0 ". Check elevations across the diameter of the separator tank and adjust to 1/4" in 10' -0 ". 7. Anchoring 7.1 High water tables or partially flooded excavation sites exert significant buoyant forces on separator tanks, Buoyant forces are partially resisted by the weight of the separator tank, the back fill, and the pavement atop the tank. Additional buoyant restraint when required is obtained by using properly designed hold down straps in conjunction with concrete hold down slabs or dead -man anchors. 7.2 Special care should be exercised when installing hold down straps to ensure that the straps are separated from the separator tank by a separating pad made of inert insulating dielectric material. When flat, inert, insulating, dielectric material is used, the material should be at least 2 inches wider than the hold down straps. The isolating straps should be appropriately placed between the hold down strap and the separator tank so as to prevent damage to the coating. 8. Back- Filling 8.1 Back -fill consisting of fine or pea gravel, clean sand, or No. 8 crushed stone similar to bedding material shall be installed around the entire separator tank to create a uniform homogeneous environment. 8.2 Special cafe shall be taken when installing back -fill along the bottom sides of the separator tank to ensure that the separator tank is fully and evenly supported around the bottom quadrant. Hand packing or tamping should be done carefully as to avoid damaging the coating on the separator tank or the anodes. 8.3 The back fill should be placed carefully around the separator tank to the top of the tank. 8.4 Fill separator tank with clean water ballast. After ballasting is complete, check elevations for proper tolerances. 9. Piping 9.1 Prior to installation of piping, all openings shall be visually inspected to assure that the sti -P3 dielectric nylon bushings remain in place. Where flanged openings have been used, the dielectric isolation shall be confirmed with a continuity tester. No current shall pass through the factory installed dielectric flanges. Dielectric isolation is required to assure separator tank integrity! 9.2 Attach inlet and outlet tees (contractor supplied) to flanged isolation spools provided. Attach separator tank inlet and outlet piping to tees . The separator tank inlet and outlet piping must be sloped from 1/8" to 1/16" per foot to maintain gravity flow. Inlet and outlet inverts have been established in the factory - Do not modify without first consulting the manufacturer! 9.3 Attach separator tank manway extensions, taking care not to damage manway gasket between manway necks and extensions. 9.4 Install vent lines from separator tank inlet and outlet tees and manways to atmosphere. .The separator inlet, outlet and manways are to be vented independently from one another. Manways ONLY may be manifolded together as one common vent to grade level. Inlet and outlet tees must be fitted with tapped blind flanges to accept vent piping; manway vent connections are installed in the factory. Separator is designed for operation at atmospheric pressure only. Separator tank inlet, outlet and manways must be vented to atmosphere to assure proper operation. 9.5 For separator tanks with gravity oil skimmers, install oil skimmers and piping. Piping between the separator tank and the waste oil tank must be sloped between 1/8" to 1/16" per foot to maintain gravity flow. 9.6 For separator tanks with oil level sensors and pump -out pipes, install riser pipes using compatible non - hardening sealant, taking care not to cross thread or damage the nonmetallic bushings. Torque of 400 to 1,000 ft -lbs may be required to fully insert pipe. Refer to enclosed manufactures sensor and control panel wiring diagrams and installation instructions for electrical details! 9.7 The thread protectors of unused openings shall be removed. The dielectric bushings shall not be removed from the unused openings! Permanent metal plugs treated with pipe compound shall be installed at all unused openings. 10. Final Air Test Where air or hydrostatic testing is required after installation, the pressure applied shall not be in excess of 5 pounds per square inch (PSIG) and measured at the top of the separator tank. 11. Separator Tank Monitoring System Installation 11.1 Each separator tank shall have a cathodic protection monitoring station (PP2, PP1, or other) installed in such a way so that there will be at least a separator tank structure lead easily accessible and identifiable at the finish grade and provide easy placement of a reference electrode during monitoring. [ ..f.v..-fr4 11.2 If your separator tank is equipped with a PROTECTION PROVER 2, prior to completion of the back -fill, the monitoring terminal located near the top of the separator tank must be positioned as follows: 11.3 Select a terminal location on a pipe near grade that will be accessible through a grade manhole upon completion of installation. 11.4 Loosen the black nylon pipe lashing by releasing the locking tab. Uncoil enough lead wire from the separator tank mounting lug to reach the terminal location with an additional 4 feet of slack. 11.5 Secure the PP2 terminal to the pipe by tightening the black nylon pipe lashing. The lead wire terminations shall remain sealed. 11.6 Route wire to avoid strain or breakage during back fill. Do not cover PP2 terminal with back fill material. 11.7 If the separator tank is equipped with a PROTECTION PROVER 1 monitoring system, which includes a monitoring test station mounted at the end of the separator tank, prior to any back - filling, extend the monitoring system to 4" below grade level without pulling it out of the mounting bracket. The PP1 test station shall be protected by a grade manhole of 7 1/2" minimum diameter. • 11.8 Contact between the steel separator tank and the following equipment can nullify the cathodic protection design: external or internal piping, pumps, valves, electrical gauging or monitoring equipment, and grounding systems. A simple continuity test between the PP2 lead wire and each connected system will verify the electrical isolation. Continuity should not be present. 12. Final Back - Filling 12.1 Homogeneous backfill shall be deposited carefully around separator tank and to a depth of at least one foot over tank to avoid damage to coating especially where tamping is required. (See NFPA 30 and state or local codes for minimum depth of cover required). 12.2 Finally, backfill carefully over the separator tank up to grade level. 12.3 Top off the separator tank with clean water until water is discharged from the outlet piping. The separator tank must be full of water to operate! 12.4 For separator tanks with gravity oil skimmers, adjust the skimmer while water is flowing through the separator tank. Adjust so that the openings are not submerged and the weir is set at the water crest 13. Final Separator Tank Monitoring System Check 13.1 After back -fill, continuity can be checked with a high impedance volt meter by fixing a copper /copper sulfate reference cell in the soil and contacting all structures with the other voltmeter lead wire. Do not move the reference cell. Potential differences between the separator tank to soil and all other structures to soil must exceed 3 millivolts to verify electrical isolation. -` 1.997: outhcenter South Industrial Park - Site Boulevard and Cascade Avenue South Tukwila, Washington TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Mr. Harry DeMarre Opus Northwest, LLC 200 - 1 12th 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 Willows Road, Suite 101, Kirkland, Washington 98034 • Phone (206) 821.7777 The attached report describes our explorations and recommendations in greater detail :We'trust this information is sufficient for your present needs; Please call if you : have any questions or; need additional information. • ; Figures , Vicinity Map Exploration Location Plan Typical Settlement Marker Detail Retaining Wall Drainage Detail • Appendix Field Exploration and Laboratory Testing (i) Geotechnical Report Southcenter South Industrial Park - Site B Todd Boulevard and Cascade Avenue South Tukwila, Washington 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. 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. L L L 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 L 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 \Vest 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 encotiritered 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. Page No. 2 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 t o l l 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 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. y 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 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. 4.2 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 ivfirafi 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 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 4.3 Fill Pre -load Page No. 5 • :w 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 -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. 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. 4.6 Excavations 4.4 Spread Footing Foundations 4.5 Slab -on -grade Floors Page No. 6 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. 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. 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. 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. 4.8 Lateral Earth Pressures July 8, 1997 Project No. T- 3613 -2 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 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. 4.9 Drainage 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. Page No. 7 ._ 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 Iaid 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 suberade. 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. Page No. 8 i S 3i r :..� a AL. RlYru., • M s ti.` r S 212Th • .. sup rata tnm� r a s :a . s s SITE t�T. fn r R NTON NCSIO 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 Date MAY 1997 Figure 1 exes I ' -1rrm' L NJ Imo dol. t.a,,.:s CASCADE AVE S. 53,4ZG 5T Usso cPu tt i . .v.i•lJ10'c to to A'0 80 IdeCAt. fk.o.n 4.to Nut. -1 co 5F 1 QEQ'n / O F eu,Hd /..14 lb LRy+ be Aoaso .LE 4 / Qerlav/o APPROXIMATE SCALE 0 80 160 feet TERRA ,.•.. ASSOCIATES otechnical Consultants LEGEND: APPROXIMATE TEST PIT LOCATION: APPROXIMATE. BORING .LOCATION REFERENCE: UNTITLED AND UNDATED SITE PLAN PREPARES EY OPUS NORTHWEST. EXPLORATION LOCATION PLAN SOUTHCENTER SOUTH INDUSTRIAL PARK TUKWIL , WASHINGTON _: Pro j. No. 36613 -2 I Date MAY 1997 I l=igur B -2 5 0 N t. 1 � I TP -6 "uno 1.1rh.dou6 31 ,y S 5D OFGtW a^,c?'a „1 = 36 1 - TP - 1V 0core. Lb L T 3 11764 =. (1.159 AC.) . LM6 TP -5 OuLy 3R7' 3;x10 LA L ! a4 ro TP -4 80 lst GkG V owi v4AO ILA ¢•Q elSf � C .-.1 410 0 1 Irk $0V 1.•• pus '14'° 50 op fts.m.01.-so C-064 be. Ao4so __L_ I:Asst. 15 / acne ••1 . 1 see � ` sN oon% 15 1 LO :Z_ 2 -- 414 LAS I� ps 1 � = J 1 WEST VALLEY HIGHWAY (SR - Ill) 0 SF APPROXIMATE SCALE 0 80 or I 'p N TP -3 CASCADE AVE. S. /0V/Plily Sr moo' _ _ ,O• i,%a 5i+.+ 75 N,I 160 feet D TERRA 6 Su- TP -2 1'SGST• . _.` ASSOCIATES 'otechnicai Consultants B -1 LEGEND: APPROXIMATE TEST PIT LOCATION -4 APPROXIMATE BORING LOCATION REFERENCE: UNTTILED AND UNDATED SITE PLAN PREPARED • BY OPUS , Date MAY 1997 I Figure 2 • • HEIGHT VARIES % SURCHARGE ; (SEE NOTES) • OR FILL STEEL ROD -\E 1 NOT TO SCALE PROTECTIVE SLEEVE OR FILL ' SURCHARGE • 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 ROI) 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 'otechnical Consultants TYPICAL SETTLEMENT MARKER DETAIL SOUTHCENTER SOUTH INDUSTRIAL PARK — SITE B TUKWILA, WASHINGTON Proj. No. 3613 -2 Date MAY 1997 [ Figure 3 ••'' • , • 12" MINIMUM WIDE FREE—DRAINING GRAVEL / 1 2" 4" DIAMETER PVC PERFORATED PIPE SLOPE TO DRAIN NOT TO SCALE COMPACTED STRUCTURAL BACKFILL 12" OVER THE PIPE 3" BELOW THE PIPE EXCAVATED SLOPE (SEE REPORT FOR APPROPRIATE INCLINATIONS) TERRA .• ASSOCIATES G Consultants RETAINING WALL DRAINAGE DETAIL SOUTHCENTER SOUTH INDUSTRIAL PARK — SITE B TUKWILA, WASHINGTON Proj, No, 3613-21 Date MAY 1997 I Figure 4 On April 29, 1997, we excavated eight backhoe test pits at the site to depths ranging from 10 to 13 feet below L 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. APPENDIX A FIELD EXPLORATION AND LABORATORY TESTING • Southcenter South Industrial Park - Site B Tukwila, Washington. 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 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 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 tine-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-8 and A-9. Project No. T-3613-2 MAJOR DIVISIONS • • LETTER SYMBOL TYPICAL DESCRIPTION _ � o� O ro N .c: CU a a� � w m Z E '- CL C N 'n o a z c c < m p o U 2 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 fine GM Silty gravels, gravel- sand -silt mixtures, non - plastic tines. 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 tha 5% 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 o O 1) � N cn E o 0 0 o Z , N Z i c a o w c .N a� lV E E Z _ 0 cn t . 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 Organic clays of high plasticity. HIGHLY ORGANIC SOILS PT Peat. DEFINITION OF TERMS AND SYMBOLS -J w rx `o z C Density Resistancre Penetration ws /Foot T 2" OUTSIDE DIAMETER SPLIT _ SPOON SAMPLER ,! 2.4" IND DIAMENG SAMPLER _ OR SH E TUBE SAM RI ER z 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 dense >50 g Consistency v o` I_ 7 Standard Penetration Resistance in Blows /Foot Very soft 0 - 2 Soft 2 -4 Medium stiff 4 -8 Stiff 8 -16 Very stiff 16 -32 Hard >32 UNIFIED SOIL CLASSIFICATION SYSTEM SOUTHCENTER SOUTH INDUSTRIAL PARK SITE B TUKWILA, WASHINGTON TERRA ' -f `,'.:'' , ----� •-- ;-� ;--; 4 1 ' •.7 ASSOCIATES Geotechnical Consultants Proj. No. T- 3613 -2 Date May 1997 I Figure A -1 - - — (0 to 6 inches TOPSOILJSOD) 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. (ML) . - - 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 tight seepage at 6 feet. Extensive caving below 6 feet. Logged by: KPR Date: 4/29/97 Depth (ft.) 0 5 10 5 10 15 Logged by: KPR Date: 4/29/97 Depth (ft.) 0 15 Test Pit No. TP -1 Soil Description Test Pit No. TP -2 Soil Description 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-3613-2I 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 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 = - 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. Logged by: KPR Date: 4/29/97 Depth (ft.) 0 10 15 5 10 15 Logged by: KPR Date: 4/29/97 Depth (ft.) 0 TERRA ASSOCIATES Geotechnlcal Consultants Test Pit No. TP -3 Soil Description Test Pit No. TP -4 Soil Description Approximate Elev. Moisture Content ( %) Approximate Elev. Moisture Content ( %) TEST PIT LOGS SOUTHCENTER SOUTH INDUSTRIAL PARK SITE B TUKWILA, WASHINGTON Proj. No. Date May 199 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 4 -O M r . J J _ J d d _ _ - 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 4 -O M r . J J _ J d d - - 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 15 TERRA ASSOCIATES Geotechnical Consultants Test Pit No. TP -5 Soil Description Test Pit No. TP -6 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 1 Figure A -4 Logged by: KPR Date: 4/29/97 Depth (ft.) 0 5 10 15 (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. Logged by: KPR Date: 4/29/97 Depth -. (ft.) 0 5 10 15 TERRA ASSOCIATES Geotechnical Consultants Test Pit No. TP -7 Soil Description Test Pit No. TP -8 Soil Description Proj. No. T- 3613 -2 Approximate Elev. Moisture Content ( %) 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. TEST PIT LOGS SOUTHCENTER SOUTH INDUSTRIAL PARK SITE B TUKWILA, WASHINGTON Date May 1997 Figure A -5 Boring No. B -1 Logged by: DPL Date: 5/15/97 Approximate Elev. Soil Description Consistency/ Relative Density Depth (ft.) a{dweS (N) Blows/ ft. Moisture Content ( %) Groundwater Level FILL: Brown sandy silt with some gravel, wet. (ML) Stiff - 9 5 3 6 20 3 11 12 5 7 11 39 6 13 45 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 _ _ T Black SAND to silty sand, saturated, fine grained. (SM /SP) Medium Dense to Very Loose — 10 _ _ E 15 L _ H 20 C - r 25 �. I' I I I Gray clayey SILT, interbedded with black silty sand, wet, fine grained, peaty wood pieces in silt. (MUSM) Stiff to Medium Dense (' 1 - I T Gray clayey SILT, wet, peaty wood pieces. (MUPt) Stiff ! Black SAND with silt, wet, fine grained. (SM /SP) Dense r 30 r I I Gray clayey SILT, wet, plastic, peaty wood pieces. Stiff 35 ` T Black SAND with sift, wet, fine to medium grains. Dense j 1- _ Boring terminated at 39.0 feet. Groundwater seepage encountered at 8.5 feet. TERRA ASSOCIATES Geotechnical Consultants BORING LOG SOUTHCENTER SOUTH INDUSTRIAL PARK SITE B TUKWILA, WASHINGTON � --- \ \s , ... ` --`� • Proj. No. T- 3613 -2 Date MAY 1997 1 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 - = = i 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 = 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 - -- 10 _ - -- 15 _ _ _ 20 T 1_ Black SAND, wet, fine- grained. (SP) Loose Gray clayey SILT to gray clay, wet, plastic peaty wood pieces. (MUCL) Medium Stiff to Very Soft 1 (( T Gray silty SAND, wet, fine- grained. (SM) Loose Whitefish brown SILT with peaty wood pieces, slight plasticity, wet. (MUPt) Soft Gray clayey SILT to clay, wet, plastic. (MUCL) Stiff L. H Black SAND, trace silt, wet, fine to medium grains. (SP /SM) Loose r 7 Gray sandy SILT, wet, peaty wood pieces, Plastic. (ML) I Stiff r Interbedded black SANDS and black silts, wet. (SP /ML) Dense 30 r 35 r 1 Gray SILT, wet, some peaty wood pieces, slight plasticity. Medium Stiff I Black silty SANG, wet, fine to medium grains. (SM)I Dense Boring terminated at 39.0 feet. Groundwater seepage encountered at 14.0 feet. BORING LOG SOUTHCENTER SOU T PARK T UKWIL A, WASHINGT ' T ERRA � . 'I ASSOCIATES , . � : ;, Geotechnical Consultants Proj. No. 7- 3613 -21 Date MAY 1997 Figure A -7 f!f W W La- cc .061 .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 1/4 1 1/2 2 3 4 6 12 O O 0 O O O N O CO PERCENT COARSER BY WEIGHT O M7 O n O O c0 0 ICI O L) O O O O PERCENT FINER BY WEIGHT O o 8 Ql 7 .001 arfrl II l II IIII III L II III I1II III I I l II I I If Ili III F IIII 11111 I- iE r O N 0 6 8 20 30 40 .002 .003 .004 .006 .008 .01 .02 .03 .04 .2 g 3 -7 .4 .6 ? 8 1 N 2 3 0 4 10 60 80 1C0 2C0 3C0 O w N w W -J m CO 0 V TERRA ASSOCIATES Geotechnical Consultants J a. J J a %Ira CD Proj. No.3613 -2 1 Date MAY 1997 I Figure A -8 O p r ei • 0 GRAIN SIZE ANALYSIS SOUTHCENTER SOUTH INDUSTRIAL PARK — SITE B TUKWILA, WASHINGTON _. (f ) (.f) J z rz w O >- = N (1) 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 2 3 4 6 12 0 0 N 0 1 InwMUaMaMOOMMMaaiMINIa■aa yam■. Hill WI u1111w11 � vuw W1 IIIl I1iiiiii1iiiiIiiiiiiiIIiiff 11 ��n :iu 111TH loll 1 III L 11111111111, I I I1 I I III I11 II II 111 1 11 IF I C 11 T 11 III _ II I 11 I 11 O O o • O o rn ca • N. PERCENT COARSER BY WEIGHT 0 CO 0 0 t4 0 0 O 0 M O PERCENT FINER BY WEIGHT O N O CO 0 8 cn ^ .001 6 8 10 20 30 40 200 0 300 .002 .003 .004 .006 .008 .01 .02 .03 .04 .06 .08 .1 (/) w .2 � 3 .4 E .6 ? .8 w 1 N Ln 2 3 CC C' 4 60 80 100 W r c.� VI -J m m 0 U V) La- TERRA ASSOCIATES Geotechnical Consultants -J a -J J O O U CL r+ 0 Proj. No.3613 -2 Date MAY 1997 Figure A -9 N V) • O GRAIN SIZE ANALYSIS SOUTHCENTER SOUTH INDUSTRIAL PARK — SITE B TUKWILA, WASHINGTON 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., Associate /Senior Project Manager Nicholas Afeiche, PE, SE Project Manager Reviewed By: Allan E. Bessette, P.E., S.E., Principal 0' , 97338.20 FEB 1 0 1998 Pr.i■tJl' • STRUCTURAL CALCULATIONS for • 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., Associate/Senior Project Manager Nicholas Afeiche, PE, SE Project Manager Reviewed By: Allan E. Bessette, P.E., S.E., Principal C. 1 v 1 I `, r r tik Al EN('INEER(.. . . • • •. ENG1tVEERS A PLANNERS L. W/NE) :80 mph Exp B SEISMIC Zone 3 I = 1 R = 6 >,•,';;; ;:OPUS Cascade Buildiflgs. Tukwila, WA Project # 97338.20 Project Principal Al Bessette, P.E., S.E. Design Engineers Garret Harper Dan Booth, P.E., S.E. Nick Afeiche, P.E., S.E. Design Criteria Roof: 25 psf SL 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 Kwik BoPtH and Epoxy Anchorsas noted. Install per • manufacturer's specifications. 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 Lumber: 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 2215 N. 30th St. Suite 300 Tacoma, WA 98403 (206) 383-2422 Fox (206) 383-2572 Glue Laminated Members: • Multiple and Cantilevered Spans: 24F-V8 Simple Span: 24F-V4 No. ? o 11 a Ri P_ ge of Phone 0 Calculations 0 Fax Fax # 0 Memorandum # Faxed Pages ID Meeting Minutes 0 Telephone Memo L L L Date: Copies to: • 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX POP FR iimpvcr 7iFfeleits 5H xiv,6tiL KoDF-T-m Asmazal • ) ( 1' 1.5 r5F r5F r$F . F fF • ID , r5F. . . 70 Gs 1 )' .DiE r0- ifrAfirJ j- (1° (91- ( = j5 .... \3i p.); C1.15) 1 ,4!) 71) eLF CP-XM z1 7* 6 • 8 (.1s)CIND / 2-y) Tra-ra sia C7ori÷j_C 4 1 a/0,4 1 0)..) claw) LJE Ar ax6.. STF■=4/t/ERS I . n • Lziot 3 p5p(10' (4.F. • so' 5em-At t 3N-1+ '1 flegyv I 36 1< Lioola-so as 61•friv BK 1 -100/aSo ee Witnitvvvr PL - ?IP) (10 15 eg-F -:" If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. CIVIL & STRUCTURAL ENGINEERS • LAND PLANNERS: LANDSCAP E ARCHITECTS Project t _J C � � '' No T733 9133Biaz 0 Page C 1 of Subject 0 Calculations With/To Phone Fax � F ❑ Memorandum Address Fax it 0 Meeting Minutes If Faxed Pages 0 Telephone Memo Copies to: coL ( s '(3- 7) FY .... G-Ftf 2215 N. 30th Street Suite 300. Tacoma, WA 98403 Old Town Historical District 06/383.2422 2061383.2572 FAX If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. A H B L t : Project eliA CI - r - Z— C-Ar No. 133.O 0 Page ri___ of El Subject Calculations . With/To Phone 0 Fax 0 Memorandum Address Fax # 0 Meeting Minutes L # Faxed Pages 0 Telephone Memo Date: V\/ 4)61-C14A.ki Ce C4 1.5 1 c--1-6,o a 2 \&) t,e. ao H E Xto &UAL , L. A ENGINEERSAPLANNERS By Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX 4 4 1' zo' ecle7mAZa — 60a-cLAA 5 Fen, wtsj.2A & dwo cyw.Alc -eocLci Feri. LA,611&) t&) 112 Wj . W3:: 19.4 M ols21 V--ff ;7-r) Dit.oZ x x Itp,4 x 1.0 = 15,2. 0,&7 x x = 14,3 017a x iSo 4 1•7 Oslo X E F a a. 0A.,./. SO ID c4 cp (D.3)(1.0)(0,7 (150 x IS, rsk V2" cioc5-1.5 ; use c1.0-6,4.4 w2.= 1413 169,2 l,L) ea s 03) (112;27xl 000) (2.7) tA) 13, It this does not meet with your understanding, please contact us in writing within seven days. THANK YOU, r ENGINEERS•PLANNERS 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District • - 253/383.2422 • 253/383.2572 FAX El Page 0 Calculations El Fax With/To Phone 0 Memorandum Address Fax # 0 Meeting Minutes # Faxed Pages 0 Telephone Memo Project Subject. PArki 51. 3‘447,<AA- ,ocaA i Eo 0 ) 6)2.P) 4 /I Ar(AU (5o/s)(2,5' r- 5 kAi. 4, 60o k=7L 1 - + I LAA=ctedwm " Yv- 4-04-at QL e 12: ac• ILou oic. No 9 /339 ; 1° 5-1.1)(a. ( or,a,u-C1 • ..?,t44 , 1 10,) Ot?.; - 14 " wal. 1 0,0 0141411: 0)rr 5 1111l wa Di 00?)(,)( If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. PUT DATA: tXIL DL (KLF) ,iXIitL LL , (KLF) MLMOMENT:AT OF WALL (FT $) , LL: MOMENT AT TOP OF WALL <FT K) . 1:1L. MOMENT AT BOTTOM OF WALL (F.T_V LL MOMENT AT BOTTOM OF WALL (FT ) UNIFORM HORIZONTAL LOAD (KLF) WALL ' (FT) ACTUAL WALL THICKNESS (IN) STRUCTURAL WALL THICKNESS (IN) F'c-(KSI) Fy (KSI) DISTANCE TO CENTROID OF REINFORCEMENT (IN)-- BAR SIZE SPACING (IN) " • • TILT-UP wALLS. • ,******************** for ' SCONZO WALL PANEL A Y-.CONDITION EEL REINFORCING = NO 5 .@ 12'; 0 JTPUT DATA: I )AD .75(1.4 DL+1.7 LL+1„.7 W) Mu Mcr Mn SERVICE DEFLECTION ALLOWABLE DEFLECTION (H/150) ULTIMATE DEFLECTION = 2.416305 = 1.473139 = 3.519055 .6006279 2.16 3.998784 STEEL REINFORCING = NO 5 @ 12-;.0 T :- U ; P:. WALLS for SCONZO WALL PANEL / CONDITION AXIAL' (.KLF) ..375' `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) WALL HEIGHT (FT) 27. ACTUAL-WALL THICKNESS (IN) 5.5 STRUCTURAL WALL THICKNESS (IN) - :F 'c (KSI) 5 Fy (KSI) - .60 DISTANCE TO CENTROID OF REINFORCEMENT (IN) 2:5 BAR SIZE 5 SPACING (IN) 12 L JTPUT DATA LOAD CASE #;) DL +1 .7 'LL +1 .87 W) 1: Mu Mcr Mn SERVICE DEFLECTION ALLOWABLE DEFLECTION (H/150) ULTIMATE DEFLECTION 2.815425 - 1.473139 - 3.519055 - .6006279 - 2.16 5.528591. L L L L L • ENGINEERSAPLANNERS Date: Old Town Historical District 253/383-2422 253/383-2572 FAX AHBL Project Subject FM)E - 1/ With/To Address 5 Le.vt. A evy 1)6 As.c,4 • A-42\J •-• - . . No. 9`733e.ab Phone Fax # # Faxed Pages Copies to: • EzdA.11vIc , 0--416 ooc. e Zi° 3 4A AiricA'.0/ ( 4g. 4 / 1 e (,5/ Vs) 1- ( --- 5 ' 2 x nc-2 1.14 4'bS. x125/1' 192 1.6.1.64 4c, 0 i2." 0,, Frri- *L a Pro-9-G. Ca) 2215 N. 30th Street 61 CI 0 CA Tacoma, WA 98403 rtvn-Za.g. lektAA Suite 300 1/:N. OJtAvi j fe"- dit G covvq.■_. If this does not meet with your understanding, please cor 5 k-e7 e 14,1( 0,e, C\I 2' 4 31414 , VIAX 0 Page f— of O Calculations ED Fax 0 Memorandum 0 Meeting Minutes 0 Telephone Memo F:f. • .WALLS. * * * * * * * * * * * * * * * * ** for.- SCONZO WALL PANEL A /,CONDITION. OUTPUT DATA:. - II OAD CASE #2: .75(1 .4 DL+1.7 LL+1.7 W) 5TEEL REINFORCING = NO. AXIAL.DL` (KLF) ;263 :AX-IAL LL (KLF) ',.438:- DL MOMENT AT TOP OF WALL (FT -K) .115; LL MOMENT AT .TOP OF WALL (FT -K) :192 DL MOMENT AT BOTTOM OF WALL (FT K) 0• LL MOMENT AT BOTTOM OF WALL (FT K) 0 UNIFORM HORIZONTAL LOAD (KLF) :016-;. WALL ; HEIGHT (FT) 27. ACTUAL WALL THICKNESS (IN) 5:.5 ..STRUCTURAL WALL THICKNESS (IN) 5 F'c (KSI) 5 Fy (KSI) 60 DISTANCE. TO CENTROID OF REINFORCEMENT (IN)- '2.5' BAR SIZE 5 ' SPACING (IN) 12 Mu Mcr Mn SERVICE DEFLECTION ALLOWABLE DEFLECTION (H/150) ULTIMATE DEFLECTION = 2.527608 = 1.473139. 3.473261 = 1.451882 = 2.16 4.425404 TILT-UP WALLS for :.SCONZO WALL PANEL. A / CONDITION 2. • :. AXIAL DL (KLF) .263 , AXIAL LL (KLF) .438 DL MOMENT AT TOP OF WALL (FT K) .115 LL MOMENT AT TOP OF WALL (FT K) .192 DL MOMENT AT BOTTOM OF WALL (FT K) 0 LL MOMENT AT BOTTOM OF WALL (FT K) 0 UNIFORM HORIZONTAL LOAD (KLF) .016 : WALL HEIGHT (FT) 27 ACTUAL WALL THICKNESS (IN) 5.5 STRUCTURAL. WALL THICKNESS (IN) 5 ' • F'c (KSI) 5 I Fy (KSI) 60 DISTANCE TO CENTROID OF REINFORCEMENT (IN) 2.5 BAR SIZE - 5 SPACING (IN) 12 EEL REINFORCING = NO. 5 I dTPUT DATA: AD CASE #3: .75(1.4 DL+1.7 LL+1.87 W) Mu - 2.848579 Mcr 1.473139 .Mn - 3.473261 SERVICE DEFLECTION - 1.451882 ALLOWABLE DEFLECTION (H/150) 2.16 ULTIMATE DEFLECTION = 5.655665 Date: Copies to: ENGINEERSAPLANNER5 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383•2422 253/383•2572 FAX Project Subject S With/To Phone Address Fax # # Faxed Pages * 1• eces/A5LcA. • 74 fl DILI. K 1 75 */' ItYs x. 4 / 1 • CeAkaA2.,, 4 p (1;7 x 10 x13)(14) 70(o9 4t. tkruh. TAA.a.ti,A. 4' .Akca,t&v:, 86 4*' o - ) ANA: D 1,, = 1(15 x4) x i2/01 040 + D 7 (1/4 10 47 2. 44 / ALCQ c C1Z) (4i I (1/4) 31'3 M = 214-,q- el. (4+ 1) (I (4+i) (2-0 d 7,25 —(0,5 +0.75+ (1/2)(t0/ 05.0z5)(10+ (ciox io x13) < 0,04,c t-- zoo 04, A- '17 x1.25 l) /2.) A/4.61i73 12'01C. Plegh MIN■1•1•11.-.. No. MIN.&"Al 1H4.0"6 2,1", 1 rkAA.0-$. • 14 F. P. If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. Page of Calculations El Fax CD Memorandum 0 Meeting Minutes 0 Telephone Memo 1/4-" CV4) 443 (1/ r dc (ce.2s4AAAN..c.). cHSTEEL:REINFORCING = . . L T WALLS SCONZO WALL PANELSWALL LOAD CASE #2 :75(1.4 LLt1.7.4), --- 777 - -- 77 - 77 - 77 7 " ,77 7 Mdr SERVICE DEFLECTION ALLOWABLE DEFLECTION (H/150) ULTIMATE DEFLECTION .. ... , AXSAL . DL.'.(KLF)- , r-- . .,---,.:77*-7. - ==-, -- -7 . = .. t - 777 . 7.7 7 7 1 .9, 7 , 2 A ..,y- AXIAL'.:LLKLF) ... DL A MOMENT AT OF WALLFT710 -- - - - -- - -- --------- -- 0 - -. . A LL MOMENT AT TOP OF WALLFT- ---- : -.7-t'.,.:,.0 DL MOMENT AT BOTTOM OF WALL (FT-K)--:-774.--=-7' — 0 -:'.':.::...::':',...:;;.:-::::.,-- .. , . „ .. ,- ., . •.: ., , ."- 'IL:MOMENT AT BOTTOM OF WALL (FT-K) UNIFORM HORIZONTAL LOAD (KLF), '.-' WALL HEIGHT (FT) ' ACTUAL WALL THICKNESS (IN) . -STRUCTURAL - WALL THICKNESS JIN):. 'Fy(KSI) : 1DISTANCE TO CENTROID OF REINFORCEMENT (IN)-- BAR SIZE - -- ------ - -- SPACING (IN) - - - ' I- s. , . TILT-UP WALLS ******444************ - _ for SCONZO WALL PANELS WALL C (4' PIER) • OUTPUT DATA: , =HAXIAL •11: MOMENT- AT : TOP OF WALL (FT :K ) MOMENT AT TOP. OF WALL (FT K) DIJ 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) DISTANCE TO CENTROID • OF REINFORCEMENT ( IN) BAR SIZE ,ISPACING ( IN) _ - STEEL REINFORCING = NO . 5 @ 12 ; 0 , 0 . _ F LOAD CASE #3 .'75(1*.4,DL4-1.7 LLt1. 87 W)-; Mcr - SERVICE DEFLECTION. 1 .1h ALLOWABLE DEFLECTION (H/150) ULTIMATE DEFLECTION. =;,5.507855 _ 2.684796 = 8.363366 = 1.052516 2.16 = 2.195008 7:25 6.75 • , 5 60 - : . /7339.)42 • , „ . , . WALLS * * * * * * * * * * * * * * * * * * f or SCONZO WALL PANELS. WALL`.. AXIAL DL ..(KLF) ,:1:072 AXIAL LL, KLF) 313 DLMOMENT:AT TOP OF WALL (FT -K) 0 . • ':LL MOMENT AT TOP OF WALL .(FT -K) '0 DL MOMENT.AT BOTTOM OF WALL '(FT -KY 0 LL MOMENT AT BOTTOM OF WALL .(FT - K) ' 0 L LC� UNIFORM HORIZONTAL LOAD (KLF) .05"' WALL' HEIGHT (FT) W�J� u�'�fti�c.�t�' 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) 2 .TEEL. REINFORCING = NO. 5 @ 12 2: 75(1.4 DL +1.7 LL +1.7 W) Mu = :. 6.301855 Mcr = 2.684796 Mn 8.363366 SERVICE DEFLECTION = 1.747468 ALLOWABLE DEFLECTION (H /150) = 2.16 ULTIMATE DEFLECTION = 2.732429 7339 L OAD CASE # WALLS * * * *' *' * * * * * *, * * * * * * ** .for SCONZO WALL PANELS. WALL C.; .DL +1,7 LL +1.87:.W) AXIAL DL' ) (KLF - - - - -- - -- - - : - - -- - - ' 1 ; 072 ' . AXIAL LL..(KLF) - -- - - _ -- - - :2313 DL.MOMENT AT TOP OF : WALL : .(FT -K) -- - - 0 L L` M OMENT AT TOP ' OF WALL .(FT -K) DL':MOMENT AT BOTTOM OF. WALL (FT -K) LL'MOMENT AT BOTTOM OF WALL.(FT -K) 'UNIFORM HORIZONTAL LOAD .(KLF) 05: :' WALL HEIGHT (FT) . :ACTUAL WALL THICKNESS (IN) 7 25 STRUCTURAL WALL THICKNESS (IN) - - -- -- 6..75 :F';c (KSI} 5 Fy (KS11 60 DISTANCE ` TO CENTROID OF REINFORCEMENT :',(IN).- , :5 5 BAR SIZE 5 SPACING.(IN) 12 LOAD CASE ##3 .75 (1.4 M = 6.963521 Mcr. _ 2.6847.96 Mn 8.363366 SERVICE DEFLECTION 1.747468 ALLOWABLE DEFLECTION (H/150) 2.16 ULTIMATE DEFLECTION = 3.'18028 [ ij BL ENGINEERSaPLANNERS 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383 -2422 253/383-2572 FAX No. 97338.E Project Subject Eik-N E t/ With/To Phone Address Fax # # Faxed Pages E -ea ax f e, _ 7,7-5 + 3 _ 2 7. >c (50 : 90 lo 12 t b L, = 13> 3x9b -I (fS K815) 90 -F 8X Sx. = 100 use (2) M,,A - G I vt,/0 ❑Page PS of ❑ Calculations ❑ Fax ❑ Memorandum ❑ Meeting Minutes ❑ Telephone Memo 4-g:oL DII., : [(7x 13) +()oo50)(t /z)](I1s) - 119 A-KA:0 Q l,It. (12)(1)( 32 " VI pi, (7)( 13) x 5,375/2 x 1 /5 = 7 ' Mu. 325 x 5,375 : 14-(P Lb- l,a..k (1' 2-0) ( /) = 52-- 1 3.4 u4_) . / [I2-x')+ IDo3D+ (5x I31500)3/7,25, (00 = 451" It this does not meet with your understanding, please contact us in writing within seven days. THANK YOU A .X.IA4 : P4, . ( KLF) 7 7 7 7 77 --- 7 777 7 ,7 77 77 1.198 AXi.AL . : LL, : (KLF) .DL ':..MOMENT :• AT TOP OF WALL . : ( FT -- K ) LL MOMENT ; AT TOP OF WALL ' ( FT - K ) . - MOMENT AT ' BOTTOM . OF . WALL ' ' ( FT :K ) LL MOMENT . AT BOTTOM OF WALL ( FT K) 0 T.,TNI FORM ' HORIZONTAL LOAD (KLF ) - - - - -'- - 77 7,7 - , --- 7 1 . :.' 0 2::.' ' ::.,,. :„ ; ,,,..:•, ;,..,, :; .,. 1 „ WALL' 'HEIGHT ( FT ) ' : '27 , , , . „ '..: .:'ACTUAL WALL THICKNESS ( IN ) '• : 7:' 25: STRUCTURAL WALL THICKNESS ( IN) : , : , 6 .75 F.' C . .(' KS I ) . 5 •F.y. :(KSI) . , 60 'DISTANCE , TO CENTROID OF REINFORCEMENT (IN) - -: 5.5 BAR. SIZE ' . . . „ SPACING ' (IN) . . :. L T U, WALLS:. 4:**: . for SCONZO WALL PANELS WALL D STEEL 'REINFORCING ')UTPUT DATA LOAD CASE #2 . 75 (1.4 DL+1.7 LL+1.7 W) L Mu = 6.766956 Mcr - 2.684796 I_ Mn SERVICE DEFLECTION = 8 411798 . - 1.992687 ALLOWABLE DEFLECTION (H/150) = 2.16: ULTIMATE DEFLECTION = 3.047235 • aom0.41.4 • „ TI LT-UP : WALLS . . . INPUT: DATA::'. L AXIAL DL (KLF) - - ...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)---- LL 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 CENTRO ID •BAR S I ZE SPACING ( IN) STEEL REINFORCING '= NO . I nUTPUT DATA:. LOAD CASE #3i... W) : . Mcr Mn L SERVICE DEFLECTION ALOWABLE.DEFLECTION (H/150) : ULTIMATE DEFLECTION L. 198 .325 . 087 . 146 60 OF REINFORCEMENT ( IN) - 7 5.5 5 12 0 . , .052 27 . 7.25 6..75 L. — Copies to: ENGINEERS•PLANNER5 Date: Old Town Historical District 253/383-2422 253/383•2572 FAX 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Project Subject p&-melA 0/0 With/To Phone Address Fax # # Faxed Pages 1 SA1/41-tE RetuF. eta Ppc-NE , r. so No 9733R al) 3 - LoA-t)i w(9, = ( = (5 Lp7. cla2z LAr;d. cie;Ntr,cre. -1-e 7. ZS + + 4 e o , 125 Co,c441-e. , Rem v•AI- N F,F • l2F• R.F 7 11 this does not meet with your understanding, please contact us In writing within seven days. THANK YOU. El Page PIG of _ 0 Calculations p Fax 0 Memorandum 0 Meeting Minutes 0 Telephone Memo 14 1 Lo J L . .� ,1 . (1 ENGINEERS LPLANNERS Date: Project Subject W ithfTo Address .. 1:11L X � x. x.&Q Dtl - - L(375 "x'12)+ o7tpDx. 0/ A ot 1:11., Cv 25 x12 x %4, 18 54/1 M _ (375x12 x 1 /4)(1°. 12 5/12) = 5 74 1375 x I'► 1 2 5/12 = 6 1 5 7 No. Phone Fax q # Faxed Pages L [] Page 0 Calculations 0 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 It this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. TILT-UP WALLS ********************* . • . for SCONZO MALL PANELS WALL:E:& STEEL .:REINFORCING =.• . . • • , • • • -- • p UTPUT DATA r OAD CASE #2: .75(1.4 - Mu Mcr Mn SERVICE DEFLECTION ALLOWABLE DEFLECTION ULTIMATE DEFLECTION 4 T.NPDATA':' - - ---- -- ' AXIAL LLAKLF) :HDL':MOMENT AT TOP OF WALL - I.J1J AT TOP OF WALL(FT K) DL MOMENT AT BOTTOM OF WALL (FT"K)" -- - IL:MOMENT BOTTOM'OF:WALL 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) LL+1 7 W). (H/150) 5 6 = 9.160008 = 2.684796 = 15.94022 = 1.96363 = 2.16 = 2.792008 (24 tY7 NPUT DATA: WALL HEIGHT (FT). T , I .1.J • T • "U• WALLS". - :;44.**le,4r***********4t**** ACTUAL WALL THICKNESS ( IN) • - . rIOAD CASE #3 : 75 (1 . 4 DL+1 . 7' LL+1 . 87 :14 L.. Mu Mcr Mn SERVICE DEFLECTION ALLOWABLE DEFLECTION (H/150) ULTIMATE DEFLECTION SCONZO WALL PANELS WALL r`r :.••• 2 :345 • • • ' •.• • . , • - - - DL MOMENT AT T0P:' OF WALL ( FT . .E..-•• 7 • 7 . 7 .. 7 - •7 •. LL MOMENT AT 'TOP OF • WALL .(FT7.K) - .957 DL MOMENT • AT BOTTOM ' OF WALL • ( FT- K) .• • . • .• •••:.•0 • • . s • • - • •••LL MOMENT AT BOTTOM OF • WALL ( FT • K) • " • • • . •:::...UNIFORM.• HORIZONTAL LOAD (KLF ) • -•- 7 - --- ---- 0 • • :.. ::•„ • ; . • • • • • 27. STRUCTURAL WALL THICKNESS ( IN) - - - - - - - -- - -7 : F't (KSI) Fy (KSI) DISTANCE TO CENTROID OF REINFORCEMENT • BAR SIZE SPACING ( IN) L .: ; : TEEL REINFORCING 1= NO • lUTPUT DATA : • . • :6::•75 ; 3 ENGINEERSaPLANNERS No. 173381>o Project Subject With/To Address Phone Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX 1,0 CATIN.1 O Lft3E • 1 1 1 1_ 5 1/1" T Fax # LOADt DIL. = ( (34-15/z) e00..LAA; 1 ak, ty1;2/.. 51/2" UJ 11 - irA•k s , CL tAr: o-e tdo 15 Page P of p Calculations 0 Fax 0 Memorandum 0 Meeting Minutes # Faxed Pages ID Telephone Memo 1 = 5.5 B Y'2.4 141 11L AZPt pi (up+1. )(62)( 15283 */t-01'.e.‘.... Aoolai D1L, : [(2-59 x AcKA:at L4,. 1/0L, (r2.s I 21c,))V. 5) (siSGAZ) = 944 Mk, (4.51 K 1215)( 5)(5125/12) c )511 P/Az: -t.trN)02.,5)-1- (lavi3.5)+0:22.5. x 1,5 141)y It If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. 1(42 • Fr :32. 1 tAA:c.,24A-LAA:A. revt,ai ,-.1,0.1..•■•,•1,,j' 71),AL 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 IIE Project Subject With/To Address La;VeA:ai 2 vo 1 144 3 WIND (p H 4 1 6 ! vj I C _1 0 2,81 4 2. 11 AkI•AY 1: 12 • Co 11--1. e 11,9 ue,e_ ,AAALd. spa,- I 2. (oCZ) el te, 2.1'1 • e• 1 Phone Fax # 0 Fax ")UTPUT:DATA P WALLS * * * * *' *_ *** * * * * * * : * * * * *. for SCONZO WALL PANELS. WALL. AXIAL, DL:'.("KLF) - --- - - - - -- - - -- - -- -- - -- 6.58.6, AXIAL LL (KLF) - - - - - - -- - -- •- -3 .592 DL MOMENT AT TOP •:OF "" WALL (FT -K) - -.- - - - - -. 944 LL MOMENr..AT TOP OF WALL. (FT -,K) 1.571 DL MOMENT AT BOTTOM. OF WALL (FT- K)_.:0 LL .MOMENT AT BOTTOM OF WALL AFT-K) 0." 'UNIFORM HORIZONTAL LOAD:(KLF) - -. - - =- -- - .131 WALL HEIGHT (FT) `ACTUAL WALL THICKNESS (IN) 11.25 STRUCTURAL WALL THICKNESS:(IN) '"10. ,F.'.c ..(KSI) 5 •Fy' (.KSI). 60 •DISTANCE TO CENTROIDOF REINFORCEMENT (IN). -- 9 5 BAR SIZE .5 SPACING (IN} ,.6 LOAD CASE #2s, .75(1.4 DL +1.7`.LL +1:7 W) Mu _ 25.60622.". Mcr. 6.809586 Mn = 32.79836 SERVICE DEFLECTION• 2.2.73708 ALLOWABLE DEFLECTION (H/150) = 2.52 ULTIMATE DEFLECTION. 3.218534 U P ::WALLS *' * * * * * * * * *: * * * * * * * * *: for SCONZO WALL PANELS WALL,; AXIAL DL . ( KLF): -- - - -- -- 77 . - - - -- -- 6 -AXIAL LL (KLF) - - -- - -- -- -- - 3 . . 2592 - ' DL .:MOMENT.. AT . TOP OF WALL. `(FT =K) . 944 LL 'MOMENT AT . TOP OF WALL (FT -K) - - ..1.571` DL: MOMENT AT BOTTOM OF WALL (FT - K) - - -= .- 0 LL MOMENT AT BOTTOM OF WALL (FT -K) : 0 UNIFORM HORIZONTAL LOAD (KLF) .131 WALL HEIGHT (FT) - - - - -- -- -.- - - ACTUAL WALL THICKNESS (IN) - -- 7 7 777 1.2 1 STRUCTURAL WALL THICKNESS (IN): 10.75 F'c.(KSI) 60 Fy (KSI) DISTANCE TO CENTROID.OF REINFORCEMENT .( IN) -= 9..5 BAR SIZE 5 SPACING (.IN),- 77 -- 7 ---- 777 - - -- - -- 6 V JTPUT DATA 'OAD CASE. #3: :75(1 4: DL +1.:7 LL +1..8.7 W): Mu 28:09281'.. Mcr _ .:6.809586 Mn 32.79836 SERVICE DEFLECTION :2.273708 ALLOWABLE DEFLECTION (H/150) = 2.52 ULTIMATE DEFLECTION 3.612176 CVilt L L I L L I r AHBL Civil & Structural Engineers Land Planners- Landscape Architect's Structural Calculations 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 ...% Steel Axial Dead Load Live Load - Short Term _ Eccentricity = 9 -1 9 -2 Pu : Max. Factored = 32.3 30.7 Pn*Phi @ Design Ecc. = 390.7 88.8 OK OK Mc= Delta :B *M2b + Delta:S*M2S Final Eccentricity Magnification Factor Design Eccentricity Po * .80 P : Balanced Ecc: Balanced = 3.60 in2 1.61t 16.52 k 5.39 k 0.00 k 3.00 in SUMMARY 10.6 27.6 3.92 10.82 1.00 1.30 3.92 14.02 919.2 919.2 357.37 357.37 6.55 6.55 COLUMN DATA Column Depth = 12.75 in Width . - 17.50 in Height 31.50 ft Rebar Layout... Set Ml: 3 -$7atd =1.75 in Set $2: 3-t7atd =11.00in Moments... @Top Dead = 0.0 Live = 0.0 Short= 0.0 9 -3 14.9 k 58.3 k OK 22.0 k-ft 17.73 in 1.14 20.29 in 919.2 k 357.37 k 6.55 in Date: 11 /19/97 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 = APPLIED LOADS @Bottom Dist DL= 0.0, LL= 0.0, ST= 0.1 k /ft @ 0.00 -)31.50 ft 0,0 k -ft 0.0 k -ft 0,0 k -ft SLENDERNESS CHECK Pad. q Page: 1.40 1.70 1.70 1.10 0.75 0.90 1.30 1.40. 0.90 4031 ksi Actual kLu /r = 98.82 Elastic Modulus = Beta = 0.80 9-1 9-2 9 -3 Neutral Axis Dist = 8.48 in 2.89 in 2.42 in Phi = 0.70 0.75 0.81 Limit kLu /r - 34.00 34.00 34.00 Beta = M:sustained /M:max = 0.716 0.754 1:000 Cm = 0.600 1.000 1.000 EI = Max((.2tEc *Ig +Es *Is) /(1 +Beta) -or-,4EcIg/( 1+Beta))/1000000 2839 Pc : Pi' * EI / (kLu)' = 196.13 Alpha: MaxPu / (Phi t Pc) = 0.235 Delta:b =Cm /(1- Alpha) = 1.000 Delta:b * M2b = 8.1 k -ft Deltas t M2s = 0.0 k-ft Ecc: Ecc Lds +Moments = 3.923 in Design Ecc = Ecc*Delta = 3.923 in 2778 . 2437 191.91 168.30 0.228 0.126 1.296 1.144 12.9 k-ft 4.9 k-ft - 17.7 k -ft 17.7 k -ft 10.817 in 17.728 in 14.017 in 20.289 in V4.40 (c) 1983-96 ENERCALC AHBL, Inc., KW0602298 L Date: L L L 2215 N. 30th Street Suite 300 Tacoma, WA 98403 1 8� Copies to: Old Town Historical District 253/383.2422 253/383.2572 FAX ENGINEERS•PLANNERS Project No -1339 .a Subject fit With/To Address 1 t4- 7/ 4 bI PEGT /► N pl ?6GT RETU12N uJALL t -DPcbl NU i _ 171 1r 14' ( (34' (z5) 431 4 / , H ictah /LA 19 W1 tX t,�.�/'/3 - e --Vi -J 7,25 + 0 rA4 1.414 r- I 1.-xl& x I4,5 x90 1004 '1' Ions) + Io04c11 (/3,125) = 24aq $/' A-1Ald 141,, = *31 x ID115) ( hlx = (2sci )( to,rx 1/3,123) (fa,125 /12) - 1483 x jai Iz5A2 757 L - V ��..� .e/Da.d - ID175 x '2- [ U S E (_Z) , Ikk.6073 A 5 @ � / u 0. C• @'�,� If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. Phone Fax # # Faxed Pages 2 f 3141 a ❑ Page! 45 of ❑ Calculations 0 Fax ❑ Memorandum ❑ Meeting Minutes ❑ Telephone Memo gETU 2N r a� INPUT ' DATA: T :I L T. UP '.WALLS ** * * * * * * * * * ** * * * * * * * *' f or. .SCONZO WALL PANELS.WALL' AXIAL DL.(KLF - - - - -- - - - - - - - -- - -- - -- 2 .49 .. -AXIAL 'LL "(KLF) :1 .483 DL MOMENT AT : WALL (FT K) .'455 LL MOMENT AT TOP OF WALL (FT =K) 757: DL MOMENT AT BOTTOM OF WALL (FT -K) 0" LL,MOMENT.AT BOTTOM OF WALL (FT K) 0. UNIFORM HORIZONTAL LOAD (KLF) .069 :.WALL HEIGHT (FT) 2"V ACTUAL WALL THICKNESS (IN). 725 'STRUCTURAL WALL THICKNESS (IN) 6 . ::F'c: 5 'Fy (KSI) 60 :DISTANCE TO CENTROID OF REINFORCEMENT . (IN)- .5.5 BAR SIZE 5: SPACING (IN) -',"..5 Mu Mcr Mn SERVICE DEFLECTION ALLOWABLE DEFLECTION (H /150) ULTIMATE DEFLECTION '?UTPUT DATA: L TOAD CASE.. #2: L �' >UTPUT DATA: STEEL:REINFORCING = NO. 5 @ 5.5 AXIAL .DL .`(KLF) .2',..49 . AXIAL LL (KLF) 2,,,483:: DL'MOMENT AT TOP OF WALL (FT -K); ::455 LL MOMENT AT TOP OF WALL (FT -K) 757 ' DI4MOMENT AT BOTTOM OF WALL : (FT- K) _ 0 LL MOMENT.AT BOTTOM OF WALL. (FT K) 0 UNIFORM HORIZONTAL LOAD (KLF) •..069 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 T`. I ..L Z, . -. U. P WALLS * * ** * * *** * *: * *** * * * * * for SCONZO WALL PANELS WALL G; TJOAD CASE ##3 ;750...4 DL +1. 7 LL4-1 . 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. a • . A T C c T l• " ENGINEERS•PLANNERS Date: By: Copies to: 2215 N, 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 2531383•2572 FAX HBL No 9133 48, Do Project Subject With/To Phone Address Fax # FA pA-KIEL ,c,&, rivi;a4e. .1>tAa6., tky 1).6 [(375 x )2) + Ataxi LI, (692.x iz) 11Dt. 2x # Faxed Pages 9 t I / 12' t-okoi tA , (5D/z)(15) 37S/' r. (stye) Cp2S 4 /' ,tc;(1,1. k DO- , x9D RF. 17' I 0 Page e of Calculations • El Fax ID Memorandum • Meeting Minutes Telephone Memo [ ( I D o 0 I 2. ) t I 0 '' 7 5 5 ,(5x 1$ ----, Lo,k,4 iAtittl : eary-0-4)/4 1)2c1. .\ 4 EziAt,t.u-gbiAit- .c-drer-ic- ::. Q r'"4" 11 this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. (0,3 Orq300)+Oxi rxk 1 DZ. t*E-- (Z) HAT . S e 5k2- e ta6P5 STEEL REINFORCING:.= NO 5 @ AXIAL DL (KLF) • - - - -- - -- -- 3,.322: AXIAL`LL.(KLF) 2.5 DL; MOMENT AT , OF. WALL (FT K) . 'LL.'MOMENT'AT:,TOP OF•WALL (FT -K)- -- D , MOMENT 'AT . : BOTTOM OF WALL (FT- K) 0 . LL MOMENT AT BOTTOM OF WALL (FT -K) - UNIFORM HORIZONTAL LOAD (KLF) :'068 WALL : HEIGHT : (FT) 27 ACTUAL WALL THICKNESS , (IN) 7'.25 STRUCTURAL WALL THICKNESS : (IN)" 6.75 F' c '(KS I) 5 Fy • ( KSI). - -- -- , 60 DISTANCE TO CENTROID OF' REINFORCEMENT (IN)- 5:5 BAR SIZE 5 'SPACING (IN) 5-.5 U . ::'WALLS *: *. * * *. * *ir * * * * * *. *, *'t *. ** for CONZO WALL :;PANELS : WALL; LOAD CASE. #2.:. .75(1.4 DL +1.7 LL +1.7'W I . Mu _ 9.597887 Mcr _ 2.684796 Mn = 17.49209. SERVICE DEFLECTION 1..930941 ALLOWABLE DEFLECTION ,(H/150) = 2.16. ULTIMATE DEFLECTION = 2.788512 DATA Te. U P WALLS * *. * * * * * * * * *. *. * * * *', * * * * for SCONZO WALL PANELS WALL 'AXIAL : DL :(KLF) .3.. 322"- ' :AXIAL' LL:- 2. 5 DL MOMENT AT TOP OF WALL (FT -K), 0 ' 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 . 06.8 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 : 75( DL +1 +1.87 W Mu 10'. 6114 3 Mcr _ 2.684796 Mn 17.49209 SERVICE DEFLECTION 1.930941 ALLOWABLE DEFLECTION. (H /150) = 2.16 ULTIMATE :DEFLECTION 3.155672 "7338.ap STEEL REINFORCING '= NO: rUTPUT L LOAD CASE # ENGINEE RS•P LA NNE RS No. • ••• Phone • •.• 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX 11 this does not meet with your understanding, please contact us in writing within seven days. THANK YOU Page Calculations • Memorandum • . Meeting Minutes, • ." • Telephone Maine) • .• , [ AVHBL • Lio r“, I NI I+ • PI A r4 fir Date: Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383•2422 253/383-2572 FAX No. 4 1 7 33S)?rb Project Subject With/To Phone • Address Fax # # Faxed Pages WALL/ DOF co FoRcE: 1.5 fp =1 ).52XC W RacuF, Pttgberf . • < 1Vq412-1. f Mfg Raot 3o Ofe2 eiecF(3)( 8,0 • 0 Page f 1:1 Calculations 0 Fax 0 Memorandum 0 Meeting Minutes 0 Telephone Memo e/trz &YET C a vv4k. e • - 7/1 4 'vdh. V■i co PsF w P31= i< C— eiwrer s • -LID 1/ 5111 eLF vtivEL $1 ' t (66cor- 500 PLF ivy 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 0645 Get 6cema No. t'1338 3'0 0 Page F 1 of Subject Calculations With/To Phone Fax 0 Memorandum Address Fax # ❑ Meeting Minutes # Faxed Pages ED Telephone Memo Date: '1500 P5F Z-00 P5F FTG L. 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 06/383 -2422 206/383.2572 FAX 0 this does not meet with your understanding, please contact us In writing within seven days. THANK YOU, L L CIVIL & STRUCTURAL ENGINEERS • LAND PLANNERS • LANDSCAPE ARCHITECTS I L . ', Date: ._ 11, Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 06/383.2422 206/383.2572 FAX Project . at1/2 C ASCADE W ith/T o• •• • ' • • • • . ..• • •-.'•:"• • • • • No —)oo pip l'Itr • : . . V338. ).41) dalvir 51s94- fQ 11K +fir : )(15orcF) 310o eLF )2. oat,- v'ellt, No0 wr (HO r5F ti )(j 6°P LF = 36 Fr • E] Page fa_ • • Subject Calculations El Fax Phone El Memorandum Fax # El Meeting Minutes # Faxed Pages ID Telephone Memo , 1.40 P5F rd..) (Y— ) 'Z- (IP S(Cr %,412-1, Pro PLF 1. Fr , (_-5066F FTO hpg P.m...11-5tea 2 (1‘ . sp (31'XI' ))50e6F soopp. (Ds') b 6, boo ). 8.1 FT AVE* KEO/D If this does not meet with your understanding. please contact us in writing within seven days. THANK YOU. Project No. 1:7 � °u [� Page of _ Subject Phone 0 Calculations Withao Fax iy D Fax E".1 Memorandum Address # Faxed Pages ❑ Meeting Minutes (] Telephone Memo 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX ESringA7 -6 c t 5..b..- .137 f(3 7 93r .ei)- .522 14.l �Ef a71(../5o)( ; /`(150)(' /67f 3:.793 geld . 544. pp.", n9 ..571,44. y ty .. ,5e/Snq,c Gji1 /S r( 11 this does not meet with your understanding, please contact us in writing within seven days. THANK YOU, eli „ • • . FEE 15o rl-F. Project # 97338.2 Description Opus Cascade Building A Z= 0.3 I= 1 C= 2.75 Rw= 6 Roof DL= 10 psf 1911at02 0 7.25 0 7.25 7.25 725 ._ 7:25 163125 0 163125 0 : 54375 81562.5 54375 Diaphragm Diaphragm Diaphragm North North North North wall South South South South wall Number N/S dim E/W dim (ft) wall dim (ft) wall ht (ft) wall thick (in) Trib DL wall dim (ft) wall ht (ft) wall thick (in) Trib DL 1 143.5 40 40 30 7.25 54375 . _ : 0 0 2 143.5 120 120 30 7.25 163125 120 30. 3 143.5 60 60 30 7.25. 81562.5 0 . 0 4 143.5 120 120 30 7.25 163125. 120 30 143.5 40 40 30 .' . 7.25 54375 0 0 6 40 40 0 0 0 0 40 '. 30 7 40 60 0 0 0 0.: '. 60 30 8 40 40 0 : 0 0 0 40 30 - • .. • . Sheet1f's • r s, • East East East East wall West West ' . West West wall Diaphragm Trib wall Trib Wall wall dim (ft) wall ht (ft) wall thick (in) Trib DL wall dim (ft) wall ht (ft) wall thick (in) Trib DL DL (Ibs) DL N/S '" DL EJW 0 0 0 0 143.5 30 7.25 195070.3125 57400 54375 195070.3125 0 0 0 0 0 0 0 . 0 172200 326250 0 . .,.... - , 0 0 0 0 0 0 0 0 86100 81562.5 0 ... . •• : - 0 0 0 0 0 0 0 0 172200 326250 0 143.5 30 7.25 195070.3125 0 0 0 0 57400 54375 195070.3125:: : 40 30 7.25 54375 40 30 7.25 54375 16000 54375 108750 s • '.: - - . ,-,.....1 40 30 725 54375 40 30 7.25 . 54375 24000 81562.5 108750 • .., . ' - 5: --: 40 30 725 54375 40 30 . 7.25 - 54375 16000 54375 - 108750 ; ...• ..,.....•' '.',- Diaphragm Diaphragm Di North North North North wall South South South . South wal Number N/S dim EAN dim (ft) wall dim (ft) wall ht (ft) wall thick (in) Trib DL wall dim (ft) wall ht (ft) wall thick (in) Trib DL 40 0 0 0 0 0 0 . 0 0 0 0 0 125 27 7.25 152929.6875 0 0 0 00 0 0 0 125 27 5.5 116015.625 125 27 7.25 152929.6875 - - •-• . . Job* 97338.2 Descripton: Opus Cascade, Building B Z= 0.3 1= 1 C= 2.75 Rw= 6 Roof DL= 10 psf 1 143.5 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 ' • 40 ' . 30 . 5.5 . • • 41250 - • ." ....• 0 .;::-... -•-:''',0•."" . 0 --. ,.• . '-'. o.- -. .- 0 ' - -0 '. ,... • 0 . : .0 -,.' '.':...., 40 --,- • • • ''.:30'..: •:- '.,-.• • ,.:725 -:• . ':, • -.54375' •: --'... -.''...'-',.•••••::-. O, . 0: ' ' '..0.. ': . 0 -.• -: • ..- : :.60-. --,.• ,-.. -..:--- 30 • -. ' ,. • .7.25' '• 1 81562.5:, "-.-.-:•:,.''.'..•,-.....::::•.:-:-...'.-.:::-.-:;. , ... „ . . . • 0 • -...- 0 . • 0 .• ' .. . - 0 . ::-.. 40 -:. . -:.' 30 '',".-:- • '725 .-' - ' -.. 54375 ',..--- ---. -.-.:•-•-•:,,--:.',-;:•_,.-----. • - '". .' 30 '7.25 271875 • 0 .. - • :; ..:-"...::0 • ••• ''... •.'". •, ' .. -. ..''...c . ' . : H'• ' "... .:'. . . . , . • • • • • • • , • . • • " ., Sheet1 - - . ' •-:••••: • 0 0 0 143.5 40 40 40 50 0 0 0 27 30 30 30 30 East East East East wall wall dim (ft) wall ht (ft) wall thick (in) Trib DL 0 0 0 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 wall dim (ft) = wall ht (ft) wall thick (in) 0 143.5 30 5.5 -0 0 ,.. Q 0 0 0 0 0 40 30 40 30 40 30 . 50 30 West wall Trib DL 147984.375 0. 0 0 0 0'.. 0 0 • 0 7.25 54375 7.25 54375 7.25 54375 7.25 67968.75 Diaphragm Trib wall DL(Ibs)' ' DL N/S 57400 0 179375. 152929.6875 86100 0 179375 268945.3125 57400 41250 16000 54375 24000 16000 75000 81562.5 54375 271875 133185.9375 108750 108750 108750 135937.5. . r . • A' 041 r. Date: Copies to: ;'_:. Project No l 33g • Subject • Phone With/To Fax # Address Faxed Pages /■C ,tC<1 *P' G7�c 1i. ). :, U Page` l'Jot: Calculations'. [Fax ❑ Memorandum Q 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 It this does not meet with your understanding, please contact us In writing within seven days. THANK YOU. Page Phone Calculations ID Fax Fax Memorandum # Faxed Pages El Meeting Minutes 1:1 Telephone Memo By • • . • • • . • •.. 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383•2422 253/383-2572 FAX 13c . e S . 6 = . c 6 c le> 4 t; /. . sep; . C-14.4c.g. bad() 0 10.A.K c • Ax 4 -• ZJb • = .ss L4D e /703( ) t,4 End al WA Z/30.0 4 11 this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. Project to q733 Subject ' Phone With/To Fax # Address # Faxed Pages E] Page .4 of Calculations Fax ID Memorandum Meeting Minutes D Telephone Memo [.: Date: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383•2422 253/383•2572 FAX A / cr/10:J 4,, -54444. 6 Z .eg. (25.(.71 5-3, ts 22-75. 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El Fax 0 Memorandum 0 Meeting Minutes 0 Telephone Memo ..„ tit■inr t I ,•i'■ nvr,t r� , Date: Project No. Subject 1 Phone With/To Fax # Address # Faxed Pages. it; 94 Page L L o Q Calculations Fax Memorandum [] Meeting Minutes 0 Telephone Memo;- . &? c f : 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, Date: 71) No, F'age LIS of 0 Calculations Phone 0 Fax Fax # E] Memorandum # Faxed Pages 0 Meeting Minutes Telephone Memo Copies to: `-• 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383•2572 FAX ' •bS /toil > Q T ! . • / j! qe . C; ci "." /4•6‘P '7 00 !e,t, Ate>. G .42, x• ,57 /1/k 55: / 4 0 ,4„ • ,s D. e /e7 r let .90 44044S e .5 ) C 4%4 Ai 7 4 C:4 d 44 4.4 h. 4re CPCIL-1 4,4 e/ /c ss If this does not meet with your understanding, please contact u in writing withl seven days. THANK YOU. • 4(,'/0.( ) 3 44 Oa' (49.e )) ....... „ . . 4 • • ;. • : • „ - P , 1••.: • :• • fe , • ,,, ,• • . • 11 - • •: . 6 . . . • • • • • • • ••• • • • • • Ps." • / 7-- • „ - 4 • • . • '• 4 • 1 -4 • • . • . • s . • - • ,• •, I1 I 4, , • I h • Address Copies 0,1141. 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX ' * at idALL . .1 . . . ...",„., If this does not meet with your understanding, please contact us in writing within seven days, THANK YOU. EJ Page Lio of [3 Calculations Fax Memorandum E] Meeting Minutes ID Telephone Memo t • . " 6 44. t • d ' 0..)/ • tr • I x • 04.7k oroi 1 3 H 1 7 r; /o /1 i/3 I sr;,..F 7 -47 71 1 vfal it 1 1 : ..314 , .3,t • .3g _ n4, • •7, .5.4 i..y“.; iq .; • 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383.2572 FAX •.,.;';•••,..1: • • ; ,y; , I • ,..; • -.‘• • ' 666 • , • , It this does not meet with your understanding, please contact us In writing within seven days. THANK YOU „. , ,• , Page ) •• Calculations : 1:3 Memorand LIII Meeting Minutes LI Telephone Memo ••• . , , , • , , Project Subject With/To Address P age1�..o f Phone [� Calculations Fax # . O, Fax Memorandum' # Faxed Pages • [] Meeting Minutes Q. Telephone Memo 2215 N. 30th Street. Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383.2422 253/383.2572 FAX sb� J l il�r� ».y 3tirt1 a r4 �� tlAS ty • 4 ti#.LL1 If this does not meet with your understanding, please contact us In writing within seven days. THANK YOU ��' �t ru!, Ft?y1r�E�. s.% tc 9 N> tX; taa�` I: �':. €":�s'a'i�,?!, " :i:'��;�:F� ��i?";, �lw'. c' ?4C�1� .'?v'`} %t! &m`�rJ�S�:�':�: Copies to: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 253/383.2422 253/383.2572 FAX � Project No . 361 J ❑ Page L 9 of Subject • Phone 0 Calculations Fax t1 Fax Memorandum Address # Faxed Pages 0 Meeting Minutes. Telephone Memo It this does not meet with your understanding, please contact us 16 writing within seven days, THANK YOU., Subject `r. ;.; :; Phone With/To Fax # 'Address # Faxed Pages Pagel ) -Q Calculations Fax Memorandum Meeting Minutes Telephone Memo',. 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383.2422 253/3832572 FAX If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. 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Project No: 33q Subject ' Phone With/To Fax # Address #:Faired Pages Page o EICalculations Fax fl Memorandum , Meeting Minutes Telephone Memo Date: 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX )( )( ) ( i)• ' ' • If this does not meet with your understanding, please contact us In writing within seven days. THANK YOU. xze_,-D„.) • AV,„>, 52 = ( 3 5 33 ' ( 1 ep. ' ,52.(01(sL P o g:. lb ( ,4i 1 ez? ,er • • • 253/383-2422 253/383-2572 FAX Date: Copies to: Page L of • Calaulations Fax • .0 Memorandum 0 Meeting Minutes • 0 Telephone Memo • 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District kte-A- fper64:44e:a V . • d . ( 6 5 / /497..r vie I 1. 4 . 1.4 (4,2 •ILL)) be/ 51 . 3 F5 0 • . . O.K.' /Li / • 1..444 ": • 1 / 6: • `c• • . i• ' • • , • , • . • , It this does not meet with your understanding, please contact us In writing within seven days. THANK YOU'. , • •• • vez■ - 7S• •••., - • ; • • • • • • • t • Pr�ject : • : • Subject • . . With/To Date: . 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town Historical District 253/383-2422 253/383-2572 FAX . .. 4 7.. 5 k t417.5"1.4 It/ er Vet 4.■••••• . Scc bAs 1 )" Aee?.6 :/s r (/ (/ 17 ')( 74 ) 9.5 S4zr 5) + 0 Page L-ZS of • Ej Calculations. 0 Fax 0 Memorandum 0 Meeting Minutes Telephone Memo " . • d7, . . 4y7d .7 If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. • ,44 bovqe -10404 2/5- Ar End a( j./Ai. 4)4 ol r (/ 54 0. i (1 S r • 4 .7. , t •. I i . a'. •. 1 • Project No.:: 1 . 733 0IDO Subject • Phone With%To Fax # Address: # Faxed Pages 6a 7, • Z,ZD tI /`>!DIoK ,(43'1(t3 Sled -' 1.58 34.4 . tf7, ._ {1.... 3} 5. LJ Page of [] Calculations Fax ❑ Memorandum Meeting Minutes 0 Telephone Memo . 2215 N. 30th Street Suite 300 Tacoma, WA 98403 /45r.: .aa5y.. (Y6 . )(2OC64 f J•3 Bt;,Z = 1/? ./qi. 11 this does not meet with your understanding, please contact us In writing within seven days. THANK YOU. 5. :.; 2215 N. 30th Street Suite 300 Tacoma, WA 98403 Old Town • Historical District 253/3832422 253/383.2572 FAX It this does not meet with your understanding, please contact us In writing within seven days. THANK YOU. IRISA-2D (R) Version 3.03 1 1 - 2 BM (in)- -(in) (ft) 35.00 I J Unbraced Lengths K Factors Bending Coefs P4 No Node Node Lb-in Lb-out Lc In Out Cm Cb (ft) (ft) (ft) 4 1 1- 2 Li Member Point Loads,BLC 1: LOADS 1 1 1 1 BLC. No. Memb. I J No Node Node Direction 1 1 2. Member Distributed Loads,BLC 1: LOADS Memb . - I J No Node Node Dir Load Combination Self Wt. BLC BLC BLC BLC BLC W No. Description Dir Fac Fac .Fac Fac Fac Fac DYNA S 1 1`2 Dynamic Analysis Data Number of modes (frequencies) Basic Load Case for masses BLC mass direction of action Acceleration of Gravity Load Combination is 1 : Nodal Displacements Node 1 2 1. LOADS 2 2 2 2 Y Y Y Y Basic Load Case Description Y Start Magnitude (K /ft,F) -2.480 -1 .580 0.000 16.784 Global X (in) 0 .00000 0.00000 Magnitude (K,K ft,F) -5.625 End Magnitude (K /ft,F) -2.480 -1 .580 8.800 - 16.784 3 None X only 32.20 ft/sec**2 Global Y (in) - 0.00000 - 0.00000 Load Totals Nodal Point Dist. 1 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 Rotation (rad) -0.00134 0.00303 Member Quarter Points 1/4. 1/2. 3/4 Not Calculated Node Global X Global Y Moment (K) ( (K-ft ) 1 0 00 0.23847 0.00000 2 0 .0 . 0 .691 0.00000 'Totals': 0.00000 0.93000 0.00000 is 1 • Member End Forces Nodes L- End J. End o 1 Axial Shear Moment Axial Shear Moment (K) (K). (K -ft) . 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THANK YOU. 915 — 118th Avenue SE, Suite 300 Bellevue, WA 98005 Release of Bond Bond No. 400-JZ-9145 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-builts) 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. Brenda Holt Permit Coordinator encl xc; Elizabeth Scherle, OPUS Northwest Stephen J. Steichen. St. Paul Fire and Marine Insurance Company Permit File No. D98;0040, D98-0041 Steven M. Mullet, Mayor Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 Uttor RP110N OF EMSTO CITY/STATE ZIP ..'1 -- 3. ( i. - i `<� ; 'Y:.r ; ,:F.�::. ,,.s,:a, ., : t•.�m:� , �.,.,�...� . �._ ... _ .. . �.M._�H _...,__..._ _ _ 44-, OPUS NW MAIN OEFl 001 OPUS NW 12/28/98 MON 13:26 FAX t.ily ca i ukwiia NAME OF DEVELOPMENT: DEVELOPMENTADDRESS: 06Vd 9. CASH ASSIGNMENT NAME M Al SHALL BE REFUNDED ADDRESS: 9 ! BY MAILING TO: (please print) D .,..P : /AA 111. 11 .._ . .:311 � . L c .111I d' 14 /I/ it , Al As the owner. or authorized agent of the owner, I hereby submit cash or cash equivalent In the amount of $ 4 :�?-/� . ($150% of value to complete work descried above) and attach supporting documentation for value of work. 1 will have this work carried out and call tor a final (inspection by this date: ( / - / / / , ), or risk having the City use these funds to cany out the work with their own contractor or in -house manpower. If 1 tali 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 compiets all work listed above prior to requesting inspection and release of these funds. SIGNED: 72 HOUR NOTIFICATION FOR INSPECTION AND RELEASE OF FUNDS DEVELOPERS REPRESENTATIVE: DEVELOPER'S PFJECT WARRANTY REQUEST FORM TITLE: Upon completion through Section 2, Finance personnel shall send copies to: — Developer — Finance Department — Permit Coordinator, DCD TEL No. 9, 4f/ W() S o0 )i't nye /'Vie /- S a .r I i�ir l PERMIT NO.: �3 °Q�°A. SIGNED: DEPARTMENT HEAD AMOUNT: DEPOSITED THIS DATE: • • CASH EQUNALENT CITY RECEIPT NO. - RECEIVED BY: 1 :,„0°,47 s~; THIS FUND IS AUTHORIZED TO = E ACCEPTED. „ , All work Identified In Section 1 of this form has now been completed and retumed to department which authorized warranty. I hereby request inspection and release of my cash/cash equivalent. DATE: I have reviewed the above work and found It acceptable and therefore authorize the release of the above cash assignment. AUTHORIZED BY: ( t DEPARTMENT: 4. AMOUNT: • CASH EQUIVALENT — LE IMR AUTHORIZING RELEASE RELEASED THIS DATE: CASH CITY CHECK NO. RELEASED BY: , FINANCE DEPT. b Upon completion send copies to: of entire form, Finance personnel shall — Developer — Finance Department — Permit Coordinator, DCD ttikkle WINN On :12 Z before me, f mM , Notary .Public, personal y_ appeared VG. N(; f.{ lat . 4tuh ( 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 Lr 4ti REAS, the Principle, )113 been granted * building permit # D98 -0040 to develop a certain 1 of which is known as Cascade Business Park.. The Principle has requested issuance Certificate of Occupancy prior to completion of all the obligation4 of this permit: E REAS, the Obligee, requires that a good and sufficient bond bo furnished by said Princip anteeing the satisfactory completion of the following items: l . Finalize lid installation on water quality vaulty 2. Patch asphalt at driveway approach 3. Install sidewalk transition ramp to grade at south west owner of site 4. Provide as- builts from utility contractor N OW, THEREFORE, the condition of this obligation is such that said Principle shall well and truly construct the said improvements to the satislitction 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. CHO ALL MEN BY THESE PRESENTS: 'Uwe, Opus Northwest 11.1.0 , as Principal, and the St. Paul Fire and Marine Insurance mpany, a corporation organized and existing under and by virtue of the laws of State of �► ashington, as Swaty, we held and firmly bound and obligated unto City of Tukwila, as ) bligoe, in the full and just sum: of FOUR THOUSAND FIVE HUNDRED FORTY SEVEN ) OLLARS-1 AND FORTY CENTS (S 4,547.40) lawful money of the United States, for the p ayme n t of which sun 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, firmly by these pr esents 612- 936 -4600 P hone number OPUS NORTHWEST, L.L.C. SURET ,ST. PAUL FIRE AND MARINE .INSURANCE •COMPANY N ame: of Surety 385 Washington 'Street If this financial guarantee ix collected upon for any meson, City of 7Lkwila will not accept subsequent guarantees from the above Principle. 3 )6 Signahire f Principle STATE OP MINNESOTA, COUNTY OP Hennepin On this 7th day of Stephen J. Steichen STATE OF MINNESOTA COUNTY OF HENNEPIN On this (Seal) • f" r v BEVERLY M. GRAF NOTARY PUBLIC•MINNESOTA My Commission Expires Jan. 11. 1101 • 7th of the Opus Northwest, L.L.C. ) day of SS. r �.. . 4\ 4 CATHERINE M. APPEL ': NOTARY PUBLIC-MINNESOTA •;,-swn Expires Jan. 31, 2000 . - './w.A.AAAMANNAN• SURETY ACKNOWLEDGMENT 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. January Elizabeth F. Schorle ACKNOWLEDGMENT OF PRINCIPAL For Corporation My commission expires January 31, 2000 to me known, who, being by me duly sworn, did depose and say; that he resides in Minnesota that he is the Controller 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. Notary Publi , 19 99 , 19 99 , before me appeared My commission expires 01/31/2000 County, Minn. , before me personally came SG-242 2/EP 1101 PRINTED IN U.S.A. . tr�'.�'ttta r7��1' l.�a:*'aY'!d4't3�k�+.runr 1I6Stibu1 "ST. PAUL FIRE AND MARINE INSURANCE COMPANY Surety ( Washington Street, St. Paul, Minnesota 55 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 20I5,9'5 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. Earth, 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, Nor TO 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 STATE OF NEW JERSEY ss. () RA NO. County of Somerset KENNETH J. RYAN, Secretary On this 9th day of , 19 96 , before me carne the individual who executed the receding instrument, to me personally known, and, being by me duly savor, said that he /she is the therein described and authorized officer of St. Paul Fire and M 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. (O rvy‘i/4777' 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 13y -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. 29550 Rev. 12 Printed In U.S.A. IN TESTIMONY WHEREOF, I have hereunto set my hand this 7th day of January 19 99 LINDA SM S, Notary Public, Middlesex, NJ My Commission Expires December 16, 2001 MICHAEL W. ANDERSON, Secretary Only a certified copy of Power of Attorney bearing the Certificate of Authority No. printed in red on the upper right comer 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. 1; : 7111/4•"1"" 4. " • a t . "9 i• ' .7asiy ' ;' `+ n 1 + fp „W14W; y . t r• sl t” � ,.. W4>c »-�` c i 5 tt' • r� k N�. 'Sy Y. i t ,.+� , r t , ' r1.. M+ � ^t ' T ii.:Ya . 1 7 '� v IF ■ 'S• r^7, " 1,�1 r 'f :Y•fc f (L f� AI �i� r` 'T �� � !1'1/x' 1 li'f ,t S: , f-0 0 ∎0 J P 1 !' !ct? . i 4 ' {, r!V r '1 r r. ilif't •'M'w� � �J( ,,.., y , .t , �SI„a�' �!�J y � • A4 � ,. f{1 ��. T S,trt��u ft' F }wj'� +{tai '� .o..w ",)Stn 1! �, rt.d' � i '4Yi.. .1.{Jfisf' fir XS • $ •, .'{� 74t•.'4. fSif!' l•�N';' e.w '.Y� ,: �� y i '•� 1 `M) .1 - tC /r. �N i�• Ul•F' {ilFlj' ¢iJ .: •.. NAME CA' DEVELOPMENT: . ' ! , _ i .- iny' DA TE: J mo OEVELOPMENTADDRESS: (g () f7y6L, )'' - 77,4.44), a--• PERMIT NO.: il q � -0 o � CASH ASSIGNMENT NAME: 4/ "• ■ ` r TEL. NO. • SHALL BE REFUNDED BY MAILING TO: ADDRESS: g /' .- 85.7)14- fS (please print) / 6 jGS CfTY/STATEJZIP _ , _. t i D WPTION OF iTEMSTO =E ►• '9 • t T-• -" NCE _FLANS/DOCUM NLS wdFd E TEMS AAE DESCRIBEDi: • l aaiidcatn- l,-zL/ t a 4 . ca.) pl A hi. r .,7/ (h) west l adwn.' 4L I, ' 0. I g Fit iv /, / L '. A r AZ . 1 ti • L A /° b pi / b - v► r pd t,� a � d , 5/ t ,L. e� . t As the owner, or authorized agent of the owner, I hereby submit cash or cash equivalent In the amount of $ ($150% of value to complete work descried above) and attach supporting documentati n tor value of work I wM have this work carried out and call for a final inspection by this date: l ' - / _, or risk having the City use these funds to carry out the work with their own contractor or r. it i fall to carry out the work,1 hereby authorize the City to go onto the property to carry out in -house manpow r �T ) completion of the above deficiencies. 1 further agree to complete all ork listed , • • ve pr'• • e : ; Ing inspection and release of these funds. SIGNED: / / TITLE: �' • '.•. liwwwvve.. rn. vn• t :rrrn•awww9.cnv.- Nw.......aM.• •.,w�... .. s v�.w•aV...+ !++n.r.•waa.w..a.a..aa.: .w� rt r .wr. «:....a Y:: ji;.K ,, ?::';9 M' <i..'i v '.tkL:;" g. irkRtFt' "lt' +;t;`n— '. :-.SAct S,' `+T:;Jt':,:i::nru:,;tnr..,,•4 x-Aozmrr.v-trs'vte urua ivir .V / 'Or agiY' ' :..i l '7/i K ,s•.14U •" i».tr la SIGNED: • THIS 'FOND 15 A • THORIZE _ TO BE ACCEPTED. DEPARTMENT HEAD: CASH EQUNALENT DEPOSITED THIS DATE: ti t 1°1 INEZIMO AMOUNT: CiTY RECEIPT NO. 2- 40 2 153 . - 7 ;ii , ,: r u 1 gip' wow 4:. x l • / RECEIVED I3Y: '4-. 72 HOUR NOTIFICATION FOR INSPECTION AND RELEASE OF FUNDS DEVELOPER'S REPRESENTATIVE: CHECKED BY: .. • . >M .. , +n,g1..:/wlrllM 4v. /,•. >. ^•..:..N• . .+a.... ....,h 441.4.•w•47nn1.11140tt..w•!!Mf1, 14•vp... :,• • r..:4.. vc.. ..r. ;g 1.1f , � { fd MS :Nw./V ` N 5 v:• CASH EQUIVALENT —LETTER AUTHORIZING RELEASE CASH CiTY CHECK NO. Upon completion through Section 2, Finance personnel shall sand copies to: — Developer — Finance Department — Permit Coordinator, DCD Litt' '' i ukwila DEVELOPER'S POJECT WARRANTY REQUEST FORM All work Identified in Section 1 of this form has now been completed and returned to department which authorized warranty. t hereby request inspection and release of my cash/cash equivalent. DATE: I have reviewed the above work and found It acceptable and therefore '` authorize the release of the above cash assignment. AUTHORIZED BY: DEPARTMENT: AMOUNT: RELEASED THIS DATE: RELEASED BY: Upon completion send copies to: 4-,-' UYUS N11 MAIN Uhr of entire form, Finance personnel shall – Developer — Finance Department — Permit Coordinator, DCD l(IfU , FINANCE DEPT oaa o 4 ,W'cy�1 L�r7T�tr3f+ County.: of King O n l before me, Nmenevtras eiiAdikiLd Notary Public, personally appeared . `. p.4 jc1 Q `?. ' o h1,. 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 ori behalf of which the person acted executed the instrument. WITNESS` my hand and official seal :Yt J anuary 10, 1999 Alexa Berlow Planning Department City of Tukwila 6200 Southcenter Blvd Tukwila, WA 98188 Cascade Business Park Opus. Northwest, Inc WARREN ( () \I 1' \ \ \ Real. Estate Development Services D ear Ms. Berlow, I am enclosing the following documents you requested for the C of 0 for the OPUS - Cascade Business Park Building B, City. of Tukwila Building Permit #D98- 0040. Enclosed is the following 500 Union Street, Suite 900 Seattle, Washington 98101 Tel: (2061749.9484 Fax: (206) 749.9483 Please feel free to call me at (206) 749 -9484 should you have any questions., Very truly yours, WARREN COMPANY / 6/14 dii114/ 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 B O D Site :Architectural & Landscape improvemen Bond Number 400 JZ; 9146 1; : Install approximately 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 TH AT we, Opus Northwest, LI.0 , as Principal, and the St. Paul Fire and Marine Insurance .; ompany, a corporation organized and existing under and by virtue of the laws of the State of W ashington, as Surety, are held and firmly bound and obligated unto City of Tukwila, as Obligee; in the full and just sum of TWENTY SIX THOUSAND TWO HUNDRED SEVENTY Y EIGHT DOLLARS AND SEVENTY THREI CENTS ($26,278.73) lawfid 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, 'tl nnly by these presents; IUFREAS, the Principle, has been granted a building permit # D98.0040 to develop a certain parcel of luad which is known as Cascade Business Park. The Principle has requested issuance 'of the Certificate of Occupancy prior to completion of all the obligations of this permit. WH FRP:AS, the Obligee, requires that a good and sufficient bond 1* furnished by said Principle :gu aranteeing the satisfactory completion of the following items: N OW, 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. fy Signed and sealed this h _day January 0999 If this financial guarantee is collected upon for any reason, City of Tukwila will not accept subsequent guarantees from the above Principle. SURETY ST. PAUL FIRE AND MARINE INSURANCE COMPANY Name of Surety 385.. Washington Street Address St. Paul, MN 55102 City State Zip `.. 612 -692 -7400 Phone PRINCIPLE rindple Signature a OPUS NORTHWEST, L.L.C. Printed name of Principle 10350 Bren Road East Address Minnetonka, MN 55343 -9600 City State 612 -936 -4600 Phone number Surety's signature Zip :j��it'rr ' %' ?'!i`:Ctf'�: { F' : '2 7: 7 ` ..,. ' "4; ii�} ft'' -1" STATE OF MINNESOTA, COUNTY OF Hennepin On this 7th 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. • BEVERLY M. GRAF NOTARY PUBLIC-MINNESOTA My Commission Expires Jsn.11,1000 STATE OF MINNESOTA COUNTY OP HENNEPIN On this 7th of the Opus Northwest L.L.C. (Seal) � SURETY ACKNOWLEDGMENT c day of January , 19 9 9 , 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 day of SS. Elizabeth F. Schorle CATHERINE M. APPEL NOTARY PUBLIC-MINNESOTA My Commission Expiuss Jan. 31, 2000 ■ January that he is the Stephen J. Steichen acknowledged said ACKNOWLEDGMENT OF PRINCIPAL For Corporation My commission expires January 31, 2000 to me known, who, being by me duly sworn, did depose and say; that he resides in Minnesota ,19 99 , before me personally came Controller 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. Notary Publ My commission expires 01/ 31 / 2 0 0 0 County, Minn. SG•24221EP 1191 PRINTED IN U.S.A. t StIuI Surety ST. P FIRE AND MARINE INSURANCE COMPANY filL Washington Street, St. Paul, Minnesota SC„ 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 (Original on File at Home Office of Company. See Certification.) F -14366 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. Earth, Deborah Sutherland, Stephen J. Steichen, individually, Minneapolis, Minnesota its true and lawful attorneys) -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 TO EXCEED IN PENALTY THE StIt 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 attomey or any certificate relating thereto by facsimile, and any such power of attomey 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. 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, 29550 Rev. 12-96 Printed In U.S.A. STATE OF NEW JERSEY t ss. County of Somerset J IN TESTIMONY WHEREOF, I have hereunto set my hand this 7th day of .Tanttary , 19 99 . CERTIFICATE OF AUTHORITY NO. 2015693 KENNETH J. RYAN, Secretary 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 SM "'f' • S, Notary Public, Middlesex, NJ My Commission Expires December 16, 2001 MICHAEL W`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. CASCADE BUILDINGS A 4 5. TUKWILA, WA ra 4.17 scow. • • Of• c o aci . . — .. o ... aa) a c E a c c > 0 0. a . ° ' V 03 0 - —0 E. W ` v 0 N c CO a' o) v a� .5 cn c CO to' o e Td V 0) a zi a y :o .c N�.a o. 19 1-249 E* N C c c > u. 0 0 c C.) to 0 0 O a 7 z O m S *lj TO: TRANSMITTAL FGRM We are sending: ❑ Attached ❑ Shop drawings ❑ Prints ❑ Change order ❑ Copy of letter Number of Copies Date Description This Material is: Remarks % ■S (iY PROJECT: C�Cce.fvl b act, _ JOB NO: 0:4 OPUS 915 - 118th Avenue SE Suite 300 Bellevue, Washington 98005 Phone: (425) 453 -4100 Fax: (425) 519 -6800 (10 C-0.-AriCA �b DATE. 1 � 19 DISTRIBUTION: ❑ Under separate cover via f ans ❑ Reports ❑ As requested —For Approval ❑ Approved as noted ❑ For your comment ❑ Approved ❑ Not approved: Resubmit ❑ For your records ❑ For distribution ❑ Specifications ❑ Samples \/\_t,LA r:f o-\ly yelnr4 an a Q l A (.a. Q Y --, . c,K,U,AvA p( /s ) .&G,_c-e_c4 ?to a (, b ry ` a.s (st\ - • ► ) in. a. cA- If enclosures are not noted, kindly notify us at once CITY OF lip JAN i 7 loon row OCNTCFI October 11, 1998 Mr. Wayne Eddy Opus Northwest 200 - 112th Avenue Northeast , Suite #205 Bellevue, Washington 98004 Sincerely, Kelcie J. Peterson Permit Coordinator Enclosures File: D98 -0040 City of Tukwila Department of Community Development Afyirci7 John W. Rants Mayor Steve Lancaster, Director Dear Mr. Eddy: SUBJECT: CORRECTION LETTER #1 To Revision Received by the Permit Center on August 14,1998 (Frontal Improvements to West Valley Hyi Development Permit Application Number D98 -0040 Cascade Business Park - Building B 18404 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. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 4313665 +,r PROJECT NAME: City of Tukwila Department of Public Works October 6, 1998 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: Please revise your plans per attached mark ups. 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. fie k112 -d-o . 7 / 0 A zzaL " cove 4/5 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433.0179 • Fax (206) 431.3665 Date: 9!10/9€ ,lee Nu.: 9!338:20 .._ Parlor Cascade Building A de B 1.neioc' Building B, oast. oil" r Coatroom Crownover sawn sunray 'reap . 31:30 A I1u tattoo to Sae Sae Dave and Gene f :orr. Crawnover Const Field Report Date; September 11, 199F To: Wayne Eddy Opus Northwest 'LLC 2 ?' 11V. Avenue NE, Suite 205 Be11r u VA 911004 .Lot No.: Site; 425-251.5759 Phone No.: Site: 425-231-1512 The fc•?iowing was noted: Reason fors'.- visit: To observe the general construct:on, as built to date. The irn.:erior slab on grade has been completed for buildings A Sr B. The panels, for the firs: pour of building B, have been mostly tcmpleted awaiting the concrete pour 9/11/98 am. Pick ups from the special inspector were being completed. 1. 1 had observed that in * h:w of the .suds with two layers of reinforcing, that the top layer had not been chaired enough., and had nagged toward the middle. Dave put some even on the task of chairing up the top layer. This was being corrected while I was at the site. 2. The reiufarciug at the top of the F panels (Opening panel for the set back loading, dock door), was found to be to congested. This was corrected while I was there, and a detail was sent to you and Crownover to satisfy the special inspector. While I was their, Crownover asked if I would review another mix design `or the panels. They were corcerneti that the approved mix (with c; arse aggregate of 13/8" ) would not .'':ow welt around the heavily reinforced pa.iel areas, wad may cause voids on the face of the panel. The mix design was faxed tr.. any office and 1 reviewed the design. I faxed the detail for item M2 above ;long with the mix design back tc you yesterday. Thu work performed to date, appears to he in general conformance with the contract documents. Larry H.ig r $P..." Design Engineer CC: Tony Sconzo 425.455 D 'Ave *Crownover 42.5.251.5276 k • 114t 1,,1867187 3381336trot t . Joc HBL A CIVIL d 3t'RUCTUP.AL FNCZAIPP rie Qt AANFRA 2215 PJof'rw 3�17N Came, S'.R'E 300 TAccWV. WA 90403 PH ■253) 3€113 -2422 FA) (253) 3e3.1.572 e.:42L _NC.RXOE'GVMC cm PRELIMINARY REVIEW COMMENTS The Tukwila Public Works Department has com ileted it's review of the &Lb:Si at,. application materials you submitted on • 7 2 (Application #L ). The attached comments or corrections mu t be addressed before we can recommend approval of your permit(s). cc: Permit Center Michael Jenkins, Planning Division Gary Barnett 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 Del) ent comments and corrections, please contact Ca-r" at 206 433-0/79 . If you have other questions reg ding the status of your . permit application, please contact the Permit Center at 431-3670. John W. Rants, Mayor Ross A. Earnsi P. E, Director City of Tukwila Department of Public Works Permit Center NOTIFICATION OF UTILITY PERMIT ACTION Public Works Engineering July 24, 1998 SUBJECT: Cascade Business Park - Bldg B 18404 Cascade Ave S Project Number: PRE97 -022 Permit Number: D98 -0040 Contact Person: John Gordon Phone: (425) 453 -4100 THE FOLLOWING PUBLIC WORKS PERMITS HAVE BEEN IN ACCORDANCE WITH THE PLANS APPROVED ON JULY FIRE LooP /NraP 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 TOTAL: APPROVED FOR ISSUANCE 24, 1998: PERMIT FEE es .0 25.00 25.00 283.50 20.00 25.00 25.00 625.00 No Fee 4t1Ste 3fi ), OS3.SD Two copies of the confirmed Utility Permit Application and plans are attached for inclusion in the permit file. JJS /tkf 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) 4313665 - 07/24/98 ; 0:.46 ' FAX 253 274 ,477 To Joanna Spencer Development Engineer City of Tukwila 6300 Southcenter Blvd. Tukwila, WA 98188 Fax No 206-431-3665 Phone No 206- 433 -0179 AHBL ENGINEERS: PRINCIPALlii GEOFFREY HOD /DON, P.G., $.E,., ALLAN i. SMISETTE, P.E., S.E. GEORGE J. LINDSAY, P.G. SEAN M. COMFORT. P.E. PAUL S. McCORMICK. P.G. ♦. ASSOCIATE& DANIEL S. 000T14, P.C.. M.G. JAMES R. CARLSEN, P.E. DOREEN S. GAVIN. P. THOMAS R. HICKS, P.E., 3.E. July 24, 1998 LEN EICKLER, AICP. ALMA 97419.10, Task Cascade Buildings Irrigation meters REMARKS: The irrigation meters can be replaced with deduct meter with insignificant impact to the irrigation plan for the Cascade Buildings, A and B. We are planning to make the revision per Opus's instructions on the As- built. Please contact me, if this does not meet your understanding or your needs for permitting. SIGNED: David W Spiller, P.E. Project Engineer COMPAO.NTSERVER \NTSER K\FORMSMAXTRAN.DOC 2215 NORTH 30TH STREET, Surre 300 TACOMA, WA 28403 PR (206) 383 -2422 F•* (206) 383 - 2572 Niel. July 9,1998 Gary Barnett Senior Engineer — Development Public Works Department City of Tukwila 6200 Southcenter Blvd Tukwila, WA 98188 Re: Cascade Business Park - D98 -0040 Opus Northwest, Inc. Dear Mr. Barnett, The fmal revisions for the Cascade Business Park project are as follows: Architectural Attached are revised plans with the corrections to the driveways per your mark -up plans. . Civil Attached are revised plans with the corrections per your mark -up plans. Also attached is a letter from the civil engineer Dave Spiller at AHBL, which addresses each of the correction items. Landscape A note has been added to the landscape plans which reflects the widening of West Valley. The landscape design is unchanged from the previous plan. There is still 12.5 feet of front yard landscaping and a berm along the West Valley frontage. Due to the 8 feet of right -of -way dedication the 12.5 feet of front yard landscaping has been moved 8 feet to the west. None of the landscape areas or plant material has been changed. Traffic mitigation 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 is $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 DqBwoo4o WRRFN ( () \.1 I' \ N \ Real Estate Development Services RECEIVED CITY OF TUKWItA JUL 1 3 1998 PERMIT CENTER 500 Union Street, Suite 900 Seattle, Washington 98101 Tel: 1206) 749.9484 Fax: (206) 749.9483 ry -may yours,. t -of -way Improvements The civil and architectural plans have been modified to reflect the widening of West Valley. The design of the right -of -way frontage improvements which are outside of the property line are not included. It is our intent to submit these improvement as a supplemental set prior to July 30,1998. Per our previous conversation we will be able to receive our building permit prior to submittal of these improvements. lease feel free to call me at (206) 749 -9484 should you have any questions. propose that the $10,771.00 excess be applied to Opus's traffic mitigation for the Glacier p roject. PUBLIC WORKS DEPARTMENT COMMENTS City of Tu John W Rangy Mayor Department of Public Works Ross A. Eamst, P. E, Director PROJECT NAME: CASCADE BUSINESS PARK Bldg A PERMIT NO: D98 -0040 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 GaryBarnett to Tukwila Permit Center. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 4330179 • Fax (206) 4313665 2101 • 112th AVENUE NI., SUITE 110- BELLEVUE, WASHINGTON 25004 TELEPHONE (425) 455.5320 June 23, 1998 FACSIMILE (425) 453 1180 viaidci H. 14401 P.S. pt•sio.nt OAVID H. etitagn; L. viai • , Mr. Dana Warren WARREN COMPANY 500 Union St., Suite 900 Seattle, WA 98101 Re: 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 City 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 old rate. Therefore, the noon peak hour I:rips 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 car be used for the PM peak hour trips generated. LDH:es If you have any questions please call me. Very truly yours, TRANSPORTATION PLANNING & ENGINEERING, INC. Larry D. bbs, P.E. Transportation Engineer RECEIVED crty OF TUKWILA JUL 1 3 1998 PERMIT CENTER TO83297xtra.doc s u ext, '08-x / /f r -2/ ,, 4 • 67 $ ‘y° G / QA-v 'Pi 1 w?u,/ e ejui-/ r 722 J frt. f/ a -1 d l '�-i?7 /rte 7 /15111/1-a.-, e"V-17 /,r&ere 0 .v ryiyei/v Le_e rrgy L / 1 9 ((1A .tz77 1 4,p U'! a/ c"224 J 2A .z cy , ',/ ay 1 b (Y)? � ,r a,! � �5 (7-� f Q- boy? --gC� og 8G G. ri7frpg 177y Ar,A 5 1 7 04 / - ' -71?7 f ,p. A-e /0 +I vio 74/ e "?>7/ "?'" a 2r7,5,- )/f--62„ 772/a 17/ • rp/.5 r2r une 24, 1998 Ms. Kelcie J. Peterson Permit Coordnator City of Tukwila 6300 Southcenter Boulevard Tukwila, WA 98188 Project: Subject: Dear Kelcie: AHBI G RECEIVED CITY OF TUKWILA JUN 2 6 1998 PERMIT CENTER Cascade Business Park - Building B, Our File No. 97338.10 Second Submittal for Cascade Business Park Building B 18404 Cascade Avenue South City Permit #098 -0040 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: 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 ahbUnc®Ix,netcom.com V PRINCIPALS: GEOFFREY HODSDON. P.E. SE ALLAN E BESSETTE P.E. SE GEORGE J. LINDSAY, RE SEAN M COMFORT; PE PAUL B. McCORMICK. P.E ASSOCIATES: DOREEN S. GAVIN. PE THOMAS R. HICKS, PE TIMOTHY D. HOLDERMAN HBL ..E`rt:R.7�rt'1 +1Y:FQi� ) avid W. Spiller ' roject Engineer eters06.248 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. A pplicant shall coordinate fire hydrant requirements (location /spacing) with T ukwila Fire Department. Added to plan. 6 Applicant shall provide a pedestrian connection between West Valley Highway an Cascade Avenue South. Owner negotiation with city. , If y ou have any questions, please contact me at (253) 383 - 2422. Thank you for your assistance on this matter. :�s June 22, 1998 Dear Mr. Gordon: SUBJECT: Mr. John Gordon Opus Northwest 200 - 112th Avenue Northeast, #205 Bellevue, Washington 98005 Enclosures File: D98 -0040 PRE97 -022 City of Tukwila Department of Community Development CORRECTION LETTER #1 Development Permit Application Number D98 -0040 Cascade Business Park - Building B 18404 Cascade Av S John W. Rants, Mayor Steve Lancaster, Director This letter is to inform you of corrections that must be addressed before your application for development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed 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, 0 (";‘) Kelcie J. Peterson Permit Coordinator 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 4313665 CONSULTING ENGINEERS Zr Du ane Griffin of Tukwila 300 Southcenter Blvd., Suite 100 ukwila, WA 98188 A PROFESSIONAL SERVICES; CORPORATION egarding: 98-T-07 Cascade Business Park - Building B (D98 -0040) .:RFA #980102 -07 ye ar 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. E nclosed are the drawings and correspondence from the structural engineer. _ Please note that the calculations and geotechnical report were submitted with the Cascade Business Park - Building A project (D98- 0041). Please refer to the information on file for that project for the complete calculations and geotechnical report; only revised calculations are included with this submittal. All drawings that refer to Building A in the enclosed drawing set do not apply. This permit is for ' Building B 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: Mr. Thomas Sconzo, Sconzo/Hallstrom Architects 2030 FIRST AVENUE TELEPHONE: (200) 250.1003 SUITE 203 FAX: (200) 250.0197 SEATTLE, WASHINGTON 90121 May 18, 1998 Ms. Crystal Kolke Senior Plan Reviewer Robert Fossatti Associates, Inc., P.S. 2030 1S Avenue, Suite 203 Seattle, Washington 98121 Dear Ms. Kolke: 8. Project: Cascade Business Park Building B, Our File No. 97338.20 Permit No. D98 -0040 RFA No. 980102 -07 Subject: Response to Review Comments RECEIVED MAY 1 8 1998 RORER) OSSATTI ASSOC RECEIVED MAY 1 9 1998 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 that 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 30rH STREET SUITE 300 TACOMA, WA 98403 PH: (253) 383 -2422 FAX; (253) 383 -2572 ahblinc@ix.netcom.com HBL GJH /wsn Enclosures kolke05.158 Ms : Crystal; Kolke May. 181998 . . Page 2 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. 9:. Calculations page L41 is enclosed, with calculations of the drag force at Grid 6, based on the lateral loads from Page L3 of the original calculations. 1 0 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. 11. Calculations page L38 is enclosed with calculations for chord reinforcing. 12. 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 show in detail 14/S3.03. Enclosed with this letter are two sets of revised drawings. If you require any further information, please don't hesitate to contact me. PUBLIC WORKS DEPARTMENT COMMENTS DATE:. April 27, 1998 L +sec - i J fd b : i Pet Cen-ter 6,1 PROJECT NAME: CASCADE BUSINESS PARK - Bldg B PERMIT NO: D98 -0040 PLAN REVIEWER: Contact Joanna Spencer at (206) 433 -0179, if you have any questions regarding the following comments. 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. 3. 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. R 0 B FOSS \'I A S S O C I A T E S CONSULTING ENGINEERS April 24, 1998 E R T A PROFESSIONAL 2030 FIRST AVENUE • SERVICES SUITE 203 • CORPORATION SEATTLE, WASIIINGTON 00121 TELEPHONE: 1200) 250 -1103 FAX: (200) 250.0197 RECEIVED APR 2 7 1998 COMMUNITY DEVELOPMENT Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Regarding: 98 -T -07 Cascade Business Park - Building B (D98 -0040) RFA #980102 -07 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. 2. 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 1/52.03 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 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 April 24, 1998 Mr. Duane Griffin Cascade Business Park - Building B Page 2 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/S3.03. 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. 8. 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. 9. We did not receive calculations that evaluate the lateral forces along Grid 6. Complete calculations should be provided for the design of the shear walls, drag struts, and drag strut connections. Refer to UBC Section 2314.5.2. We noted that Note 14 indicates that the drag struts will need to be designed to transfer 44k of axial seismic load. Our calculations result in a force of 59k at the point of transfer into the concrete shear wall. Justifying calculations need to be provided. 10. An LVL nailer is called out on the drawings to be shop installed; for example, see Section 1/S3.03. Minimum design parameters should be provided on the drawings for the design of this nailer to the joists. 11. Calculations should be provided that justify chord reinforcing shown in the Chord Reinforcing Schedule, Sheet S4.01. 12. 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 C 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 ,i City of Tukwila Fire Department Fire Department Review Control #D98-0040 ( February 25, 1998 Re: Glacier Cascade Business Park - 18404 Cascade Avenue South, Bldg. #B Dear Sir: 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 John W. Rants, Mayor Thomas P. Keefe, Rie Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 57554404 • Fax x 1200 5754439 City of Tukwila Fire Department Page number 2 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 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 4439 C City of Tukwila Fire Department Page number in the required width of an exit, except projections as permitted by the Building Code. Exits shall not be 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 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. John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575-4404 • Fax (206) 575-4430 City of Tukwila Fire Department Page number (UBC 1012.1, 1012.2) 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) John W. Rants, Mayor Thomas P. Keefe, Fire Chief .r 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) Manually operated edge- or surface - mounted flush bolts and surface bolts are prohibited. When exit doors are Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 575.4439 City of Tukwila Fire Department Page number used in pairs and approved automatic flush bolts are used, the door leaf having the automatic flush bolts 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 John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575-4404 • Fax (206) 575-4439 City of Tukwila Fire Department Page number modifications. to sprinkler systems involving more than 50 heads shall have the written approval of the 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 (Ply), 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) John W. Rang Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Plane: (206) 575-4404 • Fax (206) 575-4439 City of Tukwila Fire Department Page number 7 Calculated sprinkler systems shall be designed with a 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 be equipped with a 5" Stor.z 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) John W. Rang Mayor Thomas P. Keefe, Rie Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 57$4404 • Fax (206) .57$ 4439 Page number 8 City of Tukwila Fire Department 4.. An approved manual fire alarm system is required for 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 John W. Rang Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575 • Fax (206) 5754439 Page number 9 City of Tukwila Fire Department walls due to location on property, fire resistive 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 John W. Rants, Mayor Thomas P. Keefe, Are Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 cc: TFD file ncd Fire Department Page number 1 The .Tukwila Fire Prevention Bureau John W. Rant4 Mayor Thomas P. Keefe, Fire Chief clearances shall be maintained at all times. A n approved water supply capable of, supplying the required fire flow for fire protection shall be provided to all premises upon which facilities, buildings or portions 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. Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) S75.4439 Enclosures Department of Community Development Steve Lancaster Director C rystal Kolke Robert Fossatti Associates Consulting .Engineers 2212 Camas Circle S.E. Renton;' WA 98055 • ▪ 98 - CASCADE BUSINESS PARK BUILDING B - (D98- 0040 ear Ms. Kolke: Please do structural review per U.B.C.; 1994 Edition. If you have any questions, please call me at 206- 431 -3671. Brenda Holt Permit Technician 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 ��l Tukwila .. ., C 1 ty of John W Rants, Mayor �;,��'. _. Department of Community Development Steve Lancaster, Director 1908 11 , February 23;1998 Mr. John 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 B 18404 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, 1-eect_z Kelcie J. Peterson Permit Coordinator File: D98 -0040 PRE97 -022 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax. (206) 4313665 X 19 -124TH AVENUE NE, SUITE 101 3 ELLEVUE, WA 98005 425) 455- 3203 425) 455 -9351; FAX • rty of Tukwila )epa rtment of Comm unity Developme 300 Southcenfer Boulevard, Suite 100 u k w ila, Wa 98188 NZO/HALLSTROM ARCHITECT Application for Lot Consolidation for Glacier Cascade Business Center e following Permits and/or applications have been applied for this project: Design Review #97 -0046 SEPA - Determination of Non - Significance issued on September 24, :1997`E9 0016 Shorelines substantial development (part of Design review Grading Permit Application # M197 -0203 Lot Line consolidation M197 -0147 raj Opus Northwest LLC C 112th Avenue NE Suite 205 Bellevue, Washington 98004 425. 453.4100 Fax 425 - 453-1712 • 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 ny questions, please contact me at (425) 453 - 4100. Sincerely, _ J ordon S for Project Manager 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. • ACTIVITY NUMBER PROJECT NAME D P • TMENT: G DIVISION 3�`��I� LIC WORKS • I DETERMINATION OF COMPLETENESS: (T,Th) DUE DATE 2 -12 -98 COMPLETE 1 NOT COMPLETE 0 • NOT APPLICABLE 0 COMMENTS L- eA4r --(o - r p t e- a 1 fr('n - f - 1 1 00 MOCSCA g6-1"P TOES /THURS ROUTING: PLEASE ROUTE NO FURTHER REVIEW REQUIRED El ROUTED BY STAFF El (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL &m. PLAl1V P ennAt / ROUT S L{P D98 -0040 CASCADE BUSINESS PARK — BLDG B TIO TRZZ DATE DATE 2 -10 -98 WZ P G DIVISION COORDINATOR c P COORDINATO I i APPROVALS OR CORRECTIONS: (ten days) DUE DATE 3 2�— APPROVED Ei APPROVED W/ CONDITIONS a NOT APPROVED (attach comments) C orrec ' on ems- I - Ked d-rnai (Qd C9-aa -9 �' . I REVIEWERS INITIAL DATE CORRECTION DETERMINATION: REVIEWERS INITIAL DATE C:ROUTE -F DUE DATE APPROVED D APPROVED W/ CONDITIONS El NOT APPROVED (attach comments) 0 (Certification of occupancy required. ) DEPARTMENTS: ACTIVITY NUMBER: 898 -0040 DATE: 6 -26 -98 PROJECT NAME: CASCADE BUSINESS` PARK BUILDING B Original Plan Submittal Response to Incomplete Letter XX Response to Correction Letter # 1 Revision After. Permit Is Issued Building Division ❑ P blic W r s (JD inA-PcA PLAN�EVI 41 Structural DETERMINATION OF COMPLETENESS: (Tues, Thurs) Complete : Incomplete ❑ Comments: TUES /THURS ROUTING: Please Route Fire Prevention Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra) Approved ❑ Approved with Conditions 0 \PR-ROUTE.DOC 6/98 la i Division „N Pertnii CPo inatbr DUE DATE: 6 -30 -98 Not Applicable 0 No further Review Required REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 7 -28 -98 Approved ❑ Approved with Conditions 0 Not Approved (attach comments) 0 REVIEWERS INITIALS. DATE: CORRECTION DETERMINATION: DUE DATE: Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: REVISION SUBMITTAL DATE: 11 6 - l qd PLAN CHECK/PERMIT NUMBER: Di z - 0 6 9 0 ,'.' PROJECT NAME: 440rsair CAS( Q di 1x214 S 11'l.eS5 Pakk • PROJECT ADDRESS: 115 (, itiVit di g CONTACT PERSON: id REVISION SUMMARY: SHEET NUMBER(S) ' I a 01 "Cloud" or highlight all areas of revisions and date revisions. PERMIT CENTER SUBMITTED TO: CITY USE ONLY CITY O TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 g‘e", PHONE: PG 15 -) c 1- • REVISION NO. bB oo4O RECEIVcu CITY OF TUKWILA MN 0 7 1999 3/19/96 REVISION SUBMITTAL DATE: 17i1 4qg, • PLAN CHECK/PERMIT NUMBER: Ef" OU PROJECT NAME: C7 l41 CA f/Y a S (O G(f t! vis I e s Ct,rj PROJECT ADDRESS: CONTACT PERSON: UG� 3'� "FdC PHONE: i-p6' 16 " ) q/60. O. REVISION SUMMARY: SHEET NUMBER(S) D I 4,), OD- "Cloud" or highlight all areas of revisions 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 adatmi 49,1,(4 - r; c6d Kam ciA4,(,0I149S. U� 3/19/96 REVISION SUBMITTAL DATE: /7 " �r PLAN CHECK/PERMIT NUMBER: PROJECT NAME: PROJECT ADDRESS: CONTACT PERSON: REVISION SUMMARY: r -x a7 i4', 7 /7 7 /6 o / /7 -- 0 /T/ SHEET NUMBER(S) CITY OF i UI WILA "Cloud" or highlight all areas of revisions and date resignsi' ;'„ I Ua i iSEi • SUBMITTED TO: JO CITY OF KW/LA Department of Community Development Building Division- Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 zz, /rho c'au'c /�iic lPY� S . (4 imixtre- y PHONE: 2V- /57z- cm/ OF Vi SE? 1 199 pow cEt 3/19/96 SHEET NO. NO. OF ORIGINALS NO. OF COPIES DATE DESCRIPTION 4 -EA Skylight submittal approved by the Architect • 0.4 OPUS Opus Northwest, L.L.C. 200 - 112th Avenue NE Suite 205 Bellevue, Washington 98004 To: City of Tuwila Tukwila Washington 98188 ATTN: iS 0,6 Phone: Fax; GLACIER/CASCADE BUSINESS CENTER TRANSMITTAL 6300 — South Center Blvd. Re: Glacier Cascade We are sending you: [X] Attached The Following: [ ] Copy of Letter [ ] Prints [X] Plans [ ] Shop Drawings [ ] Change Order [ ] Sepias [ ] Prepared by: Under Separate Cover [X] VIA Handdelivered 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. Wayne ' ddy, Proje anager WTI 413 6 3110.1 C:A2t0 MEL 416 5 DO1Jt..E f1ATID ODA MODEL OW. 415 -5050 415 -5098 416 -5050 'A ' 416 -5G98 - l`1 Fleose approve dimensions and information os required below. Please sign below ind'caling your approval of Ibis drawing and your decision concerning FALLCUARD" Skylight Screens. Return His page_ to fox /(713)&73 -7236 ATTENTION: 115 INAID00 P!eose be advised [hot FABRICATION CANNOT BEGIN U'lUL THIS IS DONE! ❑ FAI1CUAfd1 °Skyight Screens hove been selected for this project APPROVED BY: DATE: ❑ Different moons of loll protection will be utilized. ❑ ( send additional information on Ft.LCl1ARD SkylralettcetiniUKWILA Al ❑ 011ie' r4! co:utlnR CO 1rurrs IROPRCIIRS ANTI Cannoning. rrlulernra wean t0 PUSItCO. or.. •or.9I510r4 or MS OCLINKUI 15..li-TN MCOUI0(p Vi CN1mI10S1 M0 6 MR K1Y.D,.u0riltRrl aW n AO ITS COMMIS ASE WE Q:tU- 5?E FAOrCMII TOT ItlMR D DC II(S OUCUYCNI OR ITS tanti1S IIdI rut IT P.WSW= IN 111( row YPATSOEI'UI IAIKUI MR RIMER PIIOICSIDU I1C;11 r'IASISCO. fl : IIIT 9.015 LSO SICTION ; !► 1998 Az r1i It_J J SUILDIM i 1 J COIT01R WORN MOH 15 • WIDOW MY IS R IS A WWI MMSEI011 cr (ANION) 10 &CIION lif OU1,IOL COMB_ SI' x Sr I41005 415 -513550 AITI 418 -5050 au1:ILC 0010 = 51' x 97 1 uts QS -YAe an 416 -5111O ;PEOVEDSCIIEOULED SHIP DATE' NOBEL 415 OGLE CAME MGf11 FIRIACO VP r0 MAW Al WP 0:11 1 DIM SILtczit ) 5050 CAP PM 1.00 -7 30i8 CAP P/N (.00 -8 6750 GUAR P/N (.00 -1 M18 CUlITt P/N I.00 -10 5050 40544 P/N l0) - 5098 NIQR P/11 1.03-12 SECTION OR Cz1L LISA.REMIMV.; ";. 1.04 MODEL 416 OCUBtE CL.2E PLAN YEW r.ODFL 415 - 5030 140011. 416 - 1050 OCAIE Al G'J176VC OIR. POIIIIS 419 ONLY P 1.00 DESCRIPTION P118140 MD CAP 1151(10 or '1T1' Actnic - .o ' NICK Muni in o .815' DIe,K MIA AND U? - QAtUICS WI TIC CUM co [Wit 1.01 PIC (OR MIL PXY1) SC(r 41114155110 COWRR IIADIUO (CQ45) .)31 UDISLJPRE. - 606145.6xe 010 `LUY. (iQz6) ;1 :P = MOM • 1363 -IS MAID N(nl.l(4t249) • rltuai'ti14c.-:4 sj4' X ( W Op 1' ma ma it (KW) leg.: Ytl1t1711 ttr. AV. (ACVVD) 1 - t5ITRIRIAC='6d637 'ii NUK8 4DN- (4427)) its Amino - cas3 -15 00AUDID iw.i.1ACnYI) 0 r 0.t. LOs SPAltlt - 1242 -1S UMW() (LULL ii (AIC23t) 0 I2' O.C. 1:10 - 001XXL Mutt CLP - 0047 -15 Cx1a 0 A0.10. (1.7 Y. 50) 1.11 61KAD (W[ - 604345 DIDDUD 11 1.16 16 x 1/2' Itr11l05 • 12' D.C. • .1.17 6-32 I 1 /4 P1OIlPS. PANHUO WED. gCAlIA (usx O P/11 1.10; 110 N24110101.. 110101 (051 0 P/141.19) 1.ti .1a9- 10.24 Y•1' HIM 12' Or 111 1/4' X 5/6' 10111 lit X10 X 1' 11151(5 At W (CR16). .- -. 0 .0 '1C 0(113115 RWS OMITTED ON 1r00E1 10) PROJECT 110: : SEND TO:" SPECIALTY PROD. PIiWECL• So.stheer•rteR .F 1'WI ' FAX N0: 12061 630 - 4503 CONTRACTOR 5P<C 1, 14%3 Z'.trh AT1ENBCtt D. CONNORS REP: SPECIALTY PRODUCTS DATE: of Vs: `TS ALUM. FINISH: i0LL 1fa•mr: *TIC. Eil PLASTECO, Inc. roan 7008 - D lealC..r(ru O 715 -ill -INS AD R5.SU1 01 0111 1130(15 415 RIO 416 tl;Lr -o1/1 HEAT ATM SMOKE VENT FOR MIC. ON CURB BY 0111E4S tsI imr..3 . r not (AlnJ) r 00. x .06 • PLAN MEW •`.110015 415 -5058 1400(1. 416 -5616 F CITY ol= TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 REVISION SUBMITTAL DATE: /¢,Cll// //c7" PLAN CHECK/PERMIT NUMBER: ./D9A d44.64 PROJECT. NAME: ��� ''i PROJECT ADDRESS: A'�.(01' �� � • D i � �'l��.Lll`� CONTACT PERSON: , / 47:€/t PHONE: (44 257 - /c / REVISION SUMMARY: Ilf/.LEY ,% ' //'k SHEET NUMBER(S) d/ 5L eo "Cloud" or highlight all areas of fevisions and'date revisions. Ci7'y pF rib AUK 14 1998 PERM/rCE R SUBMITTED TO: CITY USE ONLY Bldg:: Planning , Fire PubliclWorkss 3/19/96 '‘- RETAKE • PREVIOUS DOCUMENT inn 413 6 SOME QJZLO 8:0I1. 416 6 OCOBLE .A1ID nod min OW. 5 15 -5059 415 -5090 416 -5050 - A - 416 -5098 - 19 Fkose approve dimensions and information os required below. Pleose sign below ind:eatinq your approval of Ih:s drawing and your decision concerning FALLCUARD" Skylight Screens. Return Iles poge. to fox 1(213)613 -7236 A11ENEI0.1: LES t1AID00 Pease be advised that FABRICATION CANNOT BEGIN MIL THIS IS DONE! 0 FALLCUARIP Skylight Screens have been selected for this project APPROVED BY: ❑ Different means of fan protection will be utilized. ❑ Pleose send additional information on FAL1Ct1ARD SkylGit tceeEni ()K WII.A ❑ Olhe• AF Pt OVEDSCIIEIYJLED SHIP DA1E• 1 o%UUUIT COYJf5 (ROPRCUlrr AND COUn0011W ntrurvAnav wares; TO PtiST[CO. on. POFS 9.91 n OF ohs OOd1V011 WS #C0U10m uI C0'1t10OSL NO S AN tlCto4uscruon :1511 n AM 05 COMMIS A1E WE EMU- -WE FPJIITJTT GT 01A51I00, 03 - 110 OOCUYUW OR OS COMM ulY 1uf [T F..6'IWJtm nr flit MMAU 1PAT30E1•Dt 1111011 Fig* RRRIC!I P[INCv1011 SR:H s'IASITCO. 1:E0 9.015 1510 SFCTlON COMM SHORN HIRE 6 • OITYAR.[ toil /S R is A OUGOPAL PRAEC04I U canctrR 10 5011011 110' A :1 P1lA!_DIN 1 DI11 1111.1) 199$ 011710 COrd3 . 51' x sr 11711115 415 -YMX1 NM 416 -5060 o unte C1I44 - 51• x 90- toms 41S - :/118 AN) 410 - 1100 H00E1 415 S1'fCtE GLAZE N1:11I MAO CAP TO MAW Al AR RB 111111 tITAR sICGVt SECTION DAZE: solo cP PRt 1.00 -1 Lois CAP P/H 4.00 -8 as% OUTOR P/N 1.10 5991 cum P/H 1.00 -10 5050 W'.FO P/H 101-11 5098 IMIQR P/11 100 -12 OR COLL LISA AENIUE, LXI: MODEL 416 001161E C()2( OCATE AT CA21QC QIR. POIIIIS 416 ONLY KAN VIEW MOM( 415 -5050 DODD..416 -`.050 P 1.00 tot Arc (Os P.1W. EOLIL) sits swum comors IUSIIUC (04244) ]A , .11114.I*&VL. - SeU.1SOWI0'uM. (1Q16) EQ4: 3fidell - 4503 - 1S DU114J46D rlUY.10044) ;108 • Yxtl3Y1tUOL. -..4 3)4' X 1 / =uto N:C (IC3t1) LIS Iro11f0ti U�3++61 •[11Tl11KO (K 1.AT' itairwMAC=1fe61 -1s P[4I UN (loin) 1.(A 1.01 1.10 1.11 1.16 ma P110640 AMD CAP I(VI110 Or 't,: MIN IX - .os MCI( oun:n AAL .045 OM'.K N►SR 010 CAP - CUDICS INY SE UtM CS NNSt Iowa MO 11/15174 DESCRIPTION t a3 -1S untuo© mot 11C233) Span - 1043 -IS tEI4i41to MIL (40231) 0 boueaL DiAI( aP - os43 -1s 01111 DASD 1107 - 1063 -15 LIW4 D 16 x ,/2 0 12' 0.0. .1:14 I0'2441'001S1112'01 111 1/4• x 6/6 raw 1.11 pox !' 11516 At 11. O.G '1C 0(03115 11015 OWT1OD ON 1DOEL 401 0 0 n... tS 1 01 WIH1 0.c. 1 ? 0.0. o me. (1Q30) It8t ( l3) 1' Ott x .06 •1.17 0-32 x " NIWPS PANHp0 wt i.6CuIv (tt9t • P/H 1.10) )♦lU 1tW114S 1/4 (K flhrlrut (050 0 P/►4 )1.10) • { PLAN t4EVI 1100[1 41S-50P8 3 1100(1 416 -50(6 PROJECT 010: SENT) f0:'SPECIALTY PROD. PROJECT: Saothcer,rteR TNd I':5(.-‹ FAX N: {206) 630 -4503 CONTRACTOR `SPe' I A ti *3 tai JL15 A31EtxllCfj D. CONNORS REP: SPECt.tIY PRODUCTS - - 1 PAW: 4 - � MIL FINISH: tall nom 0 110, 53 PLASTECO, Inc. 000104/34 • ICUSICM,r11ttS 0 71:- 4Sd144 MODELS 415 MID 416 1511 -013 HEAT AND SMOKE VENT FOR MIC. ON CURB BY O1HE4S °"< fa,,. 1 , , • • . 1 , • • PROJECT NAME: CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 REVISION SUBMITTAL DATE: ‘q fUGy PLAN CHECK/PERMIT NUMBER: Ki" /41f) /e r PROJECT ADDRESS: / 4 2 4 eits0. 4p 146:(4/6 CONTACT PERSON: / VM/6 4 ')' PHONE: (4J 267 " /572. REVISION SUMMARY: ,7 - 7440 4L giede �.r?i�4lt/i eJ('S / Co.4C ze,t7,u.✓ SHEET NUMBER(S) S. O ( SQ . 0 � ,0L ,c S3. 0 "Cloud" or highlight all areas d f revisions and date revisions. sy .p () S ,pa,Sy,C�3 SUBMITTED TO: CITY USE ONLY RE( IV Q CITY OF TUKWILA JUL 9A998 PER c 3/19/96 REVISION SUBMITTAL DATE: m,47 TIA-cy 4qA PLAN CHECK/PERMIT NUMBER: / 9A e4eXo PROJECT. NAME: �i ? , ( PROJECT ADDRESS: /I'' ,--c. (l '', 7Dc' CONTACT PERSON: ,I gi %i,1 PHONE: (44 Z2/ / 5ia REVISION SUMMARY: / /)&1EY Bldg:;. CITY 0 TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 SHEET NUMBER(S) J dc: ¢ eV q ,72 ¢ , 67- 1-57-- "Cloud" or highlight all areas of f evisions and date revisions. SUBMITTED TO: CITY USE ONLY / ‘0 4 7 d • Fire crry A UG1 La 4 1998 P ERMIT ceivreR P ublIC.4Yor k ir 3/19/96 SUBMITTED TO: CITY OF TUKWILA SHEET NUMBER(S) C C/3 "Cloud" or highlight all areas of revisions and date revisions. Department of Community Development Building Division-Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-3670 REVISION SUBMITTAL DATE: 7" (3 -- r pLAN CHECK/PERMIT NUMBER: D910 PROJECT NAME: ectafade_KO n RI/1-e " PROJECT ADDRESS: 1 Ca6cade S CONTACT PERSON: Dan a U ( (en PHONE: REVISION SUMMARY: PIEOCIVED CITY OF TUKWILA JUL 1 3 PERMIT CE etrke Y ) e(rci 3/19/96 CONTACT PERSON: SUBMITTED TO: Bldg•:. C - CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 REVISION SUBMITTAL DATE: (<0 PLAN CHECK/PERMIT NUMBER: P q' , "0 4 (240 PROJECT NAME: Ca) SIA � '�' n P fI< . PROJECT ADDRESS: 1 � © Cci cade A-E S x 4') J /I PHONE: (2,--4-3 ) 3 63 -zS' REVISION SUMMARY: X ')s l A/ Sir - Fire-' l 4 SHEET NUMBER(S) C I C 3 "Cloud" or highlight all areas of revisions and date revisions. Planning F.1re RECEIVED CITY OF TUKWILA JUN 26 1998 PE M CENTER 6 21c.Q ' rC& Public:.Works CITY USE ONLY 3/19/96 V Z001i 1 1 FIECEIVED CITY OF TUKWIlA JUL291998 PERMIT CENTER Dq8- �o'b 3T1 MN Sad° ZTLt C26 !Zp YV3 Sf:ST 96/63%1,0 4222 [ CRAM __.. STAFF GEC ED AT9 DAZE II -6 -91 FLOOR PLAN BUILDING 'B' JCS NO. 91 /� �� fV�� I �� I I I TM 1/ U I �� �� ICS OWNERSHIP OF DOCUMENTS This document, the dens and designs Th professional s t, s the properly of ncorporated herein, as instrument of a ice . Sc nzo /Hallslrom Architects and s t to be used n whole or n part, for any other project without the written authorization of Sco zo Hallslrom Architects, Inc These d are the properly of the Architect of Record and ore not to changed, wi altered, added lo, nor deleted from without the direct supervision of the Architect of Record. SCONZO H ALLSTROM 919 124TH AVE NE, SUITE 101 A RCHITECTS BELLEVUE, WA 98005 (425) 455 -3203 AX (425) 455 -9351 I i' I� D I _ N a 13 11 IEYI810N8 I DATE D D D N 11 i N 3 Z 0 In 3 3 1/2° 1133 12 9 111_3',61' Pir • 3 Ur 35 33 35,0" illf 1 i 1 1 CASCADE 15 Ull..DINGS NM 5 7 I L. WA OVOIFOSOP OF DOCIIMENFO This ..:. document, ond the ideoll ond e.,0" incorporated herein os eln inelrYros1 0 professionol sentlek't* the property of Sconzo/Hallstrom Arthihtets onO Is not , o ' ' These &MOO s ore Om properly of the • .d.. V .. odd. "nor do r" 'witlioIII '''''' ' . tif . SCONZO L "AU-STROM 99 24TH 1 14t/E NE. SUITE ' 1 61 ARCHITECTS 1 425 445-9451 I +. • 1. +. 11110ellyite99 1 \ *nom TO. " WC'''). WATS oil wasemisixoN 111 , ''. 3 1/2° 1133 12 9 111_3',61' Pir • 3 Ur 35 33 35,0" f A2.02 1 .77 A 1 W g FLOOR Pmt !BUILDING 'B' • • e CASCADE 51 11.0 N1c S ! 5 I ��w I WA I / document, 001ER511iOF00C(IIENf6 I ncorpo rated here s the an instrument nstrument designs profesewnal. s era A s the property of pro mo ional M . is the and a not to be ueed, in whole or In part, for any other project without. the Written authorization of Sconzo /HallslrOrn Architects, 'Inc.. These drawings are the properly of the of Record and are not to be changed. the direct supervision. of the s kchitect of p i !NIA ! � I !� SCONZO S CONZO HALLSTROM ARCHITECTS p19 1941H AVE 19: SURE: 101 (4 LLEV U ) E j E. IA M FAX WS 466 -9501 ��� I I , m n 0 4 O m r 4 D D 4' W w S 4 Nu— 39'•0" ri I l L r LJ II'•6" o U 46'-0' 39'•0 933'•6" TT ! I L 44'-0' H is r7 I I A L J� 4 4 3i' -0• 96' 0' r 6' S 9 RIO L , .'47:17.4 • • . . . : ..„ .:••• • •• : . r . • . . • :.,. . • . • • . . • . ,:•••• . .• • . SCONZO HALLSTROM ARCHITECTS $ 4 4 nm Pi CASCADE E31.11N 1 OMENS* OF DOCUMENTS This document, and the ideas and designs incorporated herein. os an Instrument of prolessionol service, is the property of Sconzo/Hallstrom Architects and is not to be used, in whole or M part, for any other project without tAs written authorization of Sconzo/Hallstrern Architects, inc. llstse drawings ore the property of the kchitect of Record and are not to be changed. allered,added to, nor deleted frprn without the direct superviWon ol the Architect of Record. . , " m c.ze© PLANS REFLECT EXISTING LOT LINES. LOT LINES TO BE ADJUSTED AS PART OF A LOT LINE CONSOLIDATION PRIOR TO APPROVAL OF THE BUILDING PERMIT. LEGAL DESCRIPTION PARCEL A LOT I. SQJTHC.BITER SOUTH INDUSTRIAL PAWL, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOL1Jr'E 41 OF PLATS, PAGES 22 THROUGH 25, RECORDS OF KIN& COIN Y, I"A.SfI* TOP PARCEL B LOT 2. 5Q)THCENTER SpTnH INDUSTRIAL PARK AC.CORDINS TO THE PLAT THEREOF, RECORDED IN VOL LNIE 47 OF TS, PAGE 22 MERL/SEM 25, RECORDS OF KING COUNTY, FVLSHINGTON. PARCEL C THAT PORTION OF LOT'S 3 AND 4, OF THE PLAT OF SOUTHCE N SOUTH INDUSTRIAL PARK, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 47 OF PLATS, PAGES 22 THROUGH 25, RECORDS OF IONS COUNTY, p4ASHINGTONN LYING EASTERLY OF A" LINE DESCRIBED AS FOLL.OPE, BEGINNING AT A POINT ON THE NORTH LINE OF SAID LOT 3 AT A POINT 240.02 FEET EAST OF THE NORTS•EST GORIER THEREOF OF SAID LOT 4; f#ENGE SOUTHEASTERLY ALONE A OLIVE TO TE LEFT, THE CENTER OF HWICH BEARS NORTH 66 EAST HAVING A RADIUS OF 45426 FEET AN ARC DISTANCE OF 245.48 FEET THROUGH A CENTRAL ANGLE OF AO r26 THENCE SOUTH 11 VEST, A DISTANCE OF '7536 FEET TO THE SOUTH LINE OF SAID LOT 4, AND THE TERMINUS OF SAID LINE. 1 NAME 9 GRID LSE NORTH ARROW ROOM NAME a NJIBER DOOR NEVER IISDQU ELMER KEY NOTE WALL CONETRICTICN DATUM ELEVATION REVISION RIMER AND CLOD G © SHEET WISER MLTILPLE ELEVATIONS DETAIL BUBBLE DETAIL BUBBLE WALL SECTION ESA-DING CR066 SECTION \.JUU VAT, I 9 D �U VICINITY NAP - D) H211 C ` =-P nil LI DE , Check approvals m6 ISLSOT S and approval of .:::'hodza the violation of any -- ordnelq► RIOIIGf of ...bade* NO THE A?PROV : N., F': PROJECT TEAM OWNER OPUS NORTHWEST LLC 200 - 112TH AVENUE NE BELLEVUE, WA 98004 (P1.4) 425 -453 -4100 (FAX) 425 - 453 -1112 ARCHITECT SCONZO /HALLSTROM ARCHITECTS 919 124T14 AVENUE N.E. *101 BELLEVUE, WA 98005 (PH) 425 -455 -3203 (FAX) 425 - 455 -9351 STRUCTURAL ENGINEER CIVIL ENGINEER LANDSCAPE ARCHITECT SE ?, PERMIT RE5UIRED FOR L'7 N} ECHA MICA! CTRICAL UMBING GAS PIPING CITY OF TUKWILA BUILDING DIVISION ..iiVJ L BE MADE TO K WITHOUT PRIOR ? BUILDING DIVISION. A A NEIN PLAN SUBMITTAL ....._ AL, EEL EW FEES ANBL 2215 NORTH 30TH STREET SUITE 300 TACOMA, WA 98403 (PH) 253 - 383 -2422 (FAX) 253 -383 -2512 GENERAL NOTES L ALL WORK SHALL CO6FOR1 Uhl ALL STATE AND LOCAL CODES, sE.• ATIO S AND ORDINANCES APPLICABLE TO THE PROJECT. 2. A COPT OP R E APPROVED P6lfT PLANS MIST DE ON ER JOB WE WEICYER CONSTRUCTION E N PROGRESO. , UTILTT SY6TI96, WIN/ CQNIEGTIQ16, TESTING, ETC. SHALL DE N ACCORDANCE WTH LOCAL R CALATICN6. 4. Ayr memo UTILEE6 WOW CH PLANS Am APPROXIMATE ONLY. ' E GALL BE THE 61TEATLIY CCHIRAGTORB REOPOWMOy.ET TO VERIFY LOCATION RD INVERTS PR'CR TO CON6TRIGTI L S. DURING CCNETRUCTIOII 61TEAEILITY CONTRACTOR SHALL OE RECLINED TO CONTROL ON -61TE 6TORI WATER RINGFF BY ONG TEK - 'tT ER06CNAHLTATICN CONTROL PROCEDURES 46 APPROVED 6Y LOCAL JUIRSOICTION. No SEDWENP L.A EI WOW WATER SHALL Be ALLOTTED To DISCHARGE WO MUSING STORM DRAINAGE 611511314 OR ONTO ADJACENT PROPERTP-S. 6. ALL STREETS ADJACENT TO TWIT PROJECT SHALL EE KEPT CLEAN CP ALL MATERIAL DR RE6ULTP. FROM ON -SITE CCNETRJCTCRI , 1. WERE NEW PAvING MATCIEW EXISTING PAVING, APTLY TACK COAT FOR PROPER WALING. & REQIRED PRE HYDRANTS ARE TO BE OPERATIONAL PRIOR TO DELIVERY OP CO'DUSTIDLE BUILDING MATERIAL6 TO SIT/ NUMBER AND LOCATION CP HYDRANTS TO BE PER CIVIL PLANE. S. THE 61TEAITILEY CONTRACTOR SHALL DE RE6PON6RLE FOR C.E4IE MI RLUIHIYa ALL UTILITY 6Y6TRIE 46 REQUIRED BY JURIIDICTON 10. ALL RICO', AND ANY CANOPY MANAGE DOWNSPOUTS WALL 13E CONNECTED TO THE WORM DRAINAGE SYSTEM WIN MERIM 6' DIAMETER PVC (L LESS NOTED OTHERUI6E ON CIVIL PLANO). ' R ALL FOOTING DRAMS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM WTW MNrUT 6• DIAMETER PVC (ULES6 NOTED OTTER NEE ON CIVIL PLANE). D. ALL TKIRLWE DRAWS WALL HAVE MNPUM 2 FEET OF COVER ELOPE DRAWN MNPUI IDS;. 13. TESTING LAO (CR SOILS EHGNEER P SO E•ECPIED N CONTRACT DOCUMENTS), TO INSPECT AND APPROVE PAVING AREAS PRIOR TO TO PAVING. 14. TESTING LAO (OR SOUS ETGNEER W REQUIRED BY JURISDICTION, TO INSPECT AND APPROVE BUILDING PAD PRIOR TO PQ. RLOOR SLAB. E. TEDTNG LAB (OR SOILS ENGlEER P REWIRED BY JUR6ECTICN, TO VERIFY REQUIRED 601L BEARING PRESSURE PER SOILS REPORT Al D STRUCTURAL PLANE PRIOR TO PCUREG OF FOOTWG&, FOUNDATION/ AND OTHER STRUCTURAL ITEMS. . E. TEEING LAB (OR SOILS ENGINEER P REQUIRED ET JURISDICTION TO NSFECT ALL CONCRETE WOK N EXCESS OF 2000 PR. . • Tf. POUR NO CONCRETE UNEN ANTICIPATED SITE TEMPERATURE ELL BE BELOW 34 FAHRENHEIT DURING THE FIRST 46 HOURS OF OARING (WO). IS. SPECIAL INSPECTION WILL RE REQUIRED FOR ALL 6TRICTIRAL ITEMS AS DIRECTED BY STRUCTURAL NOTES. IE REQUIRED FIRE SPRRKLER VENEER TO BE PER DRAWIG6 AND 6PECPICATICN6 TO COMPLY WITH NFPA • B, AND OTTER N PA PAMPHLETS AS THEY APPLY TO THE WORK. SU SIE PLANS AND CALCULATIONS TO - JUR16DICTION FOR APPROVAL- 26. PORTABLE FIRE EXTNGUIMERS TO BE LOCATED II ACCORDANCE WITH ?ARP A. RI=QIIRIENTS. PROVIDE UL 2A- 10,5C, RE N OFFICE Al D RETAIL AREAS, UL 4A- 60,BC, FE N STOCK AND.VORAGE AREA& FINAL LOCATIONS TO BE DETERRED ET THE FIRE DEPARTMENT AFTER MPRlON'ENT6 ARE C,02PLETED. E. PROVIDE AN APPROVED MONITORED ALARM SYSTEM PER'6TATE AND LOCAL. AUTIATIRITIE6 WERE REQUIRED CR A6 REQUIRED EY SPECIFICATIONS. MANUAL LIRE ALARMS 6.111 BE PROVIDED AT LOCATIONS APPR7Vm BY TIE FIRE DEP, AND TO BE MONIED NO MORE THAN E4 THE FINISH FLOOR IlLE96 DIRECTED - OTERUEE ET FIRE DEPARTMENT. EIJILDING CODE DATA BUILDING CODE: 1954 UBC, RFC, UPC, S-IC, AND 553 NEC. ALL A8 AMENDED BY THE STATE CF Wpsl urll (rorF . 5(CFFICE USE), F2 (LOW HAZARD INDUSTRIAL) CONSTRICTION TYPE. III -N SPRNKLERED SEISMIC ZONE: 3 BUILDING HEIGHT: 30' PARAPET HEIGHT MEA&RED FROM FINISH FLOOR BUILDING AREA (6Q. FT) PROVIDED: LOCATION BUILDING 'A' ZONING: C/LI SITE AREA: 10161 ACRES PARKING REQUIRED LOCATION OFFICE BUILDING 'A' 6.000 OFFICE BUILDING' WAREHOUSE BLDG 'A' 34010 WA EHOl1SE BLDG b' 63,004 TOTALS 130014 GROUND MEZZANINE • TOTAL FLOOR OFFICE 6000 6000 (A6E1I ED 101) WAREHOUSE 54010 54010 TOTALS ' 60, 010 - 60, 010 LOCATION GROUND MEZZANINE TOTAL FLOOR BUILDING T3' OFFICE 1000 1000 (ASSUMED 106) WAREHOUSE 63004 - 63004 . TOTALS 10, 004 10, 004 ZONING DATA , AREA PARKING PARKING , (SQ. FT) RATIO , REQUIRED 1000 163 TOTAL / 25 1000 25 / 1000 PARKING PROVIDED: 131 STANDARD 9/ X H' 1 HANDICAPPED 13' X IS' 46 COFR•ACT a' X 16' I / 1000 54 I / 1000 63 115 1495 • 50 CECEIVED CITY OF TUKWILA l L 1 3 19'98 PERMIT CENTER CITY OF ilil 'lL . A'FiiC D JUL 2 9 1 AC ,y I1vIN NS NC DATE 5 -15-98 6T o K) cc 0 NJ O 0 Z HE COVER SHEET JC5 NO. 51 DRAIN $TARE CIAICKED ATE DATE I -5-91 40.01 25 • 54,0o __ 'e, I UIGUJ I L.A., W 7 . 8 ' • 3 2 T.7 2 -0, / II -- - - ,I -- - — ---/___ , I! / ' I I / I,/ 7 -- 1 II / lit „,„, it . li 1 / 1 1 : 1 / - 1 - .,,,H H 1 /t IL 44 il I &, ii\ , II I __D i- I , ; 1------- ---k____ c. / q li 11 //' / 6 i 0 / ---4- i 61 -i l . 4 ,, % • • ; ii,-. 4 9 9 / / II "mil, ® % ..,... 7 / , 1 _ Ii r 2 1/ - / ------ -./ ao i 9.. I: 4 4 \ r, , n CASCADE eulL.Dit\ia11111110 ii OWNERSHIP OF DOCUMENTS In. document, and the ideas and designs incorpoiated herein, os on instrument of piolessional service, is the property of Sconzo/lIollstrom Architects ond is not ci p " Wa r n ' f oU r thO ' Ition ot Architects Inc. These drawings ore the property of the Architect Record and ore not to be changed, ' cl■ t r e e r c ' t d buP d etic t i ' o w' R ' e “ cd GMT CT BOOK° STAT. OF OT011 ?I - J pp. — 35' DRIVE — S. GI-ACIE R ST. 0. SCONZO HALLSTROM 919 124TH AVE NE, SUITE 131 BELLEVUE, WA 98005 ARCHITECTS (425) 455-3203 FAX (425) 455-9351 g 6 DA1! 5 -18-98 L. ig v g at n 7# • ' / . • _,� - WM:MAP PARSONS SIGN PER DETAIL SALA I l ANTED MLLE ' '• 7 / ena�,NQID /`/ / i , / / / // v i �/ ' / /, // . i// � / ', �/ '' / % /� :i i i ♦ / / / \ PIODVIDE ADDMCNAL 03N NONCTID, NON ACCESSIBLE. AT VAN AC.GgSl61D1.E !TALL *LT \ `- SPITE LETTERS LETTERS AND dlFDOL6 WORDED 'STA1! DISABLED PARCH& P 1 Mioa PERMIT ---J IQ(i1MFD V2 STD PIPG Py111 IHCT Y+G TEA II t I n FLM 4.- C;MZ1 - R 9 O ! ! I !.. I ' \ I I I 3NG/0+'r�� P)U KT 7YP.' r E' ST'a, aTt- PIP. IZI veacrlLAll1G111 -lrrx b Io ._ DOLT SIGN TO 3• • T.S. • 1WAICAP G1JI� OUT P@2 OVIL DEGS �J . / /, COL euRRotkD SIDEWALK 8!T N 8' C U•N DC. II I r I / " • I 1 1 ' LD �. (1MtAtG 9ti00TH, NT "ftT? PANT STRIP% WIRE RT. I 7 V / / ' /' / ; � % // /,/ i/ j �/ / /2] /;� r � ��- J ill 44411 2 CTE T1ZMD` Sf 77mzE - - . I NOTES. 2_ SEE 511E PLAN PANTED ILNITE ON PATETENT PER DETAIL YAM ( - 3 PAi!lWL+Cs $T 5T MINTING IEdIAiB'IENT6 FOR LOCATIONS . I I _I_ I ; l >— H-•-,STI i - - I , ' • / i I I - i / / � / � ' //•,, / ,,//,;) - . / PANT (2) COATS 1RAFAC L INE MITE ' - � r / / j% W DE RY / f', z/////./ / r / 1 CNE S SCL .•WPO151. C�6IDEST �. f ir ir; rrr "r rr / /// /' I I .L PANTED WRITE S• 5,_y L -. /•-0'AT _ VIN STALLS HOLLOW SIDELTNDI MR PRDFCRTIONS0 OF NTERNATICNAL SYMBOL OF ACCESS AS RIB BT ADA ANDXJR LOCAL i4A DCAPPm CODE H06lCA1 . SYMBOL I 0 ® HANDICAP STALL O HANDICAP SIGN_ O BIKE RACK ( NIC) ® LI t p EXT G r ps NOT TO SCALE NOT TO SCALE NOT TO SCALE NOT TO SCALE • . LONG SDBU YK DROCT I FNNS1i (TT") V DARE DO TTQM , Ia• (TYPJ . AREAS PER PLAN ROUND CQNG VS' ADOrE PIPE MN 4 REINFORCED 111111 LIGHT PLAITING MFRS PER LANDSCAPE PLAN CM- WINE , CQC. I CCHTN)OUS TCP . RADIUS EDGES PLANTING LANDSCAPE • CMS W DIPANSION N P JONTS AT 20 OC. 6• (PANT 2 CO ATS) CONT. EXTRUDED C.OI(^.^ CURS W( EXPANSION I• I. JOINTS AT 20' QI ! 6' (PANT 2 COATS) � 4 D GV1LV. STEEL PIPE j ( D 2 C OA (PAINTED 2 COATS) CDC. SLOPE MI& GRADE. ; T : , RADIUS EDGES 1.5• (TYPJ RADNS EDGES V." (TYPJ I ' I I I I III �.— - I I _ t I I I , 1 ,M �_ ' � t 1-, - r..�� j• - ' �-� � - • !SONG PffR AGENT • , BODING AGENT TO . A5Pi1ALT PAYING • DODING TO AENNALT PAVING BOLLARD DETAIL O GONG'RETE Cunt AT PLANTER 1 0 GONGRETE GUM'S AT SIDEWAL K O 10 SIDEWALK PLANTER•EDGE NOT TO SCALE NOT TO SC'4LE I MX TO SCALE NOT TO SCALE NOT TO SCALE FLEXIBLE CALL.Kl10 REMGRCED GONG PAD D7 G880AL CONTRACTOR (VERF7 SIZE AID TEOUI1 EME NTS WA.00AL PO/ER COYAN77 • • fEiR WD Q • Ml - 71 , c"a :�� 11 "x,,,..1),' � w�f zx� 1 4 X x , ' H g Eno � g p{3 - fwr - I f2) S r,'2 • j°!OB•UOLDED 3!4• - I r `_� I I'1 (ril I I I . I ; . I vG. - 5 q C M, - ELI, Pp. N -ra/a) - � 11 y OIL. Aj KIP Pi -�.iti— • '0:. 4 . T.'r n �, �. ;e Imo. Yo v i ., , �' I' = — � = _ EXPANSION JOINT . i j 1 tFlz . E 1� TRANSFORMER O7 Po180 =MAW. GENERAL COVIRACTOR TOO C0007NA NONCE AND INSTALLATION Dg1A1�(PAIIT) T - G H O RlJ � . _ 345 • .r' ,., -,5 N — I • . - l n L X4X 3 /�xO - PJ W/„ i 1 / 1 -' x10 Az d 2 -)'2 + x4 • NF?1 7Ei7 �TUv e 6 "OG FLAT TOOLU� ON JOPNT MBA CENTER TOOL JOINT WITH GRO'VER:ARC R r--rw i ,, ♦ 141-1 MOON Jf 5_ ^y , . 2� _ �'_ TT =� ... .. � V ` ; - , µ/I 5 7 _ -"J o IIt� w G Y1 • R �� � GSA — •LI Ar(i'f } Y4 cc1 v 'i' lz � •: –'`- - � - •' r,�X� W E 4 ( p 61 l-{7 5111Er ) SEE DET.WAL02 e °� c 1 +YTM'e e D SW AID2 � NOTE. ISIESM TRMISFORIER PAD qI PROTECTKa1 REQUIREMENTS BY PC581 ecrPANr O R Aeey dET PoW®e eorIPAN7 IeE(aJt�tT6 C TIOCL _ r r - ''' { f } – 5} � I ' - 1 ` � , ;,.c" • ;III _ ' _• i 1 • 1 = SHRINKAGE JOINT 0. , -. { JOINTS AT EXTERIOR SIDEWALKS II n TRANSFOrd'1ER PAD 0 I3 TYPICAL DIMPSTER ENCLOSURE PLAN i4 TYP. SECTION TNRU DWIPSTER ENCLOSURE CONJECTICN 15 DUMPSTER ENCLOSURE PANE NOT TO SCALE • 5C.' E yr - r NOT TO SCALE NOT TO SCALE NOT TO SCALE 1 - P`‘-eoliO 'FIN G( w�If 112 "SQ :F : I CL'E. NOUT WI i• '' BRASS BLDG:"FIN • (ARCH. PROJECTION) • , CLEANOUT'. W /. , -.. ... . ... ,BRASS COUNTER: . SUNK: HEW F.C.Q. - _ 12" SQ. FINISH ° , .. BLDG. SLAB •) CO ., SUNK HERD' F C 0 J I L 2 33 • . GRADE . • ... z • m -.. -.• ir RA •' . ._ ROOF. -D IN .. W • • a ry ,»_.. CONC. ELK. D • �OF T UI(WILq J UL 1 a 1998 PER MROENIER 1 /8 BEND OR WYE ' II ' 1- S BEND • 4 CONC. , • BLOCK 4 �� 4 "x45' PVC BEND 4" PVC � NIPPLE 4" PVC NIPPLE 4 "x4 "x:VC::R: " 90' �^ - ' - - /4" PER FT: MIN. SLOPE , . PVC SOIL PIPE PVC DRAIN TO sr tY, �YSTGM: O O ®-rYPcIAL ROOF ORAN"CoNNECTI 'D ' • • . .. • _ 1. I ,� .0 - i_:._d�_ C.4T ` " s ue _ . NOT to SCALE NO T TO SCALE NOT TO SCALE NOT TO SCALE .., NOT TO SCALE .. DA1! 5 -18-98 L. ig v g at n 7# ,42.0 Am 11 1 • • FLOOR PLAN !BUILDING 'A' • . . . . e CASCADE BLI.11-01NIG1111111111 . a . . . ` .. •UKWILA , 14).4 , . ; . _ . OWNERSHIP OF DOCIAIENTS This docurnent. and the ideas and designs ' incorporated herein, as on instrument of professional service, is the property of , Sconzo/Hallstrorn Architects and is not to be used, in whole or in part, for ony other project h witout the written authorization of Sconzo/Hollstrom Architects. Inc. these drawings ore the property of the Architect of Record ond are not to e changed, b altered, added to, nor deleted from without the direct supervision of theArchitect of Record. • . faISTERED HITECT thone homas S MU OF WASHINGT • . . • SCONZO H ALLSTROM 9. 124TH Mt NE, SUITE 101 ARCHITECTS • Kiirl w ato.3 98m - 2 4 9 FAX (45) 05-351 • . . . I> i . 1 Nes "cV 1 F • rep • tc) ' I _ " ` CASCADE . ! 7hia a u on he itl •111 designs , .. ID 1'4 • N r I i rofeoa in, here os an instrument of ssi I (. }STEREO 1 CC77 f I incor snnot l aer a the properly nertY of EC I 17 • i • • So oo sl o Architects' a tor a Pd t /r TM ny • other psect thole the tarn authorization SCONZO p ,I ! o be used whole o g of Sconzo /Hollsirom Architects, Inc. Won Thomas 9co ALLSTROM B19 124TH AVE NE, SURE 01 1 N'1 I BELLEVUE, WA 9&)03 _. These drawings allathe property of the STATE OF WASHING N ARCHITECTS (IyS) ISS_y2pJ N } *) f�l I) I �� 1 ' I I I A A /�laM Architect of Record and are not to be changed, fA% (42S 135 -9JS1 1 • • 1 a W ` — e odded lo, nor deleted from without the direct I, j � O direct ct supervision of the Architect of Record, -( v 4 7 0 • O 0 4 / .0,6C 7 r9-AL ,u] .9-.091 ti <a-,L / ; - .4 .9 - 31 < ado1, .0,5E L LI —/ 0 5 D 1 1 i I II I I t 10, ; 441 r I 2 54,1 40 11 « el f d 4 la 0 U U U i, tst8 -sri (szt) %V COZC —Sri s0006 VM '3f1 MEI S10311H3LIV +. . eta l0l ' 11!15 3N 3AV HIM. eta • `1 v �Qp1S�� �I r � '� • �ZN�../s HO ONIHSVM !0 31V1S Seo uo y tu y 13311HOZ1V ' , i .0321315 O3. L I .p.1,8 to pawl,/ an to uolswadns paJlp 841 ,no, U.10.11 ,,D,, lou of PaDDo ',OW:, 'pa6uoyo as of lou wo puo plooaaa to Ioa1Nory ay, In Ayadad ay, alo s6ol up.p asay! . 31.11 sloayyory woJH / lSlloorvoS to o uM uoyoxuoylno uall ayl plot, loafold laylo p l Auol Uod s to aloyw ay ui . pan o lou s, puo soapy, oJlslloH /oxuooS to A,ladold ayl s. .83 ,185 Iouo ssal01d to watu,s y uo a0 aJay palo,odJou■ suGsap puo soap! ay, puo luawoaop nyl &min11000 !O FIHOEINMb , �� • A'p"'� i rn'�In1 , • 1 • �l! �� • ROOF PLAN pUILDMCs 'A' • it �r �saa Biwa - - - - -- 41V , _ &zrzkv I Biwa avowHar 96 4/9 ways Q ` • O 0 4 / .0,6C 7 r9-AL ,u] .9-.091 ti <a-,L / ; - .4 .9 - 31 < ado1, .0,5E L LI —/ 0 5 D 1 1 i I II I I t 10, ; 441 r I 2 54,1 40 11 « el f d 4 la 0 U N.) 4I 1 / 4N. F • 4 6 5 • • PI • . . . , . . • C4SCADE suu...oiNallimi 5 . • I . , TUKWIL,A, WA . . . . 044E451410 OF DOCU MENTS ' This ocument, ond the ideas and designs incorporated herein, os an instrument al professional service, is the property of Sconzo/Flallstrom Architects and is not lo be used, in whole or in part, for ony, other project without the written outhorization of Scouts/Mulish., Architects. Inc. Thes0 drawings are the property of the Architect of Record and are not to be changed, altered, odded to, nor deleted from without the direct supervision of the Architect of Record. . t . SCONZO • 919 124TH AVE 3 NE. T SUIE HALLSTROM (4 , ARCHITECTS BELLEVUE, WA 98005 25) 455 FAX (425) 455-9151 ' I . i 1 • bl>o 'STEREO' HITECT _,..--, Anthem Thomas Sco STATE OF AHIN ON • 1 1 b -S f g It ° I 1 I 1 29 40 " 35 35 35 35 183'4" 0 233 35 20-0. 2 k 4 4 4 crD L 4 I A3.01 ri)14METAL DOOR SILL I - ROOM/DOOR - FINISH SCHEDULE I 0 METAL DOOR HEAD SCALE 3' • P-d 11 ig 2 • f 1 I/4• Mil • r MAX , I $TfRED w AI, +IC HITECT Antho SAon °m °° STATE OF WASHING!' NN I 1S D , , / A-.. A • 6 et i 1\ 1131KX = I 4 i , ij ri) STOREFRONT DOOR JAMB ii ill ii ii 11 O STOREFRONT DOOR HEAD SCALE 3' • P-0' •'If PP 1 J I I 4 V r I� LL. ra) OVERHEAD DOOR JAMB - - - I R X ~X %• 2'0R 3 . L PER PLMIS L O FOREFRalT DOOR SILL SCALE 3' • P -0' r LL PI —_ IIE p a � o A n p o 0 T ' lI�— Ftb it ig 4I1 I = c9 • X WEIGHT DOOR TYPES y , N NN E ili NNN —NN p -- -��• —� U iln ill ijd F D D l 1 . - -- HARDWARE SCHEDULE I I PER SCHEDULE 1 O — \ S 1 L J X FEICidT PER SCHEDULE J ..J • RECEIVED CITY OFTUKWILA J U L '. 3 1938 PERMIT CENTER • 0 A i g, o „, I X 11 Itgi DM M Y11DN HEI j l t PER SCHEDULE I A3.01 '- D Ti 1 •� ROOM/DOOR - FINISH SCHEDULE (VI w � I I sle eI� 1 UKW I LA, W� OWNERP OF DOCUMENTS Thia do incorporated herein as an ideas instrument of prolessonal service, is the properly of Sconzo /Hillstrom Architects s and is to be used whole or in port, for any other project without to written oulhorizalion of 5<onzciMollalrom Architects, In, These drawings are the of the Architect altered, ed,ed, odded lo, nar deleted Irom wi without t te rI of Record and are are not not to changed, he direct supervision of the Architect of Record. /� p � SCONZO HALLSTROM 910 124E WA N . SURE 101 ARCHITECTS ( g 425 ) y ♦ -720.7 FA% (4pg) 455 B351 , I $TfRED w AI, +IC HITECT Antho SAon °m °° STATE OF WASHING!' NN I 1S D .Y. toIJ31X3 WO-:1 VIVO &Y diVl9 HMO L6 'ON t blEINEO :o "AVE N ta.1N .1O o "A VE 's a3 ) LWa3d 266; v-it do , �,�o a3iu3o3a £SZ74 ■213W76609„ 121391471 • 1172k1 a31NI7d - 613117d 31.321 1670326 N3321.) o31w1 - VNITV1V ISZI� •mod 1016121571, 121391.471 t 11721.1 Q31NI7d - 613N7d 313210N00 167321.1 2!7310 ' 41NIWl17 Q32lCON7 teZLm „vo 17161219, 121391-171 r 11721.1 a31NI - >NOM 1713W Q3W21d321d 0111..NOOV71„ 12139W71 • 11 *721d Q31NI7d - 11400 17131,1 Q- W121.1321d E35 S Z �na�+ 2:10 x0013 ns lwd raT dO 0101 w0-,1 • .91/1 31706 I'4`I VN1 all n13 - NO! IMA 1M i�.fOS lY 351 dO 0101 010 0101 ° o mousimummi -_U..— ,_■ -__ oa 1,3INFA rrn 010 0101 „c21 • „91/1 31706 - NOLLVAMIS learn t Q a l 1 Yd ram d 1h1 1 33a0 .00W 8 4> <>---\ MSI119114W LL O -4 IIII tl „0-3 - ,,9VI 317 I"4'I - NO11 1E „0,1 = .91/1 31776 I 1 - NO LLVAM X 1 p o o o X71 - - mititts .ii.'mi.0 „am it:* 401 TIM io do1 4 • -.■.■ �.. . 1111111.1111Frni 1� n iI1rnsuI.1uJ� ■•u1 1 MU MSC IOU '=Wli erg ri iminuom § 1111 Y o © Y o 6 TOP OF WALL FINISH FLOOR TOP OF WALL FINISH FLOOR NORTH ELEv TION - BUILDING 15' FRBSH FLOOR SCALE I/16" • P - 0" { TOP OF WALL SCALE 1/16" • 1' -0" . EAST ELEvAT I ON - BUILDING '5' SCALE 1/16" = 1' -0" 1 NEST ELEvAT I ON - BUILDING 'B' SCALE 1/16" • 1' -0" L1 © o L-O ELEV. OF S. WING SMOOTH FINISH cOistc a TILT -UP WALL PANELS PAINTED Y O SCALE 1/16" • 1' -0" S. ELEV. OP CENTER WW4Lt DD I ArGLE ANGLED WALL BEYOND SCALE 1/16" • 1'70" !SUL. TINTED GLAZII's AN IN OD• ALUM - • TTP TOP OF FINISH FLOOR TO11, OF WALL I PRESS 6ODP/1 OR METAL HALIDE WALL PAK6 TIP. GALV. STEEL OVER. AD DOORS PAINTED THIS PORTION CF WALL 16 ANGLED TOP OF WALL FINISH FLOOR SCALE I/16" • 1' - 0" V � 2 SOUTH ELEvAT I ON BUILDING '8' 1 SCALE I/16" • 1' -0" N.' ELEv. OP CENTER S. ELM /. OP N. WING 0 TOP CF UWI • PREPRIMED METAL COPING - PAINTED PRATT 4 LAMBERT "LAGOON" •1410 2O PREPRIMED METAL WORK - PAINTED PRATT 4 LAMBERT "LAGOON" 1 1410 / ANODIZED ALUMINUM - CLEAR < 4 > PRECAST CONCRETE PANELS - PAINTED PRATT 4 LAMBERT "BRISTAL FOG" 1 r2281 O GLAZING - TINTED GREEN RECENEp Cfl .! UI. 1 ; 1990 FERMR CENTER EXTERIOR ELEVATIONS WILDING 'B' JOB NC 51 DRAW MAP CNNECKED MA DATE 6 -6-51 ,44.02 wte r TOP OF lu r _ _—'LJ/ FINISH FL � •�: o IIII(I 1 I III ;, - 1 1` LI 1 I • -.■.■ �.. . 1111111.1111Frni 1� n iI1rnsuI.1uJ� ■•u1 1 MU MSC IOU '=Wli erg ri iminuom § 1111 Y o © Y o 6 TOP OF WALL FINISH FLOOR TOP OF WALL FINISH FLOOR NORTH ELEv TION - BUILDING 15' FRBSH FLOOR SCALE I/16" • P - 0" { TOP OF WALL SCALE 1/16" • 1' -0" . EAST ELEvAT I ON - BUILDING '5' SCALE 1/16" = 1' -0" 1 NEST ELEvAT I ON - BUILDING 'B' SCALE 1/16" • 1' -0" L1 © o L-O ELEV. OF S. WING SMOOTH FINISH cOistc a TILT -UP WALL PANELS PAINTED Y O SCALE 1/16" • 1' -0" S. ELEV. OP CENTER WW4Lt DD I ArGLE ANGLED WALL BEYOND SCALE 1/16" • 1'70" !SUL. TINTED GLAZII's AN IN OD• ALUM - • TTP TOP OF FINISH FLOOR TO11, OF WALL I PRESS 6ODP/1 OR METAL HALIDE WALL PAK6 TIP. GALV. STEEL OVER. AD DOORS PAINTED THIS PORTION CF WALL 16 ANGLED TOP OF WALL FINISH FLOOR SCALE I/16" • 1' - 0" V � 2 SOUTH ELEvAT I ON BUILDING '8' 1 SCALE I/16" • 1' -0" N.' ELEv. OP CENTER S. ELM /. OP N. WING 0 TOP CF UWI • PREPRIMED METAL COPING - PAINTED PRATT 4 LAMBERT "LAGOON" •1410 2O PREPRIMED METAL WORK - PAINTED PRATT 4 LAMBERT "LAGOON" 1 1410 / ANODIZED ALUMINUM - CLEAR < 4 > PRECAST CONCRETE PANELS - PAINTED PRATT 4 LAMBERT "BRISTAL FOG" 1 r2281 O GLAZING - TINTED GREEN RECENEp Cfl .! UI. 1 ; 1990 FERMR CENTER EXTERIOR ELEVATIONS WILDING 'B' JOB NC 51 DRAW MAP CNNECKED MA DATE 6 -6-51 ,44.02 wte r AS.QJI I I a eamp An DAIS I2 -15 JCS Sl DRAM $TAR 117ALL SEC IONS a�IJ BU IL.' e �J C leeL11, /e� 1�� A �� I f ` - • �� TI N ��' 1 W 1' �� ��� -- • owtroSw OF DOCUNDITS This document; and the ideas and designs This aional service, is the properly of professional herein, as on instrument of om Sconxo /Hallslr Architects and is not to be used, in Hale or in port, for any other project without the n authorization tr Architects, of Sconxo /Halletrom Arch facts, Inc These dra w ings are the proper o f the meted from Architect of Record and ore of to .De changed, altered, added lo, nor without the direct .supervision of the Architect of Record. , 7L�tv➢B 4 s � �ssl.. ,� p f!.. M Ie cT /14,A A. 9001.20 WAR OF WAB IINOTO N , , SCONZ0 HALLSTROM 919 124TH A 50 5111IE 101 ARCHITECTS 420) 40 �" °°°°° • ( 425) 45 -3103 w FAX (423) 455 =x:751 a DAR G-113-4U A 4 0 44. « sas ell v. z 1 - ' - ,P •\ . III =III • 'r • II II o d5 „, "'a - .....,LY (SL1) %Yj - foLf-CC1 (4L/) ol GOON HL�L 6 6 I \DO I 1 V H t '+ s , 1,� ^ OZNOOS NOI0NIN8YM 1030012 o 1 1J ��� 0 .. .DA ► • sse� - ti 'poop, to 0 11 p tai 1 41 to o , pa po . i>a,lp ayl Ino w0 1) palal0p lou bl DODDo 'pilallo 'pa6uoyo aq of lou •10 puo 11000,,y 1 MN, a to ,( iladoid ay, 10 s6u!x.1p asoyl au ! 'eloai!yory, WJ11aII�H /0i110�s l0 uugoiuoyino 101110. ou, Inoyl,�s Ua l1d mno to Auo io ' u! to apyx. u ! soHI aq of lou s! puo s1oa1!yD+V walslloHlotuoo5 Fiiadld ay' s! 'aowas puo,ssaild to platoons, uo so '1,100 Dololodio, su6!saD Duo so , 3 ayl Duo 'luawnaop cl .,11 suannaac eo a N�o -�I 1 1 '�� ( i i�l 1■ - .. Q . I��I • .`�`ss /��. I 7) I � 7 •• groinn .S a1 I . zv . 1.1,•6f -21 awd am Rig-8) -5 0 44. « sas ell v. z 1 - ' - ,P •\ . III =III • 'r • II II o d5 „, "'a A5.@3 JCS SO. n cam STAFF • WALL I SECTIONS • L 1' TU (II���111 W I LA WA / R of OOOINENB This document, and the ideas and designs incorporated herein, us on instrument of . These drawings ore the properly of the Architect of Record and are not to ,be changed. altered, added to, nor deleted Irom without the direct supervision of the Architect of Record. , TL-1898 4 ' 2 '- A ,.'• -' • !A '' W A/NINOTON c/� A' Jy o'y�o 919 124TH ANE , SUITE 101 9ELLEVUE, WA 99003 ARCHITECTS (425) (425) IS5-9J51 • leveicar wle 5 �8 -90 w III _ c A 3 u 5-0 1T ig D `n Ii• F `I N � t 1s G 0 SWEET METAL FASCIA 1 SHEET METH- 91 OfL PLA - , • ( DETAIL FETAL CAP SET FLANGE IT, PRME q A - IPPING ;/7 '!!!E PER TO BLO 3" OL. Y MEMBRANE STRIPPING . • CAP l'AI I- 1.01 FASTEN BABE FLASHING • APPROX 6• OC. HIGH-DOMED, \ • M D CFE BASE CAPPED. IG PLY GAEKETED FASTENERS w SLDcioNG (AFPROX b' OZ., DEPENDING UPON WIND ZONE MIN' • T -.F- ,(- . MULTIPLE -PLY MEMBRANE y 3 ' ., BASE FLASHFria • I ^ / / . 0 < � - II I � 11�•J I \ ' I \ ` G \ \ CONC. PANEL — (PANT) / 1 'TOP 1 b . . '`'• D. 4 ' • ' 1 ? - - — ,�) I I �- - „ i }� � \ \\ \� 1 =- --�F �G FLASHING 4' ;f FLAS H MEMBRANE BASE IN G A BEYOND TOE OF CANT M'11LTIPLE -PLY QUILT -UP �' RDOF MEI -BRANS g O Wig lith i yN �- -- . _ - / s� - - - —= (/ — I —1, — s ue.. ..' I I4 °s •_ —' - ` - pct -u oD ROOF SHEA114ING • FASTEN TO N 1 - - `- fil ` _, _: _ -_ .. . eirtE>TT (2 or r , �..�..�..., 't ; / MULTIPLE PLY ILT•UP /-- SHEATHING (SLPIP TO DRAM) . . - • a WIO OD CANT BLOB WOOD NAILERp ( 6l.1% 9T•u&T. ) a d v o ROOF DECK N O � MtMa. � _ _ — — — � � I FELT ENVELOPE (FOR COAL TAR , ASPHALT TYPES I , II) ONE CR PLPIE7rIBRANE caF 1r GNA$r E.L- . NOTE: - " I34441' , L A174104 WOOD NAILER TO WALL/DECK WI. SIrITA&LE FASTENER.. . WO SLOOONS TLY aE SLOTTED FOR AIMING OF LET -FILL DEOC. OR 0.ER C NI T SUCTIQM ORM APPLICABLE S TSS DLR.. *H LL SED D DE U ONLY MERE T.* DECK IS SUPPORTED O7 TM OUTSIDE WALL. TN6. 4. REPEL TO BURR. T. 1 FOR METAL .1010 E66 AND CLEAT 0446M .TONE • A SEPND E SHEET TO BELOW BLOCKING � , • N 4 ar NOTES, I - L WO DETA SNQD ESE taw ERE T DECK B elJrrroerED ST TIE OUTSIDE WALL 6404.0 T. T46 DETAIL CAN BE ADMrE'D to TO W HE ROOF EDGES e110WN N DETAIL EUR -A E ROM SURFACES SIIQ&D DE SLOPED TO BRAN A ATTAGI NAILER TO WALL WITI SUITABLE PADTQEI.. SL WOOD EII"OaoNb MAT 6E SLOTTED POR mamma Q• SST - FILL Moss OR OTHER CCNSTRICTIO46 WERE APPLICADLL 6. SCUPPER Or0E,6 TSOOUeN rOOOP EDGE SMOLLD NOT DE LARUS!R THAN TWO FEET . NOV F- 1 °`_ _ P STIR!' 0 TYPICAL Rf3OF EDGE ® SCUPPER THRU DETAIL O PARAPET COPING DETAIL ® PARAPET COPING DETAIL • ti� SCALE ''''•' m � • r 3CALE .3 • T-o SCALE 3 • r-®' 6cA4.E I /2 r WALL SEALANT 11 31`Rf>'UNor (X Y iFUPl F l�2. pPrj Cs{ P1. +6 - ' • . - -- - :. - ' - " , ' N • _ — WATEICItliED rem OMRS) _. NOTES: L TIS$ DETAIL 2. ATTAOI NAILS! F 3. OPTION ROC° l CO NTEla7.A6iiHG - ALTERNATE SHEET - O G o 4 e - - Al d . - - e 1 LO eE USED OCT M DEOC alai BYTABLE WAILER. .11E NOT DETAIL MAY DE METAL CQ1 T NSTALL FACILIT ATE TE WATER MO TOOL To FACILITATE W4Re RN -AP LOPMONO eM,ANC FMIERERB ; pu. S.11415 sa crate (ATM.. F;: TI TAPE TO IE / AISIC / ! UNTH SEEP HOLES / / HIGH GA$KETED FASTENERS D \ / D P DEPENDING i6' ON DEPFSJDRNY -T UPON HAND ZONE AND LOCAL IERS CONDITIONS: F-ER E) FASTENERS ✓ PeR 5iT3E) METAL \ / " PETAL COLLAR FLASNIN �s I I" SEALANT A9pJND ENTIRE PERIMETER OF SCUPPER OPEN SEALING TO OUTSIDE L':AU I _ NENG WIT. A 3 -COU.E CP VERT GRADE R OOF 09.314T AND REIFCRO MINT FADR= '�� M ini METAL cOINTERa.aaHln ( 6° TAxE �) --------------- PALMER. AMR/OK S O. O. ir OPTIONAL. 7• WIDE CLIP = MULTIPLE PL'( BAIL L.o+I (NOT T « _ ' APP ROK e0 FOR CLAW, ECLAW, OPTIONA,LI EXI1°1HSIQH Q' FIELD PLIES ' IN ( \. •;'\ REMOVABLE SWEET C411MERR -A6HRG APPROX. J • MIN.2AGA.PR 4SRICATED SCUPPER PLASHING TO CONFORM TO CIM. OFy IEi GOT IN RMF ADORE 01IN OF CANT rNDT eMCUa role eLNar rtaeNNG FASTENERS a ^o � � ' ' _ ° - . - ° - / - ' . � I \ ' M(S LTIPL . 'L'. ii"RAI'E MK IE IOIRD BASE MLTIPLE -PLY DULLSUPlPOF MEIIDRAIE 4 S • 1 Q {U 2 2 14 IA IONOF AD CANT PA10IIW VIII J , OF (TROT ' FOR CEARITY) MULTIPLE - PLY MEMBRANE BASE FLASHING / (6^ MIN. HEIGHT) DBUILT-UP 1 MULTIPLE-PLY BR I� II RROCF OF MEMBRANE BR.4DE - -- -' � - - -- - - - -�' ,. . CEME T OVER THE INTERPLIES 8 INSTALL FLASHING 3 STRIPPING PLIES I OVER NAILED FLANGES (RJ•NINT60) PL .kict� G!Of54,T1"+INC/. , \ WOW CANT FASTENED TO HAILERS � PLYWOOD ROOF SHEATHING ✓ CUT TOP OF WOW MIME F ,-,--- ulooD CANT TO BEVEL Tr? ORAN , ' ERE E DESK IS NPPCRTED DT TIE WALL. N T FASTENERS. . SATED: A FEIER CANT STEP SET N DOLMEN OR ADMINvE MAT DE USED A 13R7 -PIECE REfaLET AND CONTERFLAS44.46 ME TABLE 13, C• FOR ..A61*GJ I 4 1/2 I. I I ,. d ,I I I, _ - BRAGS CURB NOTE. ATTACH NAILER TO DECK WON eWTADLE FA6TE3ERS. N ALL SHEET ME:ALJOINTS MUST BE SOLDERED. / �.. / i > SASE PLASHING MUST EXTEND BEHIND SCUPPER FLA,SIG DIMENSIONS SHOWN ARE %m .RUM UNLESS SHOWN DIFFERENT, . RECESS S CLIPPERS TO °SEVEN' iN:t ?EFDIhG WATER F_C:i 'NTO ANA. TF.aOiJG!! 5 . RPEP. c .-- ,✓ U F , r > 0 WALL FLASHING AT PARAPET 0 SMOKE VENT DETAIL , - - 0 II SCALE v . I SCALE 3 • r•er BGALE V • r-0' I SCALE • r-0' • II 1 II p I - � COVERBOARD INSULATION • - . • N • CiY! ,II! B • , • RECEI CITY OF LIxwi A • .illi. ? 3 !97.^', pERMR CEINTER 1 �� , \ I ROOF DECK--\ TAPERED CLAMPING C! AMPING RING THERMAL WSULA�a•1 11144141 ; 11 V \ •O j� " �`' ° �; aFvm t. 30" SQUARE MINIMUM, 2 1/2 LB. TO 4 LB. LEAD OR 16 OZ. COPPER FLASHING SET -ON FINISHED ROOF IN ROOF CEMENT, PRIME TOP SURFACE BEFORE STRIPPING MULTIPLE -PLY MEMBRANE STRIPPING PLIES DRAIN STRAINER t _ L Jam-- , I ' �i,.�� t f ri • Oa ROOFORA: • MTL N t i/��� � t R ! / ,f i ST02rT - �� 1 _ �r # S a � 2 �lEt1 ?a - r i -- G 1� ... .. i ' -��. ���11� F I ri r- r�'lensu�er i��il r 1 bV LJ� o lN ii..AxREn "� s ®�� PLYIN1DDEac - ,� i � ��=� �� a a � 1 DECK CLAMP N --� p.�F12RZO N - `� STORM BR LJNE \ �+��� � NSULATON . r - s . ,r ' sir-u- Fief -} DECK CLAMP r r., - 1 � DRAIN BOWL S w MEMBRANE FIELD PLIES, METAL FLASHING, AND STRIPPING PLIES ALL EXTEND UNDER CLAMPING RING 0 - ROOF CEMENT • MULTIPLE -PLY BUILT -UP ROOF MEMBRANE ® I27P L i H SUM F II . CSI 1--+ I7 T ,,,i� , 4iL O - SCALE_ 9 • r., SGUE / . r-G' . SCALE 3° • 1 DATE o W O N J = (J 0 < 0 I In DETAILS JOB NO. 9T DRAM STAFF GEC1® ATS DATE f2 - 1.97 BY V.: sr—eLE • • r-er CIL IOCID A76 DATE Z-I-1 I w • DETAILS • 1 r L. I • 1/2 � , y 1 �� OMMQiSHIR Of DOCUMENTS This document, and the ideas and designs i o si o in, OS instrument of professional service, the rn ce, is the property t Sconzo /Hallslram Architects and a not to be used, in whole of in part, for on other project without the written authorization of Sco�o /N011strom Architects, Inc. These drawings ore the pioperly of the Architect of Record and are not to changed, altered, added wi lo, nor deleted from without the deed supervisior; of the Architect of Record TL - ,998 - I{,e' p � CT / / ---- A.8 ON20 STATE OF WASHINGTON I (y1 vg11'161 1 • 919 124TH .E NE. SLATE 101 BEII -EWE 98005 (425) 433-J WA 2o3 fAX (42.t 483 — B35T i \ :S • Get 5-98 g 1-• e _ N § 9 I 1 �4 • a 1 S 6cALE r-dr - ( - 1 - 9 - Tr NT TT PI C-'L WN4T tL U LJ.. 1 .(;)oi=i P T� A 1 ,64.44-4012. pasv- 41tutc. Ii r r ll / ; ry -Al R 3. ' it • • •_. ' • • r. - 71/dll LmNCI .../ WALE • PAP DT6-00Lin 6;) ,t - 4 , t_S r F64-4F-- 1 - 1 ‘ 1/ M MAX 2• 1/ / . (;• e P I8 VI' Z' 4 = ii 1,111 Ji :i c 04 111 t ' HIM .l.e ii r �� g r ; � • .li LEI i' 4 111. - of 4 f; , a • I - nrif7.,5<u • u[ s• N ( . 'd q;:\,..„ y (xle "s k= ;=�X Z 4 (b — T � 4 _ .1� w' Hfc2-I NWLL.7N r t7 ro c -4 • t - • l doe ���" • i,, • , f S �— 4 h \\ ralrom,0,,,, r oi l r■ . . Ak■ 411.. , Iil '■0%4 1 I it; ,,,,, , , . • . •.- g-,$) 14 / -11a - SI -fig! pi A U i TS• 4. K•• SCAM • r-o• • • • CifY OF .kisFrff,t'jj ' J'jL 2 9 1'393 orn JUL 1 3 1596. P ERmircENTER . • . ( S.F. _:,zs..1-rt3 EHn. - 4 11 6 , ® 1-411 --- fc)01-1 t . 1= - ■ 6 4, -- -FEL WALE • r-er - l r r / 'I4} sHlr's MAX i � 7 d 1 �h = • • • . , • • . il L ; A.02 CIL IOCID A76 DATE Z-I-1 I E . 71 I NO. 91 OMAN WAIF DETAILS • `. AA v �� /\ 4 • • TUKW I L , 1 1 w • ` I ( - • - OMMQiSHIR Of DOCUMENTS This document, and the ideas and designs i o si o in, OS instrument of professional service, the rn ce, is the property t Sconzo /Hallslram Architects and a not to be used, in whole of in part, for on other project without the written authorization of Sco�o /N011strom Architects, Inc. These drawings ore the pioperly of the Architect of Record and are not to changed, altered, added wi lo, nor deleted from without the deed supervisior; of the Architect of Record TL - ,998 - I{,e' p � CT / / ---- A.8 ON20 STATE OF WASHINGTON SCONZQ H ALLSTR0M ARCHITECTS +i u 1 • 919 124TH .E NE. SLATE 101 BEII -EWE 98005 (425) 433-J WA 2o3 fAX (42.t 483 — B35T ' Get 5-98 a0 T - a 11� 4 N § 9 z_ STRUCTURAL NOTES ANY DISCREPANCY FOUND AMONG THE DRAWINGS, SPECIFICATIONS, THESE NOTES, AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ENGINEER, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE SUBCONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE SUBCONTRACTOR'S R19(. THE SUBCONTRACTOR SHALL VERIFY ANT COORDINATE THE DIMENSIONS AMONG ALL DRAY/RCS PRIOR TO PROCEEDING MTh ANY WORK OR F ABRICATON. THE SUBCONTRACTOR IS RESPONSIBLE FOR ALL ERECTION BRACING, FORMWORK AND TEMPORARY CONSTRUCTION SHORING. RODEOS WARRANTY 1.2 CODES BY THE ACT OF SJBNITT,NG A RIO FOR THE PROPOSED CONTRACT, THE SUBCONTRACTOR WARRANTS THAT: THE SUBCONTRACTORS HAVE CAREFULLY AND THOUROUGHLY REVIEWED THE DRAWINGS AND STRUCTURAL NOTES AND HAVE FOUND THEM COMPLETE AND FREE FROM AMBIGUITIES AND SUFFICIENT FOR THE PURPOSE INTENDED; FURTHER THAT, THE SUBCONTRACTOR HAS CAREFULLY EXAMINED THE STE OF THE WORK AND THAT FROM HIS OWN INVESTIGATIONS, HE HAS SATISFIED HIMSELF AS TO THE NATURE AND LOCATOR OF THE WORK, AS TO THE CHARACTER, QUALITY, OUANTIOES OF MATERIAL ANO DIFFICULTIES TO BE ENCOUNTERED, AS TO THE EXTENT OF EQUIPMENT AND OTHER FACTURES NEEDED FOR THE PERFORMANCE OF THE WORK AND AS TO THE GENERAL AND LOCAL CONDITIONS, AND OTHER ITEMS WHICH MAY IN ANY WAY AFFECT THE WORK OR ITS PERFORMANCE, FURTHER THAT, +.1.3 THE SUBCONTRACTOR AND ALL WORKMEN HE INTENDS TO USE ARE SKILLED AND EXPERIENCED IN THE TYPE OF CONSTRUCTION REPRESENTED BY THE DRAWINGS AND DOCUMENTS BID UPON; FURTHER THAT, 1:1A NEITHER THE SUBCONTRACTOR NOR ANY OF HIS EMPLOYEES. AGENTS OR INTENDED SUPPUERS, HAVE RWED UPON ANY VERBAL REPRESENTATIONS ALLEGEDLY AUTHORIZED OR UNAUTHORIZED FROM THE OWNER OR HIS EMPLOYEES OR AGENTS, INCLUDING THE ENGINEERS, IN ASSEMBLING THE BID FIGURES; FURTHER THAT, 11.5 THE SUBCONTRACTORS (INCLUDING AGENTS AND SUPPUERS) ARE AWARE OF AND ACKNOVYLEDC THAT CLOSE CODT!DINATTW AMONG ARCHITECTURAL, MECHANICAL/ELECTRICAL AND STRUCTURAL DRAWINGS ARE REQUIRED FOR THE FOLLOWING: DETERMINATION OF ALL COLUMN LOCATIONS AND SIZES. DETERMINATION OF TOP OF FLOOR. TOP OF STEEL WALL PLATE AND TOP OF BEAM ELEVATIONS VERIFICATION OF ALL DIMENSIONS. THE SUBCONTRACTORS (INCLUDING HIS AGENTS AND SUPPUERS) SHALL MAKE CUNSDERATION FOR AND INCLUDE MONIES FOR THE ABOVE IN THE PREPARATION OF THEIR RIDS THIS REQUIREMENT SHALL SUPERSEDE ANT CONTAINED IN THE MSC 'MANUAL OF STEM CONSTRUCTION:' FURTHER THAT, 11.5 NEITHER THE SUBCONTRACTOR NOR ANY OF HIS EMPLOYEES, AGENTS, OR INTENDED SUPPUERS HAVE SCALED THESE DRAWNGS TO OBTAIN REQUIRED DIMENSIONS; FURTHER THAT, 1.1.7 THE BID FIGURE IS BASE SOLELY UPON THE CONSTRUCTION CONTRACT DOCUMENTS AND PROPERLY ISSUED WRITTEN REPRESENTATIONS. 1:2:1 ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 1994 UNIFORM BUILDING CODE (UAC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING AUTHORITY. 1.2.2 ALL REFERENCE TO OTHER CODES, STANDARDS AND SPECIFICATIONS, (ACI, AST I, ETC.), SHALL BE FOR THE LATEST OR MOST CURRENT EDITION AVAILABLE. 1.3 DESIGN CRITERIA 1.3.1 UNIFORM LOADS: LOCATION UVE LOAD 1.4 SEAL DATA ROOF 25 PSF SLAB ON GRADE 250 PSF 1.3.2 CONCENTRATE LOADS: 1.3.3 LATERAL LOADS: WIND: PER IBC SECEDN 1613 -1623 SONG WED SPEED: 80 MPH EXPOSURE: B IMPORTANCE FACTOR: 1 1.3.4 SEISMIC: PER URIC SECTION 1624 -1633 ZONE 3 IMPORTANCE FACTOR: 1.0 DUCEUTY FACTOR (Rw): 6 1.5 INSPECTION/1ESTING REQUIREMENTS DEAD LOAD ACTUAL ACTUAL ALL MANUFACTURERS OF PRE - ENGINEERED COMPONENTS OR SYSTEMS SHALL LOCATE COORDINATE, VERIFY WEIGHTS, ETC, OF MECHANICAL UNITS OR OTHER CONCENTRATED LOADS AND DESIGN THEIR SYSTEM FOR THESE LOADS FOR PIPES, CONDUITS DUCTS AND MECHANICAL EQUIPMENT SUPPORTED OR BRACE FROM STRUCTURE CONFORM TO SHEET METAL AND AIR CONDITIONING CONTRACTORS NATIONAL ASSAUATTON, INC., PUBLICATION 'APPENDIX E: SEISMIC RESIRMNT MANUAL GUIDELINES FOR MECHANICAL SYSTEMS." ALL BRACING AND SUPPORTS SHALL BE DESIGNED FOR SEISMIC HAZARD LEVEL (SHL) B. SPRINKLER UNE ATTACHMENTS SHAT CONFORM TO NFPA PAMPHLET 13. ALLOWABLE SOIL PRESSURE 2500 PSF. ALLOW 33 -1/3% INCREASE FOR LOADS FREM VOID OR SENT ORIGIN. SEE GEOTECHNICA ENGINEERING REPORT BY TERRA ASSOCIATES, INC., DATED JJLY 8, 1997. SEE DRAWINGS, SPECIFICATIONS AND URIC SECTIONS 108 AND 1701, AND AS OUTJNED BELOW. 1.5 -' FOUNDATION INSPECTION BY BUILDING OFFICIAL TO BE MADE AFTER EXCAVATIONS ARE COMPLETE AND FORMWORK AND REINFORCEMENT ARE N PLACE 1.5.2 CONCRETE SLAB OR UNDER FLOOR INSPECTION BY BUILDING OFFICIAL TO BE MADE AFTER ALL UNDER SLAB ACCESSORIES (INCLUDING REINFORCEMENT) ARE PLACED AND PRIOR TO CONCRETE SLAB POUR. 1.5.3 FRAME .ASPECTIONS BY BUILDING OFFICIAL TO BE MADE AFTER ALL FRAMING IS COMPLETE AND AU. PIPES, DUCTS, ELECTRICAL PLUMBING, ETC. ARE INSTALLED AND PRIOR TO COVER. 1.5 .4 THE FOLLOWING ITEMS SHALL BE TESTED AND VERIFIED BY A TESTING AGENCY EMPLOYED BY THE BUILDING OWNER IN ACCORDANCE WTI THE UNIFORM BUILDING CODE 1.5.4.1 CONCRETE STRENGTHS 1.5.4.2 All STRUCTURAL WELDING 1.5.4.3 HIGH STRENGTH BATE CONNECTIONS 1.5.4.5 EMBEDS ITEMS IN CONCRETE 1.6 SHOP DRAWINGS 2.0 STE WORK SUBMIT SHOP DRAWINGS TO ENGINEER FOR TIE FOLLOWING: 1.6.1 REINFORONG STEEL 1.6.2 STRUCTURAL AND MISCELLANEOUS STEEL INCLUDING WELD INSERTS AND ANCHORS 1.6.3 GLUED - LAMINATED MEMBERS 1.6.4 PRE - ENGINEERED STEEL TRUSSES 1.6.5 TILT UP WALLS 1.6.6 CONCRETE MIX DESIGNS 1.7 MISCELLANEOUS 1.7.1 VERIFY ALL DIMENSIONS AND CONDITIONS IN THE REED. 1.7.2 VERIFY 97I AND LOCATION OF ALL OPENINGS IN THE FLOORS, ROOF AND WALLS WITH ARCHITECTURAL MECHANICAL AND ELECTRICAL DRAWEE. 1.7.3 1.7.4 1.7.5 2.1 EXCAVATION EXCAVATE TO DEPTH SHOWN AND TO ROAN INDISNRBED MATERIAL OVER - EXCAVATIONS SHALL BE BACKRUPJ WOO LEAN CONCRETE (fc=2,000 PS) AT THE SUBCONTRACTOR'S EXPENSE. EXERCISE EXTREME CARE WRING EXCAVATION TO AVTAO DAMAGE TO BURIED ONES, TANKS, AND OTHER CONCEALED ITEMS. UPON DISCOVERY, DO NOT PROCEED MTH raw UNTIL RECEIVING WRITTEN INSTRUCTIONS FROM ENGINEER. A COMPETENT REPRESENTATIVE O THE OWNER SHALL INSPECT ALL FOOTING EXCAVATORS FOR SUITABILITY OF BEARING SURFACES PRIOR TO PLACEMENT OF REINFORCING STEEL PROVIDE DRAINAGE AS NECESSARY TO PREVENT WATER - SOFTENED SUBGRADE 2.2 FILL BACKRIL AC COMPACTION BACKFILL AGAINST WALLS SHALL NOT BE PLACED UNEL AFTER THE REMOVAL GF ALL MATERIAL SELECT TO ROT OR CORROSION. ALL Ell PLACE AGAINST RETAINING WALLS OR BASEMENT WALLS SHALL BE FREE DRAINING GRANULAR MATERIAL STRUCTURAL RU. OTHER THAN PEA GRAVEL SHALL BE GRANULAR, PLACED IN 6 INCH LIFTS AND COMPACTED TO AT LEAST 95% OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY HUN 6- 1557 (MOD PROCTOR) AND AURA 0 -698 (STANDARD PROCTOR). PEA GRAVEL FILL SHALL HAVE A NA OMEN PARTICLE SZE OF 3/8' DIAMETER. 3.0 STRUCTURAL CONCRETE 3.1 GENERAL AU. CONCRETE SHALL BE HARD ROCK CONCRETE MEETING REQUNEMENTS OF AO -301, 'SPECIFICATIONS ER STRUCTURAL CONCRETE FOR BUILDINGS' PROPORTIONING OF INCREMENTS FOR EACH CONCRETE MX SHALL BE BY METHOD 2 OR THE ALTERNATE PROCEDURE GIVei N ACA -301. PLACE CONCRETE PER AC -304 AND OINFONN TO AO -604 (306) FOR WINTER CONCRETING AND AO -605 (305) FOR HOT WEATHER CONCRETING USE INTERIOR MECHANICAL VIBRATORS WEI 7,000 RPM MINIMUM FREQUENCY. DO NOT OVER - VIBRATE. MAUVE SHALL BE PLACED MONOLITHICALLY BETWEEN CONSTRUCTION OR CONTROL JOINTS PROTECT ALL CONCRETE ETON FREMAT MIN G% EXCESSIVE HOT C CO" TEMPERATURE FEAT SEVEN DAYS AFTER PLACING 3.2 STRENGTH TWENTY-EIGHT DAY COMPRESSIVE STRENGTHS SHALL BE: DESCRIPTION PS THE WATER /CEMENT RATIO FOR CONCRETE SHALL BE LESS THAN THE MAXIMUM SHOWN IN THE TABLE BELOW. AXI • :.., A o• -!7..4 T R.TIE SPECIFIED COMPRESSIVE STRENGTH PS 3000 0.58 0.46 4000 844 0.35 THESE MAXIMUMS MAY BE EXCEEDED IF TEST RECORDS PER SECTION 5.3 OF AD 318 (BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE) ARE SUBMTTED TO AND APPROVE BY THE ENGINEER FOR 5000 PS CONCRETE CONCRETE PROPORTION SHALL BE ESTABUSIED BY METHODS OF AO 318 SECTION 5.3 3.3 MATERIALS 3.3.1 CEMENT: ASTU C150, TYPE I CR TYPE IL ENGINEER'S APPROVAL IS NEEDED FOR USE OF TYPE III CEMENT. 3.3.2 COARSE AND FINE AGO ELATE: ASTI/ C33. 3.3.3 WATER SHALL BE CLEAN AND POTABLE 3.4 WATER REDUCING ADMIXTURES 3.4.1 WATER REDUCING ADMIXTURE ASTM C494. ADMXTURES SHALL BE USE IN EXACT ACCORDANCE MTH MANUFACTURER'S INSTRUCTIONS. 3.4.2 SE EREZED PERFORMANCE SYSTEMS, CONCRETE DORIS ADMIXTURES TO PRODUCE FLOWABLE CONCRETE MAY BE USED SUBJECT TO ENGINEER'S APPROVAL 3.4.3 AIR ENTRAINMENT: SOON 0260 AND AST/ C494, ENTRAIN 4% PLUS/MINUS TO BY VOLUME IN ALL EXPOSED CONCRETE. 3.4.4 NO OTHER ADMIXTURES PERMITTED UNLESS APPROVED BY THE ENGINEER. 3.5 FORMWORK NO %BR NO 3.5.1 FOLLOW RECOMMENDED PRACTICE FOR CONCRETE FORMWORK (AD- 347). 3.5.2 RESHORING FOR EARLY REMOVAL OF OAGINAL SUPPORTS MO. NOT BE PERMITTED. 3.5.3 ALL SHORING SHALL BE THE RESPONSIBUTY OF THE CONTRACTOR. FORMWORK SUPPORTS AND SHORING SHALL BE DESIGNED TO PROVIDE RNIOED CONCRETE SURFACES AT AU. FACES LEVEL, PLUMB, AND TRUE TO THE DIMENSIONS AND ELEVATIONS SHOWN. TOLERANCES AND VARIATIONS ORAL BE AS SPEESESED. 3.6 REINFORCING STEEL CONSTRUCTOR DETAILS NOT SPECIFICALLY SHOWN ON THE DRAWINGS SHALL FOLLOW SOLAR DETAILS OF SECTIONS OF THIS PROJECT AS APPROVED BY THE ENGINEER. SEE ARCHITECTURA MECHANICAL AND ELECTRICAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF OPENINGS NOT DIMENSIONED OR SHOWN ON STRUCTURAL PLANS THE STRUCTURE HAS BEEN DESIGNED TO RESIST CODE REWIRED VERTICAL AND LATERAL FORCES AFTER THE CONSTRUCTION A ALL STRUCTURAL ELEMENTS HAS BEEN COMPLETED. STABWTY OF THE STRUCTURE PRIOR TO COMPLETION IS THE SOLE RESPONSI&UTY OF THE GENERAL CONTRACTOR. THIS RESPONS0UTY INCLUDES BUT IS NOT UNITED TO JOB STE SAFETY: ERECTION MEANS METHODS, AND SEQUENCES; TEMPORARY SHORING, FORMWORK, AND BRACING USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES SLABS TILT UP WALL PANELS VERTICALLY FORMED WALLS FOOTINGS 4000 5000 3000 3000 NON -AIR ENTRAINED AR-ENTRAINED CONCRETE DETAIL FABRICATE AND PLACE PER A0 -315 AND ACI -318. SUPPORT REINFORCEMENT WITH APPROVED CHAIRS, SPACERS, OR YES. 3.6.1 DEFORMED BAR RONNFORCEMENT: ASTM A- 615 -GR 60 3.6.2 WELDED DEFORMED BAR REINFORCEMENT AST/ A706 GR 60 OR ASIAN A615 GR 40 3.6.3 WELDED WIRE FABRIC ASTM A -185 A ASTM A -82 Fr65 KS 3.6.4 DEFORMED BAR ANCHORS AST I A -496 A 3.6.5 ALL REINFORCING SHALL BE LAP -SPLICED A MINIMUM LAP OF 48 X (THE BAR DIAMETER) EXCEPT AS NOTED SPECIFICALLY ON THE STRUCTURAL DRAWNGS NO MORE THAN 50X OF HORIZONTAL OR VERTICAL BARS SHALL BE SPUCED AT ORE LOCATION. 3.6.6 PROVIDE ELBOW BARS TO LAP HORIZONTAL STEEL (A MINIMUM DISTANCE O 48X THE BAR DIAMETER) AT CORNERS AND INTERSECTIONS IN FOOTINGS AND WAILS. 3.6.7 LAP WELDED FABRIC 12' OR ONE SPACING PLUS 2', WHICHEVER IS MORE. Ti CONCRETE COVER ON REINFORCING (UNLESS SHOWN OTHERWISE) 3.7.1 BOTTOM OF FOOTINGS 3' 3.7.2 FORMED EARTH FACE AND SLAB ON GRADE 2' 3.7.3 WALLS, WEATHER FACE 1 -1 /2' 3.7.4 COLUMNS AND BEAMS TO STIRRUPS 1 -1/2' 3.7.5 BOTTOM OF ANTERIOR SLAB 3/4' 3.7.6 WALLS, INSIDE FACE 1' .18 CONSTRUCTION JOINTS 3.81 CONSTRUCTION JOINT SPACING IN WALLS SHALL NOT EXCEED 50' ON CENTER EXCEPT AS DIRECTED BY THE ENGINEER. 3.8.2 UNLESS NOTED OTHERWISE LOCATION OF THE CONSTRUCTION OR CONTROL JOINTS N SLAB ON GRADE SHALL BE ON COLUMN GRIDS OR UNDER PERMANENT PARTITIONS AND SNAIL NOT EXCEED 20' -0' C/C EACH WAY. 3.8.3 ELECTRICAL COIDUIT SHALL NOT BE PLACED WITHIN A SLAB ON GRADE BUT PLACED BELOW THE SLAB IN THE SUB -BASE. 3.9 GROUT FOR BEARING PLATE (;ROUT FOR BEARING PLATES AND EQUIPMENT UP TO 25 HP: THE GROUT SHALL BE MASTERFLOW 928 BY MASTER BUILDERS TECHNOLOGIES, OR APPROVED EQUIVALENT, AND A PREPACKAGED NATURAL AGGREGATE GROUT, MIXED, PLACED, AND CURE AS RECOMMENDED BY THE MANUFACTURER THE MANUFACTURER'S WARRANTY SHALL NOT CONTAIN A DISCLAIMER OR LIMIT THE REPONSIBUTY TO ONLY REPLACEMENT OF PRODUCT OR PURCHASE PRICE. GROUT SHALL CONFORM TO CND- C621 -89 AND ASTM 1107 -89A GRADE B WHEN TESTED AT A FLUID CONSISTENCY (20 TO 30 SECONDS) PER CRD- C611 -85 FOR 30 MINUTES, AT 45' F, 70' F AND 90' F. EMT MANUFACTURER SHALL CERTIFY MTH INDEPENDENT TEST DATA THAT THE EXPANSION AT 3 OR 14 DAYS DOES NOT EXCEED THE 28 DAY EXPANSION AND THAT ITS NON SHRINK PROPERTY IS NOT BASE ON GAS EXPANSION. FLUID GROUT SHALL PASS THROUGH THE FLOW CONE 1 HOUR AFTER BATCHING AT A 60 SECOND FLOW MAXI ON, AND HAVE A MINIMUM STRENGTH OF 2,500 PS AT 1 DAY, 4,500 PS AT 3 DAYS AND 7,000 PS AT 28 DAYS. THE SUBCONTRACTOR SHALL PAY AN INDEPENDENT TESING LABORATORY TO RUN A 24 HOUR EVALUATION OF ANY GROUT SUBMITTED FOR APPROVAL THE SUBCONTRACTOR SHALL RECBVE APPROVAL FROM OE ENGINEER BEFORE USING THE GROUT. 3.10 TILT -UP CONCRETE WALLS 3.10.1 TYPICAL AND SPECIAL REINFORCEMENT SHOWN ON PANEL ELEVATIONS IS DESIGNED FOR FORCES OCCURRING AFTER PANEL IS IN PLACE AND ME TO ROOF AND FLOOR DIAPHRAGMS USE STRONGBACKS AND EXTRA RBNFORCEMENT AS REWIRE AND DIRECTED BY PANEL ERECTOR FOR ERECTION PURPOSES. 3.10.2 ALL PANEL DIM&NSONS ON FOUNDATION PLANS AND ARCHITECTURAL ELEVATIONS ARE TO CENTER LINES OF CONNECTIONS DO NOT SCALE PANEL ELEVATIONS 3.10.3 DO NOT WT OR DRILL PANELS WITHOUT APPROVAL CO MEIEER UNLESS SHOWN OR INDICATED TN STRUCTURAL DRAWEES. 3.10.4 SEE SPEDRCATIONS FOR FINISHES, CURING, ETC. 3.10.5 GROUT UNDER PANEL NTH A 9 -SACK PEA GRAVEL CONCRETE GROUT MX (fc =5000 PS 0 28 DAYS) 3.10.6 PANELS MANN SHOW TYPICAL LOCATIONS OF PANEL CONNECTIONS AND ADDITIONAL REINFORCING FOR MOST PANEL OPENINGS. NOT ALL EMBEDDED ITEMS AND MECHANICAL AND ELECTRICAL PREPARATIONS ARE SHOWN. CONTRACTOR SHALL COORDINATE PENETRATIONS MTH MECHANICAL AND ELECTRICAL AND RENFORCNG PER PLANS. 5.0 METALS 5.1 WELDING 5.1.1 ALL VETTING SHALL BE IN ACCORDANCE WITH THE 'STRUCTURAL 1 1.2 ALL WELDING SHALL BE BY WABO- CERTFIED MOLDERS USE E70 XX ELECTRODES, EXCEPT WHERE NOTED IN SECTOR 5.1.3. 5.2 STRUCTURAL STEEL WS 5.1.3 NO WELTING OF REINFORCING STEEL SHALL x EWE EXCEPT WHERE SHOWN. ALL WELDING OF REINFORCEMENT SHALL BE PER ANSI /A15 D1.4. THE FOLLOWING ELECTRODES SHALL BE USE WHEN NEEDING REINFORCEMENT: FOR MELDING OF ASTM A615 GR 40 REBAR, USE E70 XX ELECTRODE. ' FOR WELDING OF AST/ A706 GR 60 REBMR, USE EBO XX ELECTRODE. 5.1.4 ALL FULL PENETRATION REID AND SHOP WELDS SHALL BE INSPECTED BY ULTRASONIC NON - DESTRUCTIVE TESTING PROCEDURES. RESULTS OF TESTS SHALL BE SUBMITTED FOR RENEW BY THE STRUCTURAL ENGINEER 5.21 ALL DETAILING, FABRICATION, AND ERECTION SHALL CONFORM TO THE MSC, 'MANUAL OF STEM CONSTRUCTION; LATEST MINION EXCEPT AS AMENDED BY SECTION 1.1.5 OF THESE STRUCTURAL NOTES. 5.22 5.23 5.2.4 t: STEEL SHAPES AND PLATES SHALL BE ASTM A -36. TUBE COLUMNS SHALL BE PER ASTM ASOD, GRADE 8 (Fy = 46 K0). MACHINE BOLTS AND ANCHOR BOLTS SHALL BE ASTM A -307 EXCEPT AS NOTED. 5.25 HIGH STRENGTH BELTS SHALL BE ASTON A- 325(N) AND AST/ A- 490(N) MTH THREADS INCLUDED IN SHEAR PLANE SEE PLANS FOR TYPE REQUIRED. ALL HIGH STRENGTH BOLTS SHALL BE INSTALLED MTh HARDENED WASHERS CONFORMING TO ASTM F -436 AND NUTS CONFORMING TO AST I A -563. BEARING TYPE BOLTS SHALL BE INSTALLED PER PARAGRAPH 8(C) OF THE SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A -325 OR ANN) BOLTS (1985), AS APPROVED BY THE RESEARCH COUNCIL ON STRUCTURAL CONNECTORS OF THE ENGINEERING FOUNDATION AND ENDORSED BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. 5.2.6 STUDS 'NELSON STUDS' SHALL BE BY NELSON STUD WELDING DIVISION, GREGORY INDUSTRIES, INC. OR APPROVED EQUIVALENT. 5.27 EXPANSION ANCHORS SHALL BE HILT CONCRETE ANCHORS AS MANUFACTURE BY HILT CORPORATION (OR APPROVED EQUIVALENT) OF THE TYPE NOTED. 5.2.8 METAL PROTECTOR: All STEEL EXPOSE TO WEATHER, MOISTURE SOIL, OR AS NOTED SHALL BE GALVANIZE PER ASTM A -123 OR A153 AS APPLICABLE. ALL OTHER STEEL SURFACES SHALL BE SHOP PRIMED AFTER FABRICATION. LINTEL ANGLES SHALL HAVE A MINIMUM OF 1.5 02 OF ZINC SPELLER PER SQUARE FOOT OF SURFACE AREA. REPAIR AU. DAMAGED AREAS OF GALVANIZE PARTS SUCH AS FIELD WELDS, ETC PER ASTM A780. APPLY COATING THICKNESS GREATER THAN OR EQUAL TO ORIGINAL ZINC COATING THICKNESS. 5.3 STEEL JOIST AND JOIST GIRDERS ARE TO BE DESIONe5 AND MANUFACTURED PER THE LATEST ENTION OF THE STANDARD SPECIFICATIONS FOR STEEL JOIST AND JOIST ORDERS PUBLISHED BY THE STEEL JOIST INSTITUTE SEE DESIGN CRITERIA SECTORS 1.3.1 AND 1.3.2 ALL STEEL JOISTS AND JOISTS ORDERS SHALL BE MANUFACTURED BY A FABRICATOR CURRENTLY APPROVED BY 1030-ES. MANUFACTURER SHALL BE A MEMBER OF Sd, AND ALL STEEL JOISTS AND JOIST GIRDERS SHALL SJI APPROVED. THE MANUFACTURER SHALL SUBMIT SHOP DRAWINGS AND CALCULATIONS SEALED BY A STRUCTURAL ENGINEER LICENSED IN THE STATE OF THE PROJECT. 6.0 CARPENTRY FRAMING LUMBER SHALL BE OF ,tit UNLESS OTHERWISE NOTED. SAWN LUMBER BEAMS AND HEADERS SHALL BE DF OR AS SHOWN ON THE DRAWINGS. ALL 2' NOMINAL LUMBER SHALL BE KILN DRKD (K2). EACH PIECE OF LUMBER SHALL BEAR STAMP OF WEST COAST LUMBER INSPECTION BUREAU (WCIJB) AND /OR WESTERN WOOD PRODUCTS ASSOCIATION (WWPA) STOWINO GRADE MARK. PROVIDE CUT WASHERS OR M.I.W. WHERE BOLT HEADS, NUTS AND LAG SCREW BEAR ON 1 TREAT ALL WOOD IN CONTACT MTH CONCRETE, MORTAR, GROUT, MASONRY, AND WHIN 12" OF EARTH; ALL WOOD OVER WATER; AND ALL WOOD IN CONTACT WITH EARTH; IN ACCORDANCE WITH AWPA SPECIFICATIONS FOR THE PRESSURE TREATMENT OF WESTERN WOODS, LATEST EATON. WHERE POSSIBLE PE -CUT MATERIAL BEFORE TREATMENT. ALL RED CUTS AND DRILLED HOLES SHALL BE FIELD TREATED IN ACCORDANCE WITH AIWA M -4. 6.1 CARPENTRY HARDWARE 6.1.1 BOLLS SHALL BE AURA A -307. 6.1.2 WASHERS SHALL BE MALLEABLE IRON WASHERS (MIVI) OR HEAVY PLATE CUT WASHERS 6.1.3 NAILS SHALL BE COMMON, AMERICAN OR CANADIAN MANUFACTURER ONLY. 6.1.4 ANCHORS AND CONNECTIONS SHALL BE SMPSON, TECO, LUMBERLO( OR APPROVED EQUIVALENT. ALL FASTENERS SHALL BE INSTALLED PER MANUFACTURERS RECOMMENDATIONS UNLESS OTHERWISE SHOVE. 6.1.5 HARDWARE EXPOSED TO WEATHER OR IN UNHEATED PORTONS OF BUILDING SHALL BE GALVANIZED PER SECTION 5.2.9. 6.2 MINIMUM NAILING - PER URIC TABLE 23 -Q - NUUNG SCHEDULE. 6.3 SHEATHING (PLYWOOD /ORIENTED STRAND BOARD) EACH SHEET SHALL BEAR THE TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION; ALL GRADING SHALL CONFORM TO PS 1 -95 OR REPORT NO. NER -108. THICKNESS, NUMBER OF PLIES, AND LAYUP AS SHOWN. ALL PLYWOOD SHALL BE C -D INTERIOR MEN EXTERIOR CLUE OR AS NOTED ON THE DRAWINGS AND SHALL BE GROUP I OR II SPECKS. EXCEPT AS OTHERWISE SHOWN, PROVIDE THE FOLLOWING NINNAIN NAILING; PANEL EDGES ROD AT 6' ON CENTER, INTERMEDIATE SUPPORT 10D AT lY ON CENTER. 6.4 GLUED- LAMINATE EMBER MATERIALS, MANUFACTURE AND QUALITY CONTROL PER ANSI /AITC A190 'STRUCTURAL GLUED LAMINATE EMBER'. CAMBER 1 -1/2 TIMES DEAD LOAD DEFLECTION WHERE NOT INDICATED ON DRAWNGS ALL MEMBERS SHALL BE COMBINATION 24F -V4 FOR STAPLE SPANS AND 24F-V8 FOR CONTINUOUS OR CANTILEVERED SPANS AND HAVE EXTERIOR GLUE All MEMBERS SHALL BE INDUSTRIAL APPEARANCE UNLESS NOTED ON THE DRAWINGS. 6.4.1 ADHESIVES SHALL MEET THE REQUIREMENTS FOR WET CONDITIONS OF SERVICE 6.4.2 MEMBERS SHALL BE MARLED INDICATING CONFORMANCE WITH ANS /A190.1 AND IN ADDITION, A CERTIFICATE OF SUCH CONFORMANCE SHALL BE PROVIDED TO THE BUYER NO SCALE NO SCALE NO SCALE NO SCALE MN 180' HOOK LAP 48 x BAR DIA HORIZ REIN 1 V' SAWCUT x 1/5 SLAB THICKNESS • I'4" MM - FILL W/ i MASTIC - SAWCUT MUST BE MADE WITHIN 4 TO ID HOURS AFTER 1341,EN5 - BLADES SHALL NOT BE BLUNT AS TO CAUSE CHIPPING OF CCNC / d c4 ° c4 ° cg, / d -1 I H I I 111 111 - 111 -111 °J 11 -111 -I 11 I 11 1 J I 1 1 -I T I E 1=1 1 1 -1 11 -III -i 1 -1 TYPICAL CCNTRDL JOINT SECT ICI∎I TOOLED JOINT R ' vs" I I IJI 11- III - III - � 111 = III-1 I 1 I 1 2 SgiLi A'67UM5ED 11 II II I ' EQUAL TO SLAB THICKNESS LOCATION OF CONSTRUCTION JOINT IF USED TYPICAL AT ALL STEPS OR DEPRESSIONS IN CONES SLAB ON GRADE SECT I Ol■l NO SCALE TYPICAL STEPPED FOOTING TYP DETAIL OF PIPE AT CONCRETE FIG 48 x BAR DIA (ID° MN) TYPICAL ALL CORNER BARS PLACE ALTERNATING CORNER BARS AS 514 1N 2" MN 6" MAX TIP LAP 14 DIA W HORIZ WORN I 1 ACI MN CLR MAX TYPICAL REINFORCEMENT PLACING DETAIL 48 x BAR DIA I- (ID MN) TYPICAL SPLICE LINO. A'e "o z 12" GREASED SMOOTH DOWEL AT 12" O.C. TYPICAL CONSTRUCTION JOINT NOT05: II VERTICAL REIN SHOW IS ADDITIONAL IF NORMAL WORN IS NOT IN PROPER LOCATION. 2) CORNER BARS ARE SAME SIZE AND SPACING AS HORIZONTAL REINFORCEMENT. 3) DO' HOOKS MAY BE SUBSTITUTED FOR CORNERBARS - SEE NOTE S. 4) REINAT ALL WALL CORNERS, ENDS, AND INTERSECTIONS SHALL BE FABRICATED AND PLACED IN ACCORDANCE WITH APPROPRIATE DETAIL SHOWN. 51 USE ACI MIN 90' HOOK FOR EMBEDMENT LESS THAN 48 x BAR DIA PAST FACE OF WALL 6) CONCRETE WALLS SHOW, MASONRY WALLS SIMILAR 11 WALL DETAILS SHOWN. FOOTING DETAILS SIMILAR TOOLED /- JON7 R1 _ „ - 4s RECENED CTYOFTUKWRA JUL 291998 PERMIT CENTER CONSTRUCTION SET . 1 J EAPRUS 6/23/SS ssss ftIBL CIVIL FA STRUCTURAL ENGINEERS•PLANNERS !'(IE.1AIC' CREALEA JUN v6 !SIP] 1S!A�?4 REVISIONS NO. A A A DATE BY 5/19/98 5/22/98 '0/24)_8 JKC DS ?'lPT1EB ire (I) GENERAL NOTES 4 TYPICAL DETAILS JOB NO. 9133820 DRAWN DR CHECKED . DATE 09198 51.01 !P ?d t! 5? 1 HOP FT11■1 a c . I-4E r::)L4L-E O MAliK. SIZE REINFORCEMENT REMARKS • F4.0 4 x 4 . r-o. cS/S EA WAy !BOTTOM R00 4,-0' x 6 x 1 (") S EA WAY BOTTOM F0.0 0 x 8'-0 x r -b. (S)S EA WAY P AND EOT \. ADDED FOOTING ELEv. PANEL NUMBERS RELOCATED OFFICE WALLS. , )L. •••,- 7 xV. \s401 / I cOL-, r." 7 AAcE oF WALL 4 V-0 . FOUR STRIP 8 T R 00. EA WAY - TYP AT R STRIPS 211-0" F4.0 r 9 H : I ! !.OUR 9 ' .I 1 F60 STRIR Tr. AT ® COLS IUU FAcE OF WALL 1 TYP D /F40 FTG FTG GRID 070 IFID 04' Jt T 4 4 I FeD 1 ! I 404 SCALE I/16 iir' , -71 --J .0 1 ' ' SIM t - ‘47 , - AL A. t . t ...ii hj. , - 11 (-3.0,-/ 1 1 --2 . -6" L-10 Fri, 20 4' 1 1 1 4" THIcK PAGE CR WALL -10-0" POUR STRIP - T 1 T ,== L -J F6 1 -I 1 F.6.0 ' F610 1 I r ; I , ,,..---t G UNRENFORCED i , , LONG SLA13 ON, I GRADE TYR 4 (00) ■-17( ■-1 L-1-1 --J F60 17-1 Fr, N1C -0040 25 •TYP . DoCK DOORS 26 25 25 Typ AT DOC, DOORS 25 (-5 T I - L Fr2.0 1 4,13 . 20 . __L4 BUILDING 'A I - FOUNDATION PLAN COL t r 1,0 SIM 54 Sri I (-25? I STEP FTG 2 (-25) 22 1 TNICK f 1.4" 'No( . , -4. 50 1 _.....„. 1 25 21 Y - 4 COL 560 .0 1 711.. AT EXT UNO. .4 47 18 0.C. ' POUR STRIP AT POUR STRIPS 1 EA WAY - TIP 380-0 r 1 1 L --J 160 r 1 I 160 5-0'0Ek 8'.0' PROJECT NORTH 2E-0" TYP AT ST COLS 160 ' -(-25) C.GL 1.4" THICK U COL 25 "IV NICK 14.0 (-50) SIM STEP FIG 25 26 1 I I I L J F60 14,0 115-4 25 25 25' F40 r FACE OF WALL 11410K cp coi_ 2 FIG PCUR STRIP 1 -11 FNL JNT 204 e. 31 140 0 Fl 1-30) TYP COLS 9 140 FTG GRID la To © FACETR WALL FOUNDATION NOTES: I. SEE ARCH DUOS FOR DIMENSIONS. ELEVATIONS AND WALLS NOT SHoUN. 2. SEE SHEET 5101 FOR STRUCTURAL NOTES AND TYPICAL DETAILS. 3. SEE SOILS REPORT FOR FaNDATIoN AND SLAB SUPPORT REQUIREMENTS. 144)5 IS TO INCLUDE ALL EXCAvATION, FILL AND FILL PLACEMENT REQUIREMENTS. 4. vERIFT ALL ENDOW AND DOOR WIDTHS AND 1451.41 WITH 4504. 011.C.S. 5. SEE ARC(4/MED-I DRAWINGS FOR DRAINS SLOPES AND OTHER FLOOR DEPRESSIONS NOT SHOW. 6. SEE SHEET 5401 FOR PANEL ELEVATIONS. 1. TOP OF FOOTING ELEVATION (-XX) REFERENCED TO TOP OF SLAB ,00) RECEIVED CITY OF TUKWItA 199 PERMIT CENTER CONSTRUCTION SET TiVITgls '211-311 5/23/99 HBL CIVIL &STRUCTURAL ENGINEERS•PLANNERS t 6'" REVISIONS NO. A DATE 5/15/E0 5/22/943 1/21/98 0" JKG GJH FOUNDATION PLAN BUILDING 'A' JOB NO. 9133820 DRAAN DR 04450050 DATE 119118 52.01 (1) 13 In erg 4= 4 7 O 13 4 1JI :Th 1- me c F 7 1 1■1.C_ S 0 1-4WLLE MAR, SIZE REINFORCEMENT REMARKS F40 4 x 4•-0• 5.1 (5) 5 EA WAY BOTTOM FED b' 6 (1) 5 EA WAY BOTTOM F65 6 x 6. 1 (1) .5 EA WAY BOTTOM F&� ,... 5 x 5/ P (VS EA WAY TOP AND BOT .---/ COL coL ' 11; 4 COL ,AcE OF WALL 7 —1- 9 TYP A Ern COLS TYP C-312) F4D F4.0 — FACE JALL ! 14 PNL - 20 '1) SCALE VG" 1 42, , SIM IN , E •4 4 A : AT POUR STRIPS --I -1 20 D9c6- 0040 23 D 16 POUR 57RIP POUR STRIP AI25 PNL NT 81-011 SW AT NT COLS - 4 POUR STRIP 0 POUR STRIP 25 - V' L2L,. FTG 41-01 • PP POUR STRIP COL FTG 14 . FTG r r r - - - - - - - 1-- ---------- I 1 F65 t_,_, I FED FED COL FACE CP 1. 5V-0 FE 5 STUN DOCK DOORS 25 16 4 25 FED FED qt. - J F60 , 0.C. EA - TYP, r STRIP AT ,UR S1RIITS PC,IR 2F-0" BUILDING - FOUNDATION PLAN 7 TIP AT DOCK DOORS SIM STEP FT6 13 `2 L J T A' IS' O.C. EA Y T,P R STRIPS r FED 5 50 ▪ -J 5550 SITS THICK 30-0 FTG 4 9-SC 555 ABOVE L_ 56.0 5 UNRE . ED CONC ELIE ON GRADE (00) I ` r L- 4 COL LIMO ci 24'-0" PROJECT NORTH " 25 COI. SIM -STEP FTG TYP AT EXT - F6.0 COL 5 0 ? 5'- O' 25- l FE D F4.0 r- L Si 7 1 2 /-4 COL 20.-e 40' 3 1V-0 1-3D) 1-50) FACE OF WLAL - 3V-0" j 2,..1k e , 1 1 25-0' / 2B-4 1 251-0" e 11 e 1 „. TACK e e, e 1,, 50 -0 THICK " I24,:of I 1 350-0" C5 FACE OF WALL FPNL IT cp ABOVE 14 540 - FACE OF WALL — \ TYP (-301 :g FOUNDATION NOTES: 9r I. SEE ARCH DUGS FOR DIMENSIONS, ELEVATIONS AND WALLS NOT SHOW. 2. SEE SHEET 5101 FOR SllitiCTURAL NOTES AND TYPICAL DETAILS. 3. SEE SOILS REPORT FOR FOUNDATION AND SLAB SUPPORT REC(UIREMENTS THIS 15 TO INCLUDE ALL EXCAVATION, FILL AND FILL PLACEMENT REQUIREMENTS. 4, VERIFY ALL WINDOW AND DOOR WIDTHS AND HEIGHTS WITH ARCH. DUGS 5, SEE ARCH4T1ECH DRAWINGS FOR DRAINS SLOPES AND OTHER FLOOR DEPRESSIONS SOT SHOW 6. SEE SHEET 54.01 FOR PANEL ELEVATIONS, 1. TOP CF FOOTING ELEVATION C-X.X.) REFERENCED TO TOP OF 51.45 100) critinni .1111 2 iss8 PERMIT CENTER CONSTRUCTION SET owes 5/23/55 HBL CIVIL & STRUCTURAL ENGINEERS•PLANNERS • REVISIONS NO. A DATE 5/15/58 5/22,35 1/21/56 .1,4C AS tn z 13 ta m LT- 4= 0 0 ' 4 O t IJJ vine FOUNDATION PLAN BUILDING JOB NO. 5133820 DRAIN OR CHECKED . DATE 1/ 52.02 • i • /IA • n l I • i • • 1 cams aad ' air ,s ' I I E "SED MEN E C T I Ol` SE=CT I GN 5 r AT CON SOTTO" °OJR 5'R'.F SEE PL4\ JNDISTURBED NATIVE 504_ OR COMFA,TED. STRJCTURA_ FLL AS QJiRED PER SOILS �°ORT 5 DO:EL TOOLED JN' R= e' °OUR 5TR'P REINF PER PLAN SEE FTG SCHEDULE FOR REOD REINFORCEMENT R PLAN • — 111 =I I SEE PLAN t COL FTG 5EE PLAN POUR STRIP EA SIDE OF WALL ' AT 12" CL. - PROVIDE (4 5 DOWELS SPACED AT 4° O.C. AT E,= END 5 x 5' -0" DOLEL CENTERED ON 5LAB JOINT AT 24" OL. T, EA SIDE OF WALL SEE PLAN TS COL • • \• AT 2d" OC (2)•5 CONT AT 2' -0" FTG (3) 5 AT 2' -6" FTG COW JUTS N CONC / TO BE MADE SMOOTH AND COVER W/ BLDG PAPER I li it =! H -1 I I- Q• 5 DOWELS AT 24" OL. - 1 e^ i I EA SIDE OF WALL (OMIT 7.415 j SIDE OF WALL AT SUM) / /J / / PROVIDE (4) DOWELS SPAC. ' AT 4" OD. EA SIDE AT EACH END OF WALL (4 DOWELS SPA J, I AT 4" Oa. ON ONE SIDE AT END I OF WALL AT SIM) 1 ii! IT' --s I i l =1 UNDISTURBED NAT I T SOIL OR COMPACTED STRUCTURAL FILL AS t REQUIRED PER SOILS REPORT SE CT 1 01■1 TYPICAL PANEL R=INF PER PANEL ELEVATIONS GROUT AS fv'CQUIRED (6) 5 CONT TOP RENT OMIT SLAB ON THIS SIDE AT SIM EXTERIOR GRADE AT SIM - 2 CLR 13" CLR CONT =TG RENF TAN 5 1 AT 10" O.C. COAT W ASPHALTIC EMULSION WHEFE EXPOSED TO SOIL I1 I' / -a l 1, 2 E W /(2) '4 "o z 12" THRD ROD, DRILL AND EPDXY Wi HILTI HYI50 W/ 3" EMBED SEE PLAN CENTER FTC UNDER COLUMM COLLT'N FTG AT END OF WALL WERE SHOW ON PLAN RN WALL FTG REINF (INCLUDING DOWELS) THRJ COL FTC- CONC TILT -UP WALL PANEL BEYOND FOR CALLOLLYS N COMMON SEE / \, THICKEN SLAB AT IT0.1L.K DCADRS SEE FOR �../ CALLO:TS N COMMA r - (2)5 - 'NNE NA SIDE OF - COL TS COLUMN PER PLAN -111 El I I E 1/4"x4 "x0-4" EA SIDE SLOPE SLAB AT DOORS 5 CONT NOSING BAR SEE FOR CALLOUiS IN COMMON AT 24" 00. POJR, STRIP PER PLAN (2)5l` AT 24 OC (2? MIN PER PIER GALV. L 4x4x4ix1' -0" AT 5' -0" 0.O MAX W (2)'4 "0 STAINLES II I I STEEL KWIK BOLTS AT 9" 0.C. - (3) ANGLES PER PNL MN SE=CT I01∎1 I" CONCRETE PANEL TYP E 'h "xD AT 5' -0' O.C. W/ (2)'4 "0 WHS. - START FIRST EMBED AT 5' -0" ABOVE FF. - — N COL AND PANEL SE=CTION 11 SECTION 1 2 I.NDISMSED NATIVE --y' SOIL OR COMPACTED STRUCTURAL FILL AS REQUIRED PER SOILS REPORT / TOOLED 'NT Re y" l lll lll lll llj l l jil COL SE=CTION e i°LAN O 2' -0" EA WAY AT POUR STRIP SEE e FOR CALLOUTS N COMMON COAT ION ASPHALTIC EMULSION USERS EXPOSED TO SOIL 0 SECTION i H :111 11 11 -111 1 h 11 =111= 111= 111= 5 AT PANEL OPENING FIELD BEND TYP WALL -- RENF AS SHOWN DRAPE TYP POUR STRIP RENF \` UNDISTURBED NATIVE SOIL OR Cr; MPACTED STRUCTURAL FILL AS REQUIRED PER SOILS BPORT SE=CT I Oi■l 2' -0" COL AND FTG III -1 I I -1 i I =1 SEE '� FOR `�/�J CALLOUTS IN COMMON GALV 3x3,05 045 AT IN 00 TILT -UP CONC PANEL SEE SNT 5401 FOR ELEV 11 I f ill I !III In SEC I ON Cl2X30XI' -0" W/ (4) 5 WELDED DOWELS (2 NOUN GF 2) AT S" AADE BAR INN I' -0" EA SIDE COAT Ili/ (3) COATS ASPHALT EMULSION EMBED E'4 "xl'- 6"x1' -6" W/ (4) 5 WELDED DOWELS • • • • SE CT 1 01■1 1 11N 1 l - _ I I 1 =111_ 1I - TYP RECEIVED CITVOFTUI(WILA JUL 2 5 1998 PERM - CENTER /4 1116_MI♦ III III III II 517E AND REEF PER FIG SCHED .1 1 •I!L III I -1 1 I -1 11 =j I j REEF PER PANEL DETAILS SHT 5401 CONSTRUCTION SET EXPIRES E /2.3/90 REU55 OF DOGUIENTS oon "o i �uwsmux» :s HBL C I V I L & S T R U C T U R A L ENOINEERS•PLANNERS e :tENAVE� T� \>' \9]339 \9T33920i :vC NO. A G REVISIONS DATE 5/I5/38 5/22/38 GJ_, O EE- D iD O N -J v Z EC 0 < < 0 FOUNDATION DETAILS JOB NO. 9133820 DRAIN LAW CHECKED DATE VSPAS 52.03 UPDgTED ni! 22 19 20 :: \ v v. aHic \ \ E ETA. SHTG 21 : :-J--4. _.._. .-. �., -. / / v v ....... _ . _. - _ \--- --"" - � f 28K 400/250 A AT 1 10' -0 O.C. _ _ w f _ T T fl 4 A 5N 1 14.1K i / � T.O. SHTG 21' -10 "- T 486 5N 1 14.1K q TA. SHTG 2 2l' -10" H.IK 4 48G 5N 1 14.1K - -_ - - T - T.C. SHTG 2 21' -1 F F,` / 48G 5N 1 14.1K 4 T.C. SHTG 2 21' -10" T 14.1K 4 4-- _ - 3 30K 4001250 A AT 10' - -0" OA. q / 4 � - K 3 / SNTG 2 21' -l' " " / 486 5N 1 14.1K �... T TO SHTG 2 28' -8" \ \ / 48G 5N 1 14.1K a / T TA. 9HT6 2 28' -8 "- T \� 4 48G 5N 1 14.1K 4 TA. SHTG 2 28' -8" I411K 4 4 . 4 14 - P PAT A AT t a I II D ttP AT n r o o n•P AT � X XII AT 10' -0" OC. _ TO. SWIG 2 21•1 " " � 486 5N 1 14K W. 5I-IT 2 2T -10" T 14K \\ 4 - 2 486 5N 1 14K a 4 28K. 400/150 A T 4 48G 5N 1 14K / / 4 T.O. SLIT G 2 21' -10" � 1 4K 4 IF 4 48G 5N 1 14K Eh \� - - 14K f � ( 83 0 ,- - / ! T TA. 5HTG 2 21' -0" OPP T _ _ : j.' 2 AT 10' -0" O.C. ii =' c TA. SHTG 2 2i' -0" T - c c = - c . . TA. SHTG 2 48G 4 4N 15K -- ' ■� ' SN T G 2l'- D ' T I ( , I NM 2N 15K C 48G 4 4N 1.51C 10 T (SEE P 71E 137 ' ' N �_ T NOTE 13) O OPP ( _r i 1 © P (SEE N NOTE 13) _ PROVID �1 0 _ _ _ AT 10'- 0 0 - IS DRAG STRUT _ - A AT 10' -0" O O.C. - - - �_ � �- _ _ I I5 DRAG STRUT - -� - O .C. - 0 'SE HJTF SKEJED - - -- HNGRS FOR STIFFENERS TC SHTG '0 SHTG 21 -0" T.O. SHTG 21 -0° D: 1 3,e LI( STRAA EMBEDS PER lam, _,, AND �sr,.n TYPICAL AT 3) RILL END BAYS AND ACCROSS OTICE NODES T.O. SNTG 21' -10' AS' 3103 BELOW SCALE 1/16" = I' -0" 30' -m" CIL 54, x 13 BELOW GL T14, x 9 FLAT ABOV= T.O. SWIG 21' -10" D '- SEE I,e5CH 1:3165 FOR 4x8 0 5MC- VENTS - USE 2x6 1 AT EACH EDCS TT T. O. SWIG - INDICATES TOP OF SNEATHING SU 1 NNa '4 - ROOF PiR,4M INC$ 50' -O" BELOW 50' - 0" =GL 5 x 132 BELOW / GL 541 x 9 FLAT ABOVE TA. SHTG 21 10" PROJECT NORTH 50.0" 50 -0 I. JOIST MFR TO DESIGN BAR JOIST AND JOIST GIRDERS FOR IE LOADS D TO 1"ECH EGSJIPFENT AND SPRINKLER SYSTEM. GENERAL CONTRACTOR COORDINATE MECHANICAL SYSTEM UEIGHIS/LOCATION5 WITH JOIST MR PRIOR TO FABRICATION 2. JOIST MFR DESIGN JOISTS FOR FUTURE 11001b MECH. UNIT OVER 4 AREA (I) UNIT CENTERED M EA BAY AT OFFICE AREAS. 3. JOIST DESIGNATION 15 5HOLLN AS TOTAL LOAD M POUNDS PER FOOT OVER THE LIVE LOAD N POUNDS PER 5007. 14 4. AT EACH COLU('t2 SUPPORTING JOIST GIRDERS, JOIST MFR SHALL MATCH THE BEARING DEPTH OF ALL JOIST GIRDERS FRAMING INTO COLUMN. 5. AT EACH GIRDER TSFFORTNG BAR JOIST, JOIST I'FR SHALL MATCH THE SEARPI DEPTHS OF ALL BAR JOISTS FRAMING INTO JOIST GIRDER 6. JOIST AND JOIST GIRDER MAY HAVE NON- STANDARD BEARING HEIGHTS. STEEL RETAILER TO COORDINATE HEIGHT OF BEARING SEAT WITH JOIST MFR 1. ROOF JOIST SUPPLIER TO PROVIDE BRIDGING FOR JOIST PER STEEL JOIST INSTITUTE AND MFRS RECO`MENDATIONS N ADDITON TO LOADS $1401$14011N. O B0TH JOISTS AND BRIDGING SHALL ALSO BE DESIGNED FOR A NET UPLIFT OF 1110 pef. S. JOIST 1'512 TO LOCATE, SIZE AND PROVIDE ERECTION BOLTS AS 5 STEEL DETAILEER SHALL COORDINATE LOCATION OF BOLT HOLES N ALL CAP 0, EMBEDS, ETC. S SEE ARCH ROOF PLANS FOR SMOKE VENT LOCATIONS. 10. ALL FIRE SPRINKLER MAINS TO BE SUPPORTED BY STEEL GIRDERS. GIRDER MFR TO COORDINATE WEIGHTS AND LOCATIONS. IL TRUSS 1'FR TO DESIGN TOP CHORD OF THIS TRUSS FOR AXIAL SEISMIC LOAD OF 48k (NFR TO INCREASE TO LH JOIST F NECESSARY) 55 12. TRUSS 1FR TO DESIGN TOP CHORD CF THIS TRU FOR AXIAL SEISMIC LOAD CF 24k (t'FR TO INCREASE TO LH JOIST IF NECESSARY). 13. TRUSS NFR TO DESIGN TOP CHORD OF Nis JOIST GIRDER FOR AXIAL SEIE'TIC LOAD OF 225. Ark e 50' -0" TO. SHTG 21' -0 " -\ 6 TYPICAL BELOW GL 5' ✓e x 8 BELOW GL 5F. x 9 FLAT ABOVE DP2 3x' WI STRAPP0 AND EMBEDS TYPICAL AT (3) RILL END BAYS 450 ACCROSS OFFICE NODES AT COL'S W / PARAPET '.O. SETS 21.0° SIM AT COLS WI OUT PARAPET 11-1 21 -0" WOOD NAILER SIDE PLATES PER ST OF ALL GIRDERS 2 PARAPET T 21 -10" Q REVISED PER REVIEW COMMENTS CONSTRUCTION SET RECEIVED CITY OFTUKWJLp AL L. 2 199i+ C I V I L & S T R U C T U R A L PERMIT CENTER E NGI NE E R S•P L A N NE RS AHBL IBETES $/23/99 ECIE>TEA 4`4'1 E T. \S\9): 38 \9:33830.. ➢uL �E➢ 0: 1?9? tS 3y 3r RE /151055 NO. G 0 G DATE 5/15/98 5/22/98 JKG G.,14.1 1/221/98 LAP ROOF FRAMING PLAN BUILDING 'A' JOB NO. 9133820 DRAM DR/LAW CHECKED . DATE 5399 53.01 c/ 1 13 ID 13 7 4= U 0 Q _ -1 ][- UPDATED DUI. 2l 1998 093' :_ P:- OT'_IN .Nl ?I 1998 C? ?'. a / 3D3 / 3 yy, **,f / 3 — _ \ \ L L'SE HUTF SKEUIED — EE NOTE I1) MIN 33S) (SEE NOTE I; (TI SLOE SE SLOE 33E) (il � a 194 U�_ a (SEh NOTE I; 3351 3LON 33E) Y� 1310N 338) I� (II SION a I J I Q / 111 31 NOTE IN ■© (II SLOE 3S) TI o l I I IC 1 1 1 I . „P ,6 L L / U/ 5TRA. CND EMEED5 'PER \a ) AND 3ID3 TYPICAL 47 (3)F ULL END 0475 AND ACCROSS OFFICE NODES A. 5/475 27-0" _\ 7.0. 51475 27' -0" AB J 3ID 5ELOW T.O. 51475 2b' -0" GL 5US x 13 BELOW GL 5 a x 9 FLAT ABOVE 5L1 I1-= INCv '5' - ROOF FRAMING 12"1-4N1 SCALE I/16" = I' -0" 50' -0" D 9 o o*o 50' -0" -- to SHTG 26' -D" T. O.51475 - INDICATES TOP OF SHEATHNG 5 - 0" 50 -0" 3ID 3ID3 L GL 5 x 1 BELOW tsELOU 5 x 9 FLAT ABOVE PROJECT NORTH 50.0" ROOF FRAMING NOTES: 50'-0 L JOIST 05 TO DESIGN BAR JOIST AND JOIST GIRDERS FOR LOADS DUE TO MEGA EQUIPMENT AND SPRINKLER SYSTEM. GENERAL CONTRACTOR COORDINATE MECHANICAL SYSTEM 1.1.E61415 LOCATIONS WITH JOIST NPR PRIOR TO FABRICATION 50' -0" 2. JOIST M� DESIGN JOISTS FOR FUTURE 110015 MECH. UNIT OVER 4'X8' AREA (I) UNIT CENTERED M EA BAY AT OFFICE AREAS. 3. JOIST DESIGNATION 15 5HOLLt4 AS LIVE LOAD M POUNDS PER FOOT OVER THE TOTAL LOAD IN PONDS PER FOOT. 4. AT EACH COLIAN SUPPORTING JOIST GIRDERS, JOIST /1R SHALL MATCH THE BEARING DEPTH OF ALL JOIST GIRDERS FRAMNG NTO COLUMN. 5. AT EACH GIRDER SUPPORTING BAR JOIST, JOIST 1•FR SHALL MATCH THE BEARING DEPTHS OF ALL BAR JOISTS FRAMING INTO JOIST GIRDER b. JOIST AND JOIST GIRDER MAY HAVE NON - STANDARD 8E4586 HEIGHTS. STEEL DETAILER TO COORDINATE HEIGHT OF BEARING SEAT WITH JOIST MFR. Y 40' -0" BELOW LGL 5' x 131, BELOW Si. 5 x 9 FLAT ABOVE 9 SEE ARCH ROOF PLANS FOR SMOKE VENT LOCATIONS. USE /5/1F 5KEHED EI /55 FOR,51110NERS DIAGONAL WALL T.O. 5HT5 21' -0" AT COL WI PARAPET 5575 2T-0" SIM AT COL'S WI OUT PARAPET .0. 5515 27-0° PARAPET 1. ROOF JOIST SUPPLIER TO PROVIDE BRIDGIWa FOR JOIST PER STEEL JOIST INSTITUTE AND *RS RECCI" IENDATICNS IN ADDITION TO LOADS SHOLLN. BOTH JOISTS AND BRIDGING SHALL ALSO BE DESIGNED FOR A NET UPLIFT OF 90 psf. 8. JOIST 1-FR TO LOCATE, SIZE AND PROVIDE ERECTION BOLTS AS REQUIRED. STEEL DETAILER SHALL COORDNATE LOCATION OF BOLT HOLES IN ALL CAP R, EMBEDS, ETC. 10. ALL FIRE SPRINKLER MANS TO BE SUPPORTED BY STEEL GIRDERS. GIRDER MFR TO COORDINATE LLEKsHT5 AND LOCATIONS. IL TRUSS MFR TO DESIGN TOP CHORD OF THIS TRUSS FOR AXIAL SEISMIC LOAD OF 48k (MFR TO INCREASE TO LH JOIST IF NECESSARY) 2. MISS MFR TO DESIGN TOP CHORD OF THIS TRUSS FOR AXIAL SEISMIC LOAD OF 24k (I'FR TO INCREASE TO LH JOIST P NECESSARY), B. MISS MFR TO PESOS TOP CHORD OF THIS JOIST GIRDER FOR AXIAL SEISMIC LOAD OF 22k 14. TRUSS 100 TO DESIGN TOP CHORD OF THIS JOIST GIRDER FOR 44K AXIAL SEISMIC LOAD. PROVIDE NAILER AND STEEL SIDE PLATES FOR FULL LENGR; OF ALL GIRDERS GRIDS 02 AND DF 3x W/ STRAPS AND EMBEDS PER - ID AND 53 TYPICAL AT (3) FULL END EATS AND ACCRO55 OFFICE NODES RECEIVED CITY OFTUKIMLA JUL 2 9 99918 PERMIT CENTER amlVES 5/ 23/ 99 HBL C I V I L s S T R U C T U R A L ENGINEERSAPLANNERS i1LENPME, ] \S9]339\9]33P302. DYG iFEPTEP EE4 G? 109- IA. 3� Ja 5/22/08 C 21/98 _AH NO. REVISIONS DATE 5/15/°8 CC 0 e j ~ N J c z i IX 0 Q 0 I ROOF FRAMING PLAN BUILDING 'B' JOB NO. 9133820 DRAUN 101.4/5 CHECKED . DATE V9/9S 53.02 z 13 to ni 4= 4 3 004 TN/ '4PI JUL? ;99e'si1 :stf °ITTED _..� 21 1938 1 :, 56 S ECT I Ol�l A - 0° CHORD-OR SGT I O1* • MIN LA ^ LS E MIN eARiES W 2 FARA WAL. "RT. ox R'PPE D `C ' ,ALL CGS ES u. {� �^ SNOF N., LER MFR DES, SONNEC "ON \� JF NAILER TO TOP CHORD .OR AL LOAD r� __ -`' PER GIRDER MANUFACNRE I /4 DO NOT HELD BOTTOM co HR'J TO STABILIZER E TS COLUMN :Am... OR =3e • i 4 MAl BE ,SET FROM 4 ,;N' CONDITION AT JOINT WELDTO EA SIDE OF EA GIRDER CHORD SEAT DEPTH MINUS 1' - 0" \ BETUEEN CHORD MEMBERS S� GT 1 011 DRI EMBED E ?r- x12,0" AT 0C WHO '4 " <x4" 4325N CHORD W(O W) HORIZONTAL SPLICE SLOTTED HOLES PER; SGT 1 01∎1 EXTERIOR 5'4TG PER ARCH \— SI"IP LJ26 — CAULK NO JOIST 4T SR' —\ BLOCK -OUT PANEL —' ' N FOR TRUSS SEARING \ 5 %16 5/16 V5" ;PLiCE E , i' z ERG DEPTH MiNU5 -a" x -6' E yex GIRDER DEPTH I\ TRJSS'C MINUS UN x 0' `" /;/4 I /4" N GIRDER / TYP D9'%-00{0 EXP BOLT AT 48" OC 1 -0" EDGE NAILNG AT JSTS W/ STRAPS SIMPSON LTTI9 W/ 3/4 "0 THRD ROD, DRILL AND EPDXY W/ HILTI HY -ISO W a^ EMBED AT 48" OC \ GITRUSS RDER T55 \ BEVELED HOLE FOR DOLE. S� GT 1 01,1 TRUSS MFR TO DESIGN TCF -- - CHORD f. SEISMIC FORCE . - .(-' TO BE TRANSFERED ) BRG SEA' -- L 460,, -O" AT SIM ,SKEWED WALL) ' LSE L6xhz' %xI' - , • \ I L6 x4 , .- -'R D 2x6 CONTINUOJS W: 3. "< I I - 15 APA RATED SHTG au 8a AT EDGES AND BOUNDARIES - ;: " OC FIELD CONDITION AT JOINT 2xb A W4 3L.ONLD /-- m PER t 9 l ^ 4106 HORIZ DOWEL C ERT 1,93x0' DOWf15 -6" W il / (215 ' N (1) 1 AO / 4106 x 5' -0" HORIZ DOWEL _ / 4 DOWEL C 5.61 \4 \TO CI \ 5,6 \ CI TC R �_ E ss•x- i,�.z0_��3,: W; (3) 45^1 A106 x 5' -0" LAP W' CHORD REINF BAR JOIST IN FRONT SECTi - - BOBOUND., NA',L ING 3 4'< x 9" EXP BOLT AT 46' OC 4x6 CONT _EDGER NTH "S5 E PS "x!. "xO' -iT' USE ONL` AT PANEL WHERE ' MATES . HORD SPLICE PER / - INSTALL CHORD SAID 1 SPLICE PRIOR TO INSTALLING ANGLE LEDGER 24 " 3 ( AT BOLTS -7 — / — PLAN VIEW CL. . Y AGE 6 \ EMBED E 3" 7 EMBED E 4 6 "x5 "x0' 9� /a" ID/ (2) "ox4 "WHS. S E= G7 1 011 ` (2) o MB. - CSK AT AT EXTERIOR FACE BR'.a E 'i2 "x5 ADDTIONAL •1 THIS —, PANEL ONLY - FULL/ LENGTH OF FNL WT I2x31 z I' -3" W/ (3) — �1 ASTM A106 x 5' -0" JOS T MFR DESIGN JOIST BRG —� SEAMS AND JOIST GRDE TOP CHORD TO TRANSFE IAL LOAD TWO ROILS OF ROOF BOUNDARY NAILING ATTACH 4x6 TO EA TOP — CHORD ANGLE W/ (2) SIDE £'- '4x8 "5(4 AT 0 -0" O.C. W/ (2) 1 ". MB AT 5" GA - WELD SIDE E'S TO TRUSS W/ ." FILLET WELD 3" LONG • C T R (2) CONKS IN 10' TRUSS SPACE G7 1 011 I' -0" KEW E TO !ERG II' -II'4" APP. G.C. VERIFY CD CHORD STEEL - CO NOT L D STEEL - DO NOT / WRAP THIS END WRAP THIS END / DOUEL J/ / W / 5/161 \4 / TlP NOTE: TRUSS PER DESIGN WOCD NAILER CONNECTION TO TRANSFER 46 KIPS INTO TRJSS TOP CHORD SE CT I O1■1 BLOCK -OUT PANEL FOR TRUSS B- -ART0. 546 D6 C Ix PER fe E e"x8 "x0' -8" HOLD BACK WOOD NAILER dxb BLKG STUN TRUSSES I FOR (31 BAYS - 30' -0" MN AT GABLE ENDS OF BLDG - ON ALL GIRDERS (BLKG RILL LENGTH OF DRAG STRUT GIRDERS AS NOTED ON FRAMRY., PLAN) / TRUSS TO I/4 V 4" \GIRER TYP ditil lioLA AT END OFF SEAM S CT IOM SIMP LIDS RAP AT ----" 00 W / "<1550 ROD W/ HILTI HY -ISO EPDXY, 0 EMBED 'h" SPA RATED SHTG BLOCK ALL PANEL EDGES - NAIL 105 AT 4" OL. EDGES, 12" O.C. FIELD 2x6 AT 24" OL. W/-/ SIMP U16 HGR5 GIP SHTG, PAINTED —GL 54, 9 ON SIDE GLAZING BY STEERS S C T 1 01∎1 13 sac. T I Ol�l in I' -0" --- COST 4x LEDGER W/ 3 4"< x 9 "EXP BOLTS AT 45" OL. PER f 1' -0" ROOF BOUNDARY NAILING SIMP �(4�' -0 ` HRD CL BTU.N GRIDS W/ HILTI HY -150 W/ b" EMBED 3x6 W/ SIMP HU3NTF EACH 8' -0" OL. TYP OR TO MATCH ATIONS STRAP ACROSS (2/ TRUSSES W/ SIMP MSTI 12 AT ALIGN W/ MTT25B (STRAP ACROSS (3/ TRUSSES WHERE END BAY IS LESS THAN WIDE) —r?) 5 HORIZ PGXY SIMFSON F2EN OR F36 TIP EA END STIFFS - USE 3X STIFFENERS AT STRAP LOCA1CNS TS COLUMN SGT I 01■1 SGT I01*-1 2 JOIST INTERSECTION AT EXTERIOR FACE Of WALL 1 ,_ 0 „ OMIT PARAPET AT- 5IM - SEE SECT FOR CALLOJTS \ - L 3 "x3'k'4 "x0' -4" — W/ N "< EXP BOLT W/ 4" EMBED SEE ED FOR �/ CALLOUTS IN COMMON )4 cLR S C T 1 01' � / PLAN VIEW 1 , 4y3 " r -(2/ 3 4 "< MB GL 5'g EDGE OF PANEL L 6x3x a W+ 5/N EXP BOLTS S/ 5" EMBED /EPER� / D3 \. -- L6x6 PER \93A3 • • REVISED PER REVISE COMMENTS \N OPUS REQUESTED CHANGES 2x TRTD E W/ sg "o ,/� EXP BOLT - 4" EME 1==)L Ar 4 I CONSTRUCTION SET I RECEIVED c . � - <" PE„ 0:PDER' r-R I -- E 3 4" x REO'D SIZE - COORDINATE W/ JOT GIRDER MFR 3/16 VI" \ \ GIBER TRUSS 7V DPRES 5 / 23 / 99 C I V I L & S T R U C T U R A L ENGINEERS•PLANNERS �ItENaHF �5�9 ?>>3�9 ?338303 9L'u 0 RE /O'ONS DG -c 5/15/98 5/22/98 LA■ r 0 2 L 4- U 0 4 O 04 AENI � � 3 H- JKG ROOF FRAMING DETAILS JOB NO. 9133820 DRAW' DR CHECKED DATE 19/98 63.03 i aW: m t . 2 . ; I.= I : ). ' !NE_____- CV 5 EA FACE TOTAL - TTP I I , !!!i! (9 F / 5 EA A CE g. 111 lit: III ii (6) r !li)TO. 5 EA FACE AL -TYP � I 111 1■ 1111:1 111111 111111 ■1 MU 0 111 11 : 1111 1111 111 : 1111 I 1 111 it u.I 111 IEM liii III III !8■!! ,.r 11■■■ l l TYP CORE ■ ■ MI 2) 5 TYP ' ►1111111 . �■ Bar MI ILIE son UM II� IIIIIIII mum 11111111 NM . ∎MIWA1 I hm" PMIMI f!!!► ■17lf1■ ■1 IMlI /M ■ ■!! Biel Gi !1■I „ ■■H■ � E-i ,-•�,,/ ' osiw ME ii I ■■■!1 l5) 5 EA FACE ( I AL - 1YP AT 12" O.C. NEXT TO WINDOWS !Real■ ►UIIIII 11111111 11111111 hiliffillinliOrdn II I CV 5 EA FACE TOTAL - TTP I I , /iIIP1 (9 F / 5 EA A CE Al , I I xI On' - ( 14) (2/5 111•1111111111111M 11 Ir 111 [ 1111 111 1111 UN ill 1111 : 111 Il ! 'Pak 0 0 111 1■ 1111:1 111111 111111 ■1 oPP © 0 111 11 : 1111 1111 111 : 1111 I 1 111 it 111111 11111 111111 Milt 11111 Mr 0 0 3 m. FINISH / FLOOR - liii III III II I II . � / :III (9 F / 5 EA A CE 111•1111111111111M (18) tOTAL - TYP H.u.,JYI Mgr ,.r 11■■■ l l TYP CORE ■ ■ ■ � 2) 5 TYP ' ►1111111 111111111 ME Bar on NUN IIIIIIII mum 11111111 NM MB PMIMI ■! ■■ TY P REI NF ■ ■!! 1�����, � E-i ,-•�,,/ ' osiw L ' ii I ■■■!1 l5) 5 EA FACE ( I AL - 1YP AT 12" O.C. NEXT TO WINDOWS ■!!I ►UIIIII 11111111 11111111 • ' I!!f1! !!!! vf■I ■■ ■■I ■■!■ TAINT IIIIIIII ■!■■ G■■■ ■■!\ "R,ERS ^- ,3, - -HOC HOR,� RFINF TNL_ASTRR .....D CAP - TYP CONNECTOR E:. SIDE - .e� III i1 II � III II HOOK VERT REIN' TYP RENF 1 SEE III �,, I I►, L III III 111 III 1 1 J I 11 11 11 tii Bj II 1L 1 II II II 'S =J OF' 1 Y *01211 S0 SHOO, 'D'LT NOT PLACE TIES 3- �1DK DOOT T GNL E> cNL v :DE -R EDEE ,7-ER ,1II 111 S CT I Olt _ _ :_ e , 2 -6 5.2. -6' -- _-R 40 CHA: 1-ER TYP .-T, EXPOSED EXT CORNEfw 54C(ER ROD AND CAUL KING TYPCAL D.ORT RENT AT-ERE REC.;I.RE- SEE OHO?RL SECS. S C T I 011 AND i„R a TEN BO.vE ENNS • PCJ<S; AE -- TH¢ OPE TUGS 5EE "JJNyI,10. PLAN - =0R ANDHOR- .".-.E EASE OF WALL -!2°4 THICK PLASTER AT EACH EN, 2 OF PANEL -TL— TTP EACH END L . / 1 SEE PANEL FOR C.;L :OUTS N COMMON ® 51," THICK WITH 12=4" THICK END PLASTERS y l iP � ' id lea r INTERIOR FACE 22-PAR E ,c P4,_ v `' 51^- A ; " THICK UNCZ ON cE FOUN DATIGN PLAN' - FINISH FLOOR /ER' TYP EDGE RE INF N /TYP F PNL ORIENTATiON AT Sr. "INSIDE CORNER" PANEL TO PANEL CONNECTION - IL) PER PANEL EDGE GRIDS A) D.I , E , 6.1 BL,,5 A 2 B AND BLDG B GRIDS 6. E e F - (2) MIN PER PANEL EDGE UNLESS NOTED OTHERWISE MANDOOR - SEE °LAN FOR LOCATION CHAMFER ALL AROUND. NS AND F5. CORNERS 5 .. - 0 D.AC 1 TYP VERT REINF AT 2 OF WALL NOTE COVER BARS FOR I,3 OF PANEL WIDTH FROM SPLICE CONNECTION W/ BLDG PAPER JN_ESS NOTED OTHERWISE r•- END TOP OF PILASTER j TO 1' -S" BELOW ROOF LINE TO MI55 SPLICE BLOCKOUT - - 5 TIES'., AT 5" O.C. FOR ENTIRE HEIGHT OF PANEL -TYP TYPICAL HORiZ -/ REINEORCEFENT ? 5 EA FACE -- �6 TOTAL S CT 1 011 s� HAIRPINS AT IN 00. • 0 CLR ,-(2)5 MIN (2/5 AT PANEL '- PERIMETER - TYP SEE PANEL (A� FOR FALLOUT IN COMMON 7 I 1_7 - LUI= LUALL 1='.41■1E =L aLa Y,4TI01 1S • IEEE : ecs :El TYP RENF SEE ® HOOK VENT CEIN= earl Ili \ II'' iItIII 1 _ 1uil HAIRPINS A 12` OC 11' R AT 5'r}" O . ° EA FACE !iii ' IIIII� 1!1111. 11: . Mill Aek I11� 111/111 111111 III 1111111 11111l 111111 :111 NISH 1111111 111111 ! L oR 1!11! 111111 1111 ; 1111141 ,411111 :!nisi 'Nil i:i•. BACKER ROD AND CAUL<RO TYPICAL • ;3/4" L O.'TSiDE FACE TYPICAL VERTICAL EDGE REINFORCEMENT O < - :TICK TYPICAL OUTSIDE GOWER CONNECTION _I MI -- f!NISH FLA R SEE PANEL ® FOR CAL_CVTS N COITION ® 1 <^ - HICK ROOF LINE I ■!!! , ■!!i. inpro MIS OE MI UMW IMMM! :I:7 NEON !em onto !■!! !!■■. ■III■ ■ U!!.!1 ■! ■■V NUB 11111111•111 MIME PF' RENIF - J SEE i OPP FULL ALTH '.• -- HOCK 'VVERT REIN= `5 TES fl 47 12" Q.C. 1/15 4" TYP .`1) 5 EA FACE 114) TOTAL - TYP (2)5 TYP 5 TIES AT 12" O.C. NEXT TO WINDOWS Sac T I01∎1 C T I C7= P -0" SEE PANEL A, FOR CALLOU IN COMMON ® 1. THICK 3'- 3' -ilL" MN { TYP 111111 111111 111111 1!:111 SEE PANEL FOR CALLOUTS IN COMMON SEE PANEL ELEV, FOR RENF CALLOUTS Ps" CLR 5 AT 12” O.C. MAX EA FACE - TYP r - S TIES I AT 12" O.G. NEXT TO DOORS - FINISH I FLOOR ADDITIONAL CLIP (TIP 3' OUTSIDE FACE TYP I5INF SEE () (1) 5 EA FACE (14) TOTAL FINISH 1 FLOOR (4) 5 EA FACE 151 TOTAL - TIP EC EQ TIP CORNER BARS L 3x3xIT>xl' -0 � - SET BACK CHORD STEEL IN 1 PANEL TO ALIGN LW CHORD IN 5 PANEL (2) 5 TYP (2) 5 TYP - 3 ' - I's " MIN UN FINISH FLOOR \ MIN 5 TIES 0. AT 12 00. (5)5 EA FACE AT EDC>= OF LARGE DOORS (10) TOTAL -, DqB -oo SE=CT I O11 ,, -0 " SEE PANEL ® FOR CALLOUTS N COMMON L5 TIES n AT 12" O.C. 5 TIES I 1 BETWEEN W5005;. AT 12 0.C. Ts' THICK SEE PANEL ® FOR CALLOUTS N COMMON O l,i " THICK TYP RENF SEE ® (515 EA FACE (101 TOTAL 5 TES AT I2 " O.C- BLDG A GRIDS AI D.I © GI GRID GRID Ob 131-DG GRIDS AI DJ 0 @ GRID GRD C 5- (415 EA FACE (s) TOTAL - TYP 1101 TOTAL - TYP NO UPPER WINDOWS AT SIM TYP REV SEEE ® 5 TIES I AT 12 "O.C. NEXT 3 MIN UND. TO WINDOWS G -CORD REINFORCING SCHEDULE PANELS AT LOCATION A1016 CHORD REINFORCING NOTE: - ALL CHORD REINFORCING TO BE ASTM A106. (31 '1 (3) '1 (3)'1 (3)'1 (3)'l (515 EA FACE FINISH FLOOR 1.1.1 ; : VA 11111 •• MI ill OFP� 11111 n u1 I,C 0 0 11111 r I; lit 11111 3' -O` !III NI ! 615 EA FACE I�1111 Or Ili n v TOTA CC III III I IlC: I I me lir lIIIIIIII O 545" THICK GENERAL PTE..? 50))? SEE PANEL ( A FOR CALLO. ?S N COMMON SEE PANEL ®AND® FOR CALLOUTS IN COMMON L 5 TIES BETILEEN WINDO115 AT 12" C.C. 1 THICK 1 THE REREORCEMEN: SHOWN ABOVE 15 N ADDTION TO TYPICAL BARS AT °PENNGS. ECC CORNERS, BASE, ETC. 2. ALL PANEL CONNECTOR DIMENSIONS 5140.N ARE TO CENTER LINES OF CONNECTORS UNLESS NOTED OTHERWISE. 3. PROVIDE ADDITIONAL REINFORCING AS 55510:112571 FOR LIFTING AND LIFTING N5ER15. 4. VERTICAL RD:FOR':EMENT TO 55)- RILL HEIGHT EXCEPT AS APPROVED OTHERWISE. 5. VERIFY SIZE AND LOCATION CF ALL OPENNG5 WITH ARCHITECT'S DRAWNNG5. 6. DO NOT CAT OR DRILL ANY HOLES N PANELS WITHOUT APPROVAL OF ENGINEER UNLESS 5140ES OR INDICATED. 1. REINFORCING SHOT DRAWIN05 ARE TO 5E REVIBIED BY THE 55,55ER PRIOR TO FABRICATION AN,'' PLACEMENT. 8. DO NOT SCALE PANEL ELEVATIONS. SEE ARCH DRA111ING5 FOR BAILDNV3 DIMENSIONS. 3 SEE PANEL @FOR TYPICAL PANEL FORSORCEMENT. IS. STEP TOP OF PANELS WHERE REQUIRED PER ARCHITECTURAL PLAN. 11 SEE ARCH ELEVATIONS AND PLANS FOR LOCATIONS CS PANELS. RECEIVED CITY OF TUKWILA PERMIT CENTER z;/ ( REVI5ED PER REVIEW COMMENTS ADDITIONAL CLIP - -. LF EE PANEL OR CALLOUTS COMMON THICK CONSTRUCTION SET MKS 5/23/ Q HBL CIVI L ac STRUCTURAL ENGINEERS•P REV'S -.OHS NO. DATE 5/15/98 J <C 5/22)°2 G-J� ELA O Lt 0 o ct NJ J v J O < < 0 z g1 4= C 0 4 -1 o cb 4 y I- LU r PANEL ELEVATIONS AND DETAILS JOB NO. 5133820 DR,WN LAW CHECKED . DATE 15,98 54.01 'ILENaVC i\S \9T3 ?9 \9T3__Y90Dl. D�'G UPDATED � :999 ! ::3 59 :REa`E^ SCR ?5 tt ?. _:- �,DTiCP H� ^. :9•,3 !. 3. �_ . . .: ji , T. O. fE .1-4. 8 GV" , - 8 -- C „.. 6 1 I e --I e .., 8 SIM g., 3 / FIN FLR f'-Of Y 1. IA I>< -) . T.C. FTG _ --- ---.-- r , T L 1 r 4 4; --.... ,CE ;, 64, -,...,, ,,,- Co. - 4 COL 7 1 1 i• ---. 35 •0" --6--_ E' 2 ., 25 -4, I 25 6' 1 --- •?' .'i \ (7'' R 1 ,_, ! (-,....: ,.. _ 9 9 40 9 F FN1_ JNT ALONG GRID El LOOKING NORTH • , . 1 1 1 _'.2' -7 1._:_' ....1 I ! '9! 9 ▪ 1 r _1 ..- 1 — - -- - --- -,- - ..:- =- - -L., ._ 'TO FT3 - ----, - - INTERIOR EL.Ev4TION LOO<ING eOUTH .1 I .1 — — " L <I 9 —4-- -0 ▪ 16 • '..ONG GRID I LOOKING EAST 5 0 1 -0 1 ' -0 15 -0 ALONG GRID GI LOCKING SCUTI-4 9 ' § rq • • E 1 15L4ILMIN - INTERIOR ELEv4TION LOO<ING WEST SCA-F. 116 = I ; C , i 0 AL 01 GP 2 LOOKING EAST 50 :1)1 4.1 35 COL 380 FACE CF WALL 2 1 50 AI GRID D.I LOOKING SOON 13 - COL 22 25 3 9 \ FACE OF CALL 261-0" 44 (A19 SCALE I/16" D97-ootlo -3, 0° 10 22 ,2 Z\ 3 , 4 A \ ALONG GRID 2 LOOKING EAST E3UILDING 44' - INTERIOR ELEv4TION J..00i(IN 4T ET ENr.) 50 25'4, T. 0. e FIN FLR ADDED PANEL NUMERS 4 DIMENSIONS n OPUS REQUESTED 04ANGES SUILDING Il - INTERIOR ELEv4,TION 1..00<1N NORTH 91 25 CD FNL NO 432 4-33 451 A52 412 413 ( -4 , 3' !BELOW I RO LII‘E --- SCALE I/16T 25 15 22 VERIFY WI ARC1-1 4.-3e ENTR,ANCE uJ EI-Ev4TION T. 0. ,r3 TO LE, ( 11 21 9N PNL JITIT 1 9 -- T L-4"--_ 0 8 "TO FTG ALONG GRID AI LOOKING NORTH FIN FLR 20 20 PNL H71 C-ed crZEZZLA A T. 0. E _ - — ____ 1 „1-31.111" 5 3 ALONG GRID I LOOKING EAST CONSTRUCTION SET 45553 / 2.3 99 HBL jt'' • 'II: CIVIL & STRUCTURAL ENGINEERS•PLANNERS PERMIT CENTER : ,22; .22;72;::,„,„ RE/15 NO. DATE 5/22/30 T;21,'35 E INTERIOR ELEVATIONS BUILDING 'A' J05 NO 5133820 DRAL., JKC Ci-EC.KED . DATE 39/99 54.02 ii k ._.„, — 51 o . ..., 1 e e ,5,..0,, , 4. ( - 4 -4- , I 1 \ i ,/,‘ \ E -1 1 3.-41 8 7 T.1 1 I 314 2 2 -. , T - / A, 1 .._ T 7 - ' , . . ........... .,. . , e e, 1 o . ..., 1 e ,...e_....1. _... e 4. ( - 4 -4- -1 1 3.-41 8 7 T.1 1 I t e,-.,, f '-v i a'-o.' 1> I: .--- , I L ,X, .' '- 1 .._ T 7 - ' --= —, 604LE I I , = 23 -10 25 -" 25 9 - , I 9 ' 3 -0' SUN_DING ,- Il - INTERIOR ELEv4TION LOO<ING SOUTH ALONG GRID E.1 LOOKING NORTH 6 „c AL0 GRID I LOOKING E4.,T CD 25 0 FNL JNT ALONG GRID GI LOOKING SOUTH 26'-0' 1> 1 .-- >( • . - -1 e - r . -- -,,—, 1 ' ' '' d '' .I I' ' --- --. C CC .... 20-12" ,1' co '4 F °N. ''' - !>J : 1 2'-0" 1 24 4 ALONG GRID OCKI1 EAST 25'-3' 'SCALE 1/16, 25 BUILDING - INTERIOR ELEv4TION 4,LONG WEST SCALE lit,. -C" 25 BELOW ROOF LINE 22'-0" L 22 =.104 1 ALA GRID 2 LOOKING EAST 1><1 H- I iC e _ - 28," I !XI ALONG GRID 0.1 LOOKING SOUTH A S U f-- 9 3 W/ WI ACS co 22 -14 FIN FLR - T.O. FTG 14- D97-outo ; UM -§ _=! SCALE VW 25'-0" V-0" 2V-0" 25-0" 25 2V-0" 4'-11:1 25 124 25 ALONG GRID 2 LOOKING EAST W/ ARCH SUILDING 1 5' - 'INTERIOR ELEv4TION 1..00<N G E4ST END 25 4'-1 1\1 25," IV-0" SUN...DING - INTERIOR ELE\AL,TION Loo<INa NORTH FNL NO. A86 451 4133 4134 "X" 4114 AII5 3'-0" 3 453 4154 ALONG GRID Al LOOKING NORTH - N FINISH FLOOR FIN f-. T FTG TO, FTC, 9- I 10.-0" VARIES SEE SCHEDULE TO LEFT ENTR4NCE ELEv4TION SCALE 1/16" = 1 r-g] CC RECEIVED CITY OF TUKWILA PERMIT CENTER OPUS RECIJESTED CHANGES CD' 40. —, 11; FNL JN7 ><I I , t 3 3 ALONG GRID I LOOKING EAST 9 CONSTRUCTION SET SORES 5/23/09 I CIVIL & STRUCTURAL ENGINEERSAPLANNERS A CHECKED REVIVONS :DATE 1 3/15/,0 sr 22,, INTERIOR ELEVATIONS BUILDING 'B' OS NO. 9133820 DR4424 XC C AVE 1/498 S4.03 SHEET INDEX SHEET NO.1 SHEET TITLE C -1 GRADING AND SHE IMPROVEMENTS C-2 NOTES AND DETAILS C -3 DETAILS [O, 23.25 16.93 2 1 EZ4c 3 23.50 17.43 CO ' 48'i 2280 t/6�11 [0 1 TYPE, [OI NOT USED CO� TYPE1 Ol NOT USED TYPE1 CO] NOT USED CO � NOT USED TYPE1 [O]TFE1 C ®l [O, iYPE1 CO] RI 2 [O� TYPE1 [C] [m] TYPE2 48'0 [O7 TYPE, KO ME [ ®, TYPEi TYPE2 48'1 Cj, ®�/ SOLD RIG [O� SOLD R M WPM z�7 ' E2 24.50 1 1_lwriW��, RI NOT USED NOT USED NOT USED NOT USED 23.10 24.15 23.25 23.75 17.26 19.32 1 E=2265 1 'E= 1 9.13 Lt~ =>6 00 ENUE SOUTH { aVG L1/itg 20.13 LTA Tcp RR SNITCH• ST KEY NOTES CALL 48 HOURS BEFORE YOU DIG 1 -800- 424 -5555 iRAPHIC SCALE 19 ao m ( nL t? 1 tact = , ST . -- •2 5O AT qt !' 1i WRGT `T6 ESTj 110 DEB 1 AT GRADE ACCESS DOOR. DOCK HIGH DOORS; FINISHED GRADE 4.0 -FEET BELOW FINISHED FLO0.? ELEVATION (FF). 0 3 PROVIDE AT GRADE RAMP VAIN MAXIMUM SLOPE OF 8% AND PAVE I TO 1 SLOPE TO MATCH GRADE. O t-;. /,'/..T SG+ SHALC $E frem QJIE0 0 REMOVE EXISTDAG 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. c PROVIDE DUMPSTER ENCLOSURES PER ARCHITECT PLANS. EXTEND EXISTING SANITARY SEWER STUB TO 5-FEET FROM BUILDING AND PROVDE CLEANOUT 5 --FEET FROM BUILDING PER DETAIL UTlUTY CONTRACTOR SHALL VERIFY LOCATION AND I.E. OF SIDE SEWER PRIOR TO CONSTRUCTION. 0 PROVIDE GRASS GREET ACCESS FOR FIRE PROTECTION PURPOSES. NO EXTRUDED CURB SHALL BE INSTALLED AT CONNECTION TO PARKING AREA PER DETAIL SUBMIT SHOP DRAVMNGS TO OWNER FOR APPROVAL PRIOR TO CONSTRUCTION. O CONSTRUCT BERM PER DETAIL ALONG WEST VALLEY HIGHWAY. 10 PROVIDE 2 WATER SERVICE WITH 1 1/2' METER. COORDINATE ALL WITH CITY. 12 18 s7 The Cascade Buildings SECTION 36, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.Y. CITY OF TUKWILA KING COUNTY, WASHINGTON STORM DRAB: SCE (SEE STORM NOTES ON SHEET C2 FOR PIPE SPECFICAI1ON) REACH LENGTH, SIZE, SLOPE 15 LF 15" STORM PIPE 0 0.40* A A CB TOP ef , INy 77 C6 0' HIDE tNV z E ie: UTY EASUEIIIT ii PROVIDE 8'0 FIRE FLOW LINE WITH POST INDICATOR VALVE. COORDINATE AU_ WIH CRY NOTE: nrrCC[r trnmo CI-EfX VAL (DOH APPROVED) SHALL ucl.lvn articvn 9r� OF INSTALLED INSIDE BIDDING. FIRE IMET1l CONNECTION SHALL BE MOUNTED ON THE WALL PRIME CURS CUT AND PAVED CHANNEL FOR DRAINAGE PROVIDE UTILITY VAULT COALEENG OL/WAIER SEPARATOR MCDEL 612 -2 -CPS APPROVED EQUAL KITH 12'0 INLET AND OLLTLET.IE (IN�17.40, 10 (OUTk17.52 REFER TO DETAIL ((3\ FOR ADDITIONAL INFORMATION. 14 REM TO STORM DRAIN NOTES j3 AND .4 ON SHEET C2 FOR CONSTRUCTION OF ROOF DRAINS. 15 EARTHWORK SUBCONTRACTOR SHALL ADJUST DOSING MANHOLE TO GRADE. 16 PROVE UTILITY VAULT COALESCOIG OIL/WATER SEPARATOR MODEL 612 -2 -CPS A APPRO D) EQUAL VAIN 12'! INLET AND OWLET . IE (Nk17.15 ,E(OUT)=17.00 / " REFER 10 DETAIL FOR ADDITIONAL NFORMATION. 6 17 REMOVE EXISTING S DEWALK AND REPLACE 111N NEW/ SIDEWALK. A PROVIDE 2" WATER SERVICE W11H 1 ltr IRRIGAIION COORDINATE ALL ITH / 3 \ CITY AND MOTION SUBCONTRACTOR EXISTING 6' PVC SANITARY SEWER STUB PER AS- VERIFY PRIOR TO CONIRUC1ON. 7 IF 15" STORM PIPE 0 15.57% 35 IF 18' STORM PIPE 0 0.0X 290 If 12' 0.1. 0 0.43% 68 IF 12' D.I. 0 0.62% 119 IF 15" STORM PIPE 0 0.59% 89 IF 15" STORM PIPE 0 0.93% BUILT INFORMATION. CONTRACTOR TO 7 C8 -, l 3 jAN, 2N 1 A6 ' E 76,6 WEST VALLEY, LEGEND HIGHWAY • SR 181 I" B `''4 24 --- EXISTING CONTOUR UNE 24 - PROPOSED CONTOUR UNE O MH CB � SO SS SS AWAWIWAWAWMWAN A A A A A A 128 LF t5' STORM PIPED 0.30% 84 IF 12' STORM PIPE 0 0.74% NOT USED 172 LF 12' STORM PIPE 0 0.51% 214IF 1331F12'D.I.01.51% 123 IF 12' STORM PIPE 0 0.31% NOT USED 171 LF 15 STORM PIPE 0 0.30% 83 IF 15' STORM PIPE 01.60X NOT USED 16 LF 18 STORM PIPE 0 0.25% EXIST MN PROPOSED MANHOLE ROOF DRAIN CLEAN OUT EXIST CB PROPOSED CB EXIST STORM UNE PROP STORM UNE EXIST SEWER UNE PROP SEWER UNE PROPOSED SPOT ELEVATION EXISTING CURB PROPOSED CURB PROPOSED SLOTTED DRAFT • "is LIGh7 F CLE TDR 8M E R !" \ A A 24 A A A A CB NOTES 161 LF 12" STORM PIPE 0 1.78% 16 IF 12' STORM PIPE 0 0.50% 101IF 18' STORM PIPE 0 0.31% 21 IF 15' STORM PIPE 0 0.30% 17 LF 15' STORM PIPE 0 0.76% 28 LF 8' STORM PIPE 0 0.50X 107 LF 8 STORM PIPE 0 0.50% 18 IF 12 STORM PIPE 0 3.78X 56 LF 12' STORM PIPE 0 0.50% 15 LF 8 STORM PIPE 0 3.48% 7 IF 8" STORM PIPE 0 0.50% • PROVIDE TEE FlTING PER DETAIL C3 1. SEE ARCt8TECTUAL PLAN FOR HORIZONTAL CONTROL 2. EROSION CONTROL PLAN PROVIDED ON ROUGH GRADING PLAN. EROSION CONTROL SHALL BE MAINTAO8D DURING CONSTRUCTION Or THIS PHASE. EARTHWORK QUANTITIES CB I B2.B .r%+v: E 2 QUARRIES PROVIDED FOR PERMIT PURPOSES ONLY -PER ROUGH GRADING PLAN CUT 1500 CY - FILL 12,9: CY 100 -YEAR 24 HR RUNOFF FROM ME *21.4 CFS DI3VEABLE SURFACE AREA AC. ROOF AREA 130,074 S.F. TOTAL 31E ±7.0 AC. CATCH BA -6 aa ea M' E E�1B 7 VICINITY MAP DATUM SCALE: 1' = 1/2 NILE TOPOGRAPHICAL INFORMATION PROVIDED BY CLIENT. HORIZONTAL - BASED ON PLAT OF SOUTHCENTER SOUTH INDUSTRIAL PARK - VOLUME 97, PAGES 22 THRU 25 VERTICAL DATUM - BASED ON BENCHMARKS NOS. RM 36 8 RM 341 SHOWN ON FLOOD INSURANCE MAPS NOS. 5303300967E AND 53033C0978F PREPARED BY THE FEDERAL EMERGENCY MANAGEMENT AGENCY REVISED ON MAY 16, 1995 GEOTECHNICAL REPORT BY TERRA ASSOCIATES, INC 12525 WILLOWA ROAD, NO.101 KIRKLAND WA 98034 REPORT NO. T -3613 FLOOD ZONE DESIGNATION: ZONEX; WHICH IS DETERMINED TO BE OUTSIDE THE 500 -YEAR FLOOD PLAIN. ACCORDING TO FLOOD INSURANCE RATE MAP, IFIRMI NO. 5303360986F COMMUNITY NO. 530091, CITY OF TUKWILA PANEL NO. 0986, SUFFIX F, EFFECTIVE MAY 16, 1995, KING COUNTY, WA. AS PREPARED BY THE FEDEF�AL EMERGENCY MANAGEMENT AGENCY IFEMAI. I j 1 gust OF ooeeNTS 1 N IMl A MI10"YI ItlCt nWl i lA�1 ..919SEl N.9L RECEIVED H B L CITY OF TUKWILA . JUL 1 . PERMIT CENTER •w» "T.Ti T.3, a olit 7RAWl1 R T 9799B -C1. PI8 CRICAT0, 0.T 99 e 1997 ,n 181 . I1 1 NO. REVISIONS DATE BR2/98 6/22/90 BY PLUS 06$ GRADING ,AND._ SITE IMPROVEMENT PLAN JOB NO. 97338,10 DRAM CAP/SFr CHECKED . AEB DATE 11/24/97 C IPMTq, x is 199! w 1:211 71.8RtP x1e 199a l: aa 2" X 2" BY 14 GA WIRE FABRIC OR EQUIVALENT, AFFIX TO POST 2" X 4" WOOD POST OR STEEL FENCE POST CALL 48 HOURS BEFORE YOU DIG 1- 800 - 424 -5555 EXISTING GRADE � , FILTER FABRIC MATERIAL MIRAFI 100 NS OR EQUIVALENT BURY BOTTOM OF FILTER 14ATERIAL IN 8" x 12" TRENCH =1!! =I 1 111 = PROVIDE 3/4" - 1 1/2" WASHED GRAVEL BACKFILL IN TRENCH AND ON BOTH SIDES OF FILTER FENCE FABRIC ON THE SURFACE 6' MAX -2" X 4" WOOD POSTS. STANDARD OR BETTER, OR STEEL FENCE POST (FRONT VIEW) 8 !SIDE VIEW) FILTER FABRIC FENCE NOT TO SCALE VARIABLE B" MIN. THICKNESS 4 " -2" QUARRY SPALLS E:1 BATTER I I�z I '. ORIGIN � ' .�oa� GROUND 1 ' i ; I NOTES. (1) FLATTER SLOPE MAY BE REQUIRED IN LESS STABLE SOILS. (2) PERFORATED PIPE AS NEEDED FOR SUBSURFACE WATER. - FILTER FABRIC MATERIAL AS WIDE ROLLS - USE RINGS TO ATTACH TO WIRE FABRIC 2 "X2 "BY14GA. WIRE FABRIC OR EQUIVALENT FILTER FABRIC PROP. LINE 2' MIN - MINUS WASHED ROCK(2) 6" PERF. PIPE(2) n PROVIDE POSITIVE DRAINAGE TO STORM ROCK FACING, FILL SECTION A NOT TO SCALE TOP SECTION No.612 -CPS -T - 9pM GRADE PER PLAN \L ANDSCAPING BERM N OT TO SCALE O TYPICAL BLDG. SLAB SECTION NOT TO SCALE IN Co. 2026 e rmosa DimmY NOD Cw■ W.lm.w� OUTLET PIPE VA., s.,peToe By Mon •OUTLET PPE 10 LAmaEn 9AErx•eE BASE ASSEMBLY No. 612- 2-CP48 - 29.]9G a LYhq M Each E,6 : E.. 5" SLAB ON GRADE 4" CRUSHED ROCK 3:1 MAX.' SLOPE The Cascade Buildings SECTION 35, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. CITY OF TUKWILA KING COUNTY, WASHINGTON VARIES COMPACT TOP SOIL NOTE: REFER TO LANDSCAPE PLAN FOR PLANTINGS Proleetsd Plate Area =1.7T6 SW It Maximum Process Flaw = 830 GPM UV Co as Cammuma n„ar P.a. Co.. .141, L C=... 0 OIL WATER SEPARATOR NOT TO SCALE REF. 612 -2 -CPS D*OOLIO c6 INLET PIPE WO 94,1.6 Tee CONSTRUCTION SEQUENCE. I. ARRANGE. AND ATTEND PRE - CONSTRUCTION MEETING PATH OTY OFFICIALS. 2. VERIFY EXISTING UTILITY LOCATIONS ADO ELEVATIONS PRIOR TO CONSTRUCTION. 3, PROVIDE CATCH BASIN PROTECTOR AND SILTATION FENCE WHERE NEEDED. t C , / 4. PROVIDE PERMANENT DRAINAGE FACILITIES AND OTHER UTILITIES. 5. COMPLETE ALL UTIUTY INSTALLATION AND TESTING. 6. FINE GRADE SITE AND INSTALL SUBGRADE ROCK. 7. PAVE SITE. N. REMOVE REMAINING TEMPORARY EROSION SEDIMENTATION CONTROL FROM AREAS OF THE SITE THAT HAVE BEEN STABILIZED WITH PERMANENT VEGETATION AND AFTER REMOVAL IS APPROVED BY THE QTY. HYDROSEEDING NOTES 1. HYDROSEEDING SHALL BE APPLIED TO DISTURBED AREAS WITHOUT PROPOSED PAVING. 2. HYDROSEEDING SHALL BE THE FOLLOWING MIXTURE: TYPE OF PROPORTIONS PERCENT PERCENT MIXTURE BY WEIG64 PURITY GERMINATION PERENNIAL RYE GRASS 40% 90% 90% CREEPING RED FESCUE 40% 90% 90% PREINOCULATED WHITE DUTCH CLOVER 10% 95% 90% HIGHLAND BENT GRASS 10% 90% 90% 3. APPUCATION SHALL BE 100 LBS /ACRE. 4. 500 LBS /ACRE 10 -20 -20 FERTILIZER, 2000 LBS /ACRE MULCH AND 40 LOS /ACRE SOIL STABILIZER TO BE APPUED ANTE SEED MIXTURE. GENERAL NOTES 1. ALL MATERIALS AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS FOR THE LATEST STATE OF WASHINGTON DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION AND THE CITY OF IUKWILA. 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. 6. 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 7. FILL STANDARDS CUT DEPTH SET BACK DISTANCE UNDER 5 FEET 5 - 20 FEET OVER 20 FEET 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 2 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- 09.3131B, 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 49.17 RCW. STORM DRAINAGE NOTES 1. PIPE MAT_:RIALS 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 -04.2, CLASS III. C. 15 -INCH AND LARGER, REINFORCED CONCRETE STORM SEWER PIPE CONFORMING TO WSDOT 7 -04.2, CLASS IV. D. CORRUGATED DOUBLE WALL, HIGH DENSITY POLYETHELENE DRAIN TUBING 14 " -10 ") 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 IAS SPECIFIED ABOVE) ;ADS N -12 OR HANCOR H1 -Q. 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 B -1. B. TYPE 2. 72 INCH AND 96 INCH - PLAN B -1f. C. TYPE l -L, PLAN B1 -A. D. TYPE 2, 48 INCH AND 54 INCH - PLAN B -1e. 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 CLEANOUTS 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. ALL BUILDING ROOF DRAIN DOWNSPOUTS, UNLESS OTHERWISE SPECIFIED, SHALL BE CONNECTED DIRECTLY TO THE MAIN STORM DRAINAGE CONVEYANCE SYSTEM LOCATED IN THE PUBLIC STREET THROUGH AN UNDERGROUND PIPE SYSTEM. WATER SYSTEM NOTES 1. UNLESS OTHERWISE 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 TUKWILA. 3. WATER MAINS SHALL BE FLUSHED, DISINFECTED, AND TESTED CONFORMING TO REQUIREMENTS OF THE CITY OF TUKWILA 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 MIEN REQUIRED TO MAINTAIN THREE -FOOT MINIMUM COVER. THERE SHALL BE NOT LESS THUG A SIX -INCH SEPARATION BETWEEN THE WATER MAIN AND THE STORM SEWER. 5. UNLESS OTHERWV?SE 550W 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 SDR 35 PVC (ASTM -303 . M .P .R ANITARY SIDE SEWER LATERALS SHALL BE 2% MIN PIPE SIZE A SHALL 0. 2. SUBCONTRACTOR SHALL NOTIFY 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. RECEIVED PTY OF SUITW ILA UI I 2. 11:,1, PERMIT CENTER Isms 5/23/99 ROSE Cr coals HBL C I V I L & S T R U C T U R A L ENGINEERS•PLANNERS FI LENVS R \C \i. ; -CY. DYO (. %ATED AW 10 ;99] 049} �1 REVISIONS NO. 3 DATE 5/12/98 6/22/98 1/10/98 BY DIUS DWS STUB GENERAL NOTES 4 DETAILS JOB NO. 9133E00 DRAMA CAPTRFG CHECKED 4E13 DATE IV24/41 C2 0761: ,IL 10 1998 IS 2a! Pli1TT@ .lL 10 1998 1 } 9y 02 OVERFLOW ELEV. TO PROVIDE J TEN11OR' & OIL SEPARATION PER PLANS PIPE SUPPORT (S): 3" X .090" INVER- ELEVATION PER PLAN -- RESTRICTOR PLATE WITH ORIFICE AS SPECIFIED. NOT NEEDED IF ONLY FOR OIL POLLUTION CONTROL. PIPE BEDDING PER W.S.D.O.T. 9 -03.16 95% COMPACTION 1 NOTES: 2 - I 1" 10" 9' CALL 48 HOURS BEFORE YOU DIG 1- 800 -424 -5555 FLOW DIVERTER /'\ NOT TO SCALE RIGID FLEXIBLE (D.I., CONC.) t (CPEP, CMP, PVC) / EXISTING STRUCTURAL SECTION PROVIDE NEAT, STRAIGHT LINE WHERE MATCHING EXISTING PAVEMENT, TACK & SEAL EDGES 3" COMPACTED THICKNESS ASPHALT I CONCRETE PAVEMENT - CLASS 'B' 1.5XI.D.+18' 24" MIN. 1. NATIVE BACKFILL MATERIAL AT UNPAVED AREAS SHALL NOT HAVE PARTICLE SIZE GREATER THAN 1 WITHIN 6" OF THE PIPE OR THE SUBCONTRACTOR HAS THE OPTION TO USE GRAVEL BACKFILL PIPE BEDDING CONFORMING TO ( 2. THIS DETAIL IS INTENDED FOR ON -SITE ONLY. CONTRACTOR SHALL REFER TO STANDARD CITY OF TUKWLA PUBLIC WORKS DETAILS FOR ALL WORK WTHIN THE - PUHUC RIGHT -OF -WAY. \ BEDDING 8 BAC FILL IPE IN TRENCHES TYP. FLEXIBLE PAVEMENT RESTORATION NOT TO SCALE __1 L172" NOTES. LETTERING OPTIONAL RAISE - 1/2" WIDE BORDER 4" MIN. 8" PER W.S.D.O.T. STD. PIPE AS SPECIFIED ON PLAN OR SPECS. 1. PIPE MATERIAL AS SPECIFIED BY THE ENGINEER. 2. PIPE DIAMETER AS SHOWN PER PLAN. 3000 psi CLASS CONCRETE (TYP.) (UTILITY SUB- CONTRACTOR SHALL INSTALL CONCRETE) 1' -0" 2 -7/8" L 12 "0 FIBRE JOINT PACKING 45' (1/8) BEND CAST IRON RING AND COVER ./' I 2'-0" O 3 STORM /SEWER CLEAN -OUT DETAIL NOT TO SCALE OW. NOS. 2 -622 && 2 -023. FRAME & LADDER OR STEPS OFFSET. SEE NOTE 8. FRAME & COVER ELEV. PER PLAN. STEPS OR LADDER. SEE D. NO. 2 -006. CLEANOUT GATE: SHEAR GATE. SEE DWG. NO. 2 -026. INARRT ELEV. PER PLAN CB# 2 3 23 OUTLET PIPE W /CONTROL 12" E 12" E 12" W CONTROL SIZE 8" 12" 12" 12 CEMENT AMENDED SOIL PER SOIL REPORT COMPACTED NATIVE SOIL PER SOILS REPORT I- 6" PLUG TO BE SEALED IN SAME MANNER AS MAIN SEWER JOINTS CONCRETE NOT REQUIRED IN LANDSCAPING AREA NOTES: 1. PIPE SIZES AND SLOPES PER PLANS. 2. OUTLET CAPACITY: NOT LESS THAN COMBINED INLETS. 3. EXCEPT AS SHOWN 06 NOTED UNITS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE REbUIREMENTS FOR CATCH BASIN TYPE 2, 54" MIN. DAM. 4. PIPE SUPPORTS AND RESTRICTOR/SEPARATOR SHALL BE OF SAME MATERIAL AND BE ANCHORED AT 3' MAX. SPACING BY 5/8" DIAN. STAINLESS STEEL EXPANSION BOLTS OR EMBEDDED 2' IN WALL 5. THE RESTRICTOR/SEPARAIOR SHALL BE FABRICTED FRAM .060" ALUMINUM {F OR.064 ALUMINIZED NCSTEEL �tORRq ..0H64 N 36 A 1965 I I97 W P A D M 274. GALVANIZED SIEEL SHALL HAVE TREATMENT 1. 6. OUTLET SHALL BE CONNECTED TO CULVERT OR SEWER PIPE WITH A STANDARD COUPUNG BAND FOR CORRUGATED METAL PIPE, OR GROUTED INTO THE BELL OF CONCRETE PIPE. 7. THE VERTICAL RISER STEM OF THE RESTICTOR_/SEPARATOR SHALL BE THE SHE DIAN. AS THE HORIZONTAL OUTLET PIPE, WITH AN 8 MIN. DIAM. 8. FRAME AND `ADDER OR STEPS OFFSET SO THAT: A. CLEANOUT GATE IS VISIBLE FROM TOP. CLIMB DOWN ACE IS CLEAR OF RISER AND C GA . C. FRAME IS CLEAR OF CURB. 9. IF METAL OUTLET PIPE CONNECTS TO CEMENT CONCRETE PIPE: OUTLET PIPE TO HAVE ,pMOOTH 0.D. EQUAL TO CONCRETE PIPE I.D. LESS 1/4. 12" BOTTOM OF CUT /SAWED JOINT B 15' INTERVAL 6 1/2" 1 1/2" LIFT 1 1/2" LIFT The Cascade Buildings SECTION 35, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. CITY OF TUKWILA KING COUNTY, WASHINGTON I_I 11 -I I -I I I -11 ED 8' X 8' EXTRUDED CEMENT CONCRETE CURB NOT TO SCALE 6 1/2" 1 1/2" LIFT 1 1/2" LIFT NOTE : DEPTHS ARE COMPACTED THICKNESS EXTRUDED CURB o 4 ASPHALT CONCRETE PAVEMENT, CLASS B, - WSDOT 5 -04; ASPHALT SHALL BE PLACED IN TWO 1 1/2 INCH LIFTS A°e°v p°c�° ovo °°° TrL I TiTIATI IiI 0 SCARIFY SUBGRADE A MINIMUM DEPTH OF 12 INCHES AND UNIFORMLY BLEND TYPE 1 PORTLAND UNIFORMLY BLEND TYPE 1 PORTLAND CEMENT AT AN APPLICATION RATE OF 80 POUNDS PER SQUARE YARD OF SURFACE AREA. THE SOIL /CEMENT BLEND SHALL THEN BE COMPACTED TO 95% OE THE BLENDS. MAXIMUM DRY DENSITY DETERMINED BY ASTM TEST DESIGNATION D -698 (STANDARD PROCTOR). THE MOISTURE CONTENT OF THE BLEND SHALL BE WTHIN -1 TO +2 PERCENT OF ITS OPTIMUM AT THE TIME IT IS COMPACTED. ASPHALTIC CONCRETE PAVEMENT STRUCTURE 1)6 C)040 NOT TO SCALE CEMENT CONCRETE CURB, WSDOT SPEC. 8 - 04 OT64 4" CONCRETE 4' SAND CD EXTRUDED CURB AND WALK NOT TO SCALE ACD MOOS SLOPED DRENCH DRAIN WTH SLOTTED D.L GRATE SEE EXPANSION JOINT (PREMOLDED TYP) - 1 WSDOT CL 20 CONCRETE ISOMETRIC PLANTING STRIP (TYP., IF ANY) - SCORE JOINTS SEE R -11 PAYMENT SECTION PER PLAN 5'55' LEVEL CONC WALK, WHEELCHAIR MANEUVER ARIA EXPANSION JOINT ELIMINATED IF GUTTER AND APRON ARE POURED MONOLITHIC Channel with D.1. slotted c3 rates ,. 1111n1r , , ,,,,, ,ntilt It ti a ril -n. - Orr„ ACO K100S TRENCH DRAIN 0 OR EQUIVALENT NOT TO SCALE Y;r 7.1%.a 4 it FLUSH. NOT TO EXCEED 1/4' LIP 8' ° a - BACK OF SIDEWALK 4' THICK CEMENT. CONCRETE SIDEWALK SECTION A -A NOTES: 1. RAMP AND APPROACHES SHALL BE CLEAR OF OBSTACLES INCLUDING HYDRANTS, POLES & INLETS. 2. RAMP SHALL BE TEXTURED BY IMPRINT OF METAL GRID WITH 1/2" SPACING. 3. VISUAL WARNING STRIP SHALL BE PROVIDED 4' WIDE BETWEEN EXPANSION AND SCORED (CONTRACTION) JOINTS. 4. RAMP CENTER LINE SHALL BE PERPENDICULAR TO OR RADIAL TO CURB RETURNS UNLESS OTHERWISE APPROVED BY ENGINEER. 5. WHEN RAMPS ARE CONSTRUCTED ON ONE SIDE OF STREET, RAMPS SHALL BE CONSTRUCTED AT CORRESPONDING SIDEWALK LOCATIONS ON OPPOSITE SIDE OF STREET. ED CURB RAMPS DETAIL NOT TO SCALE ■.u. =.u. =.u. =.0 ■u -.L NN N S q p, q��N h'OP� /Sp 2" MIN OR MORE AS DIRECTED DRIVEWAY (MAX 5/B" CRUSHED ROCK RECOMMENDED GRADE IS 15 %) SECTION A -A 0 COMMERCIAL DRIVEWAY TOP OF CURB AT DRIVEWAY 5% HANDFORM ALONG RADIUS FOR SMOOTH TRANSITION SCORE JOINTS SEE R -11 18" CURB DETAIL EXIST CURB AND GUTTER NOTES (DETAIL 9): 1 INSPECTION REQUIRED BEFORE PLACING CONCRETE. AT LEAST 24 HOUR NOTICE MAST BE GIVEN TO TUKWIA PUBLIC WORKS FOR INSPECTION. CONCRETE 1/4' EDGED GROOVE 0.02 FT/FT 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. CEMENT CONCRETE SIDEWALK NOT TO SCALE 1 "* 17 v L v L v v v 1' -6" �4" CEMENT CONCRETE SIDEWALK �4" CRUSHED ROCK BASE VARIES 0 CEMENT CONCRETE CURB AND GUTTER NOT TO SCALE BE CLASS 0" :ETTER THAN 5 1 2" SACK, 3000 PSI. I. DRIVEWAY APRONS SHALL BE A MIN. 7" THICK. 4. ALL WORK SHALL BE PERFORM . IN - CORDANCE WTH APWA''HSDOT 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 WTH EXPANSION JOINT. 6 TURNING RESTRICTOINS MAY BE APPLIED BY THE ENGINEER. 1/4" EDGED GROOVE 0.02 Ft /Ft v � v *NOTE: TOP OF CURB AT DRIVEWAYS RECENEO . CITY OF TUKWILA IMES 5/23/99 HBL CI do SR : :A ENGINEER T S &P PERMIT CENTER ^•• -,, O-TT . ,.w. x��,. c .,,.. «".- .�.�.. REVISIONS NO. 2 DATE 9/32/99 1/10/99 DWS DWS 2E O OS O N N J Z J (I) U =g • -i to fa lI 4 4 0t -JENt Nt GENERAL NOTES 4 DETAILS JOB NO. 9139510 DRAIN CAPWFC CHECKED AED DATE NOV G3 'ITAl16 J,4 I8 199! 1? 06 $7. OTY ItoT u MA* a>as i 5 h # Tim CCRDATA 'GREENSPIRE' . GREENSPIRE LYNDEN 1 1 ' C4 B & B B 18 ACER PLATANUDES 'CRIMSON KING' CRIMSON KING MAPLE 1 1/2" CAL B & B, 40' O.C. C ® FRAXMUS OXYCARPA 'RAYWOOO' RAYWOOD ASH 1 1/2' CAL D ® THUJA PUCATA WESTERN RED CEDAR 6 FT. B & B E 35 URIODENDRON rJUPIFERA TULIP TREE 1 1/2 CAL 8 & B. 30' O.C. MIN MD MX] H 0 16 11 RHODODENDRON SP. RHODODENDRON (PURPLE, qED, YELLOW) 15 -21 B & B, 3' O.C. MAGNOLIA STELLATA STAR MAGNOLIA 2 GAL B & B. 3 O.C. 18F PHOTINIA X FRASER! FRASER'S RED TIP PHOTINIA 2 GAI1 /24" MIN. CONT., 4' 0.C. MU 108 - *UM ikIUS LAURUSTMNUS MENEM CONT., 4' 0.0. 00 ©© 162 26 PRUNUS LAUR000RASUS 'OTTO 1U`XEN' '(: + e 1 GAL, EMCEE PIERIS HYBRID JAPONICA : ' SNOWDRIFT KRIS • eE 113111.1111MAMO 110.11111EMBI CONT., 5''O.C. 0 .fa© SPIRAEA X BUMALDA 'GOLDFLAANE' - . G0.DFRAME .SPIRAEA ©rat VIBURNUM DANDII DAVID VIBURNUM MIME BitOlib COTTER 131111EMIZEMBE + KINNTIONNICK - ' 11131111111EMICEI min VINCA MAJOR ; PERIWINKLE ;" 1 GAL, CONT., 2 0.C. HYPERICUM CALYCINUM ST. JOHN'S WORT MESIIIMENZEll » ,.., JA ' ti .tr ,: „, :.,x,,:, -, y1. \ . }.v'A:; 1, 7 - 4 4 t t ^w �I kAff r - 1, OO M 4."1.7 ..:, �� a .1 4 � ,$-, - � , � , i ' CALL 48 HOURS BEFORE YOU DIG 1- 800-424 -5555 PLANT PHU - MIAS AT BASE OF WALL BERM SEE DETAIL O 0 • LEGEND ' LOOK FOR LIKE PLANT SYMBOLS AND PATTERNS TO LOCATE ALL PLANT MATERIALS PLANT SYMBOL PLANT QUANTITY NOTE 1. SEE SHEET L2 FOR GENERAL NOTES. 2. PLEASE SEE THE ARCHITECTURAL SITE PLAN AND ADJUST LANDSCAPE A PLANTING AREAS ACCORDINGLY. THE DENSITY AND COUNT OF PLANT MATERIALS SHALL REMAIN THE SAME, HOWEVER, ADJUST THE ARRANGEMEN OF PLANTS TO MATCH ARCHITECTURAL SITE PLAN. VICINITY MAP • GRASSCRETE 'THESE ORAflIOS ARE ISSUE FOR AGENCY PET RETIRE PURPOSES OILY AND ARE NOT TO BE UM CONSTRIICilON+. SCALE: 1” = 1 /2 MILE 0 ' VEGETATION RECEIVED TO REMAIN' cry OF TUKWILA JUL13 PERMIT CENTER O O STATE OF WASHINGTON MOISTENED APE A CER11FICATE . 561 REUSE OF ee DOCUMENTS rwo •• MIMt NIMt�A 1,06f�11 x sma,nm� a a� 4 CIVIL ei STRUCTURAL ENGINEERSAPLANNERS• REVISIONS DATE 5 -22 -96 1 -6 -96 DW mm� ID fa CI co I LANDSCAPE FLAW JOB NO. 91330.40 DRAUM VW C1$CIcED DU DATE Li Par a• \nsn� we 0r<P V. 8 19 la aP r iRF.11CP OC7 0919V IPe41a PIMie!• JA 8819181PMa CLASS 200 P1C LATERAL LIZ RIOT 3' OF AARON - 1. REFER TO SPECS FOR ADDY INFORMATION. 2' OE NULCH - RNIS€ED *D \ LI$TLY IXMPACTto Sal IRX WATERED THOROUGHLY FOR CONTAINERIZED (1 GAL) CARO /NOVI I .11 SPACING PLAN ADO FERTILIZER TABLETS AS PER MFR RECOMMENDED RATE FOR SZE --- BANTU WTH SOIL MIX WATER IN O GROUIDCOVER PLANTING DETAIL NOT TO SCAT MAN LNE - I - --- - M ( CCIPLER MANUAL DRAIN GATE VALVE BALI ;tlALVE ---H>f<1 WATER METER POINT OF CONNECTION IPLANI NOT TO SCALE /- POP UP STROKE - 4' /-LAWN OR MACH FINISHED GRADE MATLEX STREET 'L'3 SCI. 80 PVC mows, NIPPLES AND BUSHINGS oN AL 1RPLE SING WANT ASKS DOUBLE 04E01 VALVE USING WATER NNN , POP UP LAWN & SHIRE HEAD DETAIL NOT 10 SCALE /- EVERGREEN GROUNDCOVER - FORK CONTINUOUS 2' HIGH i f1NISiEO GRADE WATERING BASIS BERN L4?11LY COMPACTED SOIL -' MIX WATERED THOROUGHLY ECM 1. REFER TO SPECS FOR ANTI INfORNATIOH. SHRUB PLANTING DETAIL CD, NOT TO SCALE RUBBER VALVE MARKER CAP "EAIHEWIARC No. 9066 FMSWO GRATE SCH. 80 PVC FITTINGS,-1 NAN PRESSURE LINE I CR 1 SCIEDME 80 WC OF CONTAI€R 1. INSTAL THRUST BLOCKS AT AL CLANGS N DIRECTION OF IMMUNE. 2. AL CONCRETE TO BE RAZED AT 2500 PS AT 28 DAYS. 3. REFER TO SPECIFICATIONS FOR ADDITIONAL INFORMATION. THRUST BLOCK DETAILS NOT TO ENE PI 6-m1-o 24 50. I ADD FERIIJ2ER TABLETS AS PER NfR RECOVENDED RATE FOR SZE '-BAC11LL NTH 5C. MX LW1ER N -LAVAL IF 1911.01 MAKE LEVEL NM CAP 2' 501 40 / P 1 SEfyE TEE M: 12' LONG 2 PPE W/ CAP TO PREVENT LIFTING GE01ENTLE DRAINAGE FABRIC AGE VALyK 9110615 f205, 1/. SUMP NTH; DRAM GRAVEL ITANUAL DRAIN VALVE DETAIL 1.A 1. AD0 F0501i2ER FABLER AT MR RECONNDIDED RATE FOR WE. 2. 0499E STAKES OUTSIDE OF ROOT BALL - SING0 STARE TREES LESS THAN 6'. 1 REFER TO SPECS FOR IDOL INFORMATIO. The Cascade Buildings EVERGREEN OR DECIDUOUS SHRUB 1 ,. �" WRAP TRUNK NTH APPROVED TREE WRAP TO FIRST LIMB BACKFII NTH SOIL MX AS SPECIFIED - WATER N 6' LAYERS 00 NOT TAMP 1REE 5161105 - TREE 3 OF MULCT FORM CONTINUOUS 4' HIGH WATERING BASIN 1009* PEEL BAG1 TOP 1/3 OF BURLAP LKI4ILY 00MPAC160 SOIL MX - WATER THOROUGHLY $ O DECIDUOUS TREE PLANTING DETAIL NOT TO SCALE O TRENCH DETAIL NOT TO SCALE VALVE COVER NTH LCOONC CAP FRISKED GRADE 2' SCL 40 P.VG SEE1 GATE VALVE . o t 2 CU. FT. OF ORM CRAWL GATE VALVE DETAIL NOT TO SCALE LAIN. IF MULCH MAKE LEVEL NTH CAP 111FS 1. ADD FERTILIZER TABLETS AT 11FR RECOMMENDED RATE FOR 429. 2. REFER TO SPECS FOR AD61 INFCMMATION. 1 20 CROSS BRACE SHALL BE PLA0D ON EVERGR004 TREES LESS THAI IF TAIL IN LIEU OF TREE CLAN. g BACKRL NTH SOIL MX - WATER N 6' LAYERS ' D0 NOT TAMP 4 O CONIFER TREE PLANTING DETAIL NOT TO SCALE 8 O QUICK COUPLER DETAIL NOT TO SCALE LAW, IF MULCH MALE MEWL NTH VALVE BOX COVER HMSO GRAS PVC SCI. 40 MALE ADAPTOR TO HEADS 2 CU. FL OF DRAIN GRAVEL COMMON TARE TO OTHER VALVES ON SAME CONTROLLER SPARE WINE 1E1108 - THE • . l BALL - FLAGGING 10' S0. MIN. 244 CROSS BRACE - BURY ' W'. .. 2' DEEP 1a 3 a MACH 1 RUBBER _`' ✓� TREE C1AN F TAM" iREE STAKES PLA((ED H GR A C ED . ��2' BELOW S1RiFACE i REMOVE WIRE BASKET 3 PEEL BACK TOP 1/3 OF BURLAP UG1TLY COMPACTED 50L MX - WATER THOROUGLY VALVE BOX NTH LOCKING COVER �' ELECTRIC -. GLOBE VALVE 501 -00 PVC 0010 OS.06045 1E NIPPLES CONTROL MIRES F NAM 181E ITTING PVC TEE 22% GATOR PERENNIAL RYE GRASS 22% BLAZER PERENNIAL RYE GRASS 22% CHARGER PERENNIAL RYE GRASS 17% PENNLAWN CREEPING FINE FESCUE 17% VICTORY CHEWINGS FESCUE (BY WEIGHT) ` REMOTE COGITROL VALVE DETAIL O POINT OF CONNECTION DETAIL NOT TO SCALE GENERAL NOTES SEE SPECIFICATIONS FOR ADDITIONAL INFORMATION 1. SUBMIT TO LANDSCAPE ARCHITECT (5.A.), ONE MONTH PRIOR TO CONSTRUCTION, CONFIRMED ORDERS FOR ALL PLANT MATERIAL. PROVIDE THE QUANTITY, LOCATION, PHONE NUMBER AND ADDRESS OF THE GROVIER. 2. ALL PLANT MATERIAL SHALL CONFORM TO AAN STANDARDS FOR NUSERY STOCK, LATEST EDITION. PROVIDE HEALTHY WELL- BALANCED PLANT MATERIALS AS SI'twF ED. CONTACT LA. (IN WRITING) 3 WEEKS IN ADVANCE OF PLANT MATERIAL DEUVERY TO ESTABLISH ON -SITE INSPECTION. PLANT MATERIAL SHALL NOT BE INSTALLtJ UNTIL IT HAS BEEN APPROVED BY THE L.A. ALL PLANT MATERIAL SHALL BE PLACED IN ONE ISOLATED LOCATION ON THE PROJECT SITE AND PROVIDE UNRESTRICTED ACCESS FOR VISUAL INSPECTION OF INDIVIDUAL PLANTS. PLANTS SHALL BE ORGANIZED IN BLOCKS BY SPECIE AND SUFFICIENTLY SPACED TO OBSERVE OVERALL 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 DISTRUBING UNDERGROUND UTILITIES. 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 U11UTY LOCATIONS. 6. OBTAIN APPROVAL OF FINISHED GRADES FROM LANDSCAPE ARCHITECT PRIOR TO PLANTING OR SEEDING. 7. LANDSCAPE CONTRACTOR SHALL HYDROSEED LAWN AREAS AS DEFINED IN THE TABLES BELOW. LAWN SEED MIX* HYDROSEED MIX APPLICATION RATES PER ACRE: 2000 # WOODFIBER MULCH 220 # LAWN SEED MIX 435 / 10 -20 -20 FERTILIZER 150 # SULFUR COATED UREA 40 # TACKIFIER TO PREVENT RIPPUNG 8. LANDSCAPE SUBCONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING QUANTITY OF PLANTS THAT ARE REPRESENTED BY SYMBOLS ON THE DRAWINGS. IF A DESCREPANCY BETWEEN THE PLAN AND PLANT SCHEDULE IS ENCOUNTERED, NOTIFY THE LA. 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 WELLS WITHIN THE SEEDED LAWN AREAS SHALL HAVE A 3 FOOT DIAMETER RING WITH 3 INCHES OF MULCH. 10. LANDSCAPE SUBCONTRACTOR SHALL DESIGN AND INSTALL IRRIGATION 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 WIRING, WALL MOUNT INTERNAL CONTROLLER, FITTINGS, ELECTRICAL CONNECTIONS, AND PROVISION FOR VMNTERIZING BY BLOWING 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) SHOWING 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 IRRIGATION SLEEVING 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 OPERATION OF THE IRRIGATION 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 WRITING AUTOMATIC DRAM - 6' PROTECTIVE SIEVE SUMP NTH ORAUN GRAVEL (2 OUST. MN.) FROM THE OWNER'S REPRESENTATIVE. 9 O AUTOMATIC DRAIN DETAIL NOT TO SCALE BACKFLOW PREVENTS. TEST • CO(XS TO FACE LP FOR TESTING COMIC UTILITY VAR. 18 MN. \ TRIPLE STING .DINT AMETEK ECONOMY - 5501 BOX BALL VALVE TO MEER 1 1" UNION TIP ' ONO BLOCK acemustha 4 OA DRAM RUN TO OAYUGHT 1. INSTALL BALL VALVES MAD BRASS UNIONS 4*100 SHORN. 2. PIPING AND FITTINGS TO BE BRASS QUICK COUPLING VALVE FOR 90410024100 EL PRESSURE TEST PEA GRAVEL RECEIVED CRY OF TUKWILA JUL 1 3 1598 , l STATE OF WASHINGTON REGISTERED LANDSCAPE ARC CT CER WO,Rh NO. 561 940010 Of DOCNd0S maeam.00%Ts ww, MIL NV% N4(TO t MO It ON MNR1,01Per Me MUT Men Ile INIOUVIIMANI. Or MIL HBL CIVIL 4V STRUCTURAL PERMIT CENTER ENGINEERS•PLANNERS wisr �tVSr.,ea. W: w', 19Y]IN OATS 2C" REVISIONS err 1 wAt 2 to (I) t - Iii ell 4 1) 4 2 3 va r Ili I- LANDSCAPING 4 IRRIGATION NOTES 4 DETAILS J013 NO. 9113140 DRAW MY G0EGI001 C61 DATE oAUSrR Al11Ai[Bi ANM L! r t �L M U KCYT[P LMT [R 1D9� ! }41,