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Permit B93-0225 - BRADLEY - WAREHOUSE AND OFFICE
Cr BEADLey CERTIFICATE OF OCCUPANCY . CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD, SUITE 100 TUKWILA , W ,SHINGTS*1 98188 Ncrf; THIS CERTIFICATEI UNIFORM BUILDING'0 WWIN-COMPLIANC CONSTRUCTION s',17 too/ ••t. OV.1".ILIPS44-14iirY6 tHEAMIFEMEAky OF.AWON evINGITAAT: AT THE -1IMEr0,1 r4;;4JArl'qg: AR 00R"P`IFIA6FCES4,QF THE 4005Y RE ' APPLICABLEC B. BPIiDLEY 314 S 1161T' to- VIPER REAW"E,VAT TY FIRe'lGgDES. 03:111 • Peri t N cikofeB 9 `* •Su1t N01„09- 0. Ta Building Ad Pa Occupa 307 OF THE IS STRUCTURE ING BUILDING OLLOWING: ypai,va: aARgHbITSE. Grp: fil24- Occupant Ld Type of 1..C.ons14- City of (206) 431 -3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 BUILDING PERMIT Permit No: 893 -0225 Type: B -BUILD Category: NCOM Address: 3314 S 116 ST Location: Parcel #: 102304 -9011 Zoning: M -1 Type Const: V -N Gas /Elec: Wetlands: Water: UNKNOWN Contractor License No.: SGACO * *084BS TENANT" OWNER CONTRACTOR ARCHITECT CONTACT E.B. BRADLEY 3314 S 116 ST, TUKWILA,sWA:: '901; KEMPER REAL ESTATE. `: Phone: 12720 GATEWAY-DR '=STE 107,, TUKWILA, WA``98168;.;, SGA P.O. BOX 33978, :SEATTLE, WA 98133 Rhone. KEHLE,;-'DAVID, 12878 INTERURBAN `AV S,. SEATTLE, :WA, 98168 F DAV°ID %KEHLE.. 12878' INTERURBAN, 'AV S, TUKW -ILA, WA 98168 Status: ISSUED Issued: 08/09/1993 Expires: 02/05/1994 Type of Occupancy: Slopes: Sewer: WAREHOUSE 206 241 -1103 206 367 -2191 433 -8997 433 -8997 **********.*.*,***•*************,*'*.klik*******,******* * * * * * ** *** *' ** * * *'* * ** * * * * ** ** Permit Deecir`ipt on: CONSTRUCT NEW ;TILT -UP CONCRTE` WAREHOUSE WITH TWO- - ,, STOkr OFFICE INSIDE .SHELL. SETBACKS Units: 00;0 Front' :i ..`; .O Back. Buildings) 001, Left: ' 0' , Right: Fire Protection, SPRINKLERED u`` UBC Edition 1991 f 4 Valuation. t,,, TotaTh-Permit Fee. * * * **, Permi l Ce`nterAuti orize Sig rr <1 4;, 4p1j; 79 6,Q9218 *.i3�l* * * * *„ * *4*4(* * *** 461 * * * **k * 1 i, * ** * ** *'fir * * * *** * ** ;k * * * ** • nature • ;' Date I hereby. ce41fy that I° have read and examined this permit and know the same .to-be trU and correct. All provisions of law ando�rdina`ntes governing this Work will be'complied with, whether specified:; herein or not The granting of °;th`is permit does not presume to give authority to violate or cancel the prods s j *ons of any ,ojther ,state. or• local laws , regulating construction or therformance o`fyko yam authorized to sign for and obtain this building Signature: Print Name:_ Title: ?.3 k__ This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, pr :if the work is suspended or abandoned:for a period of 180 days from the last inspection: 03/17/94 15:44 FAX 206 7782196 March 10, 1994 Mr. Jack Pace Senior Planner City of Tukwila • 6300 Southcenter Blvd. Tukwila, WA 98188 SGA CORPORATION lj 002/002 CORPORATION Re: Gateway North - E.B. Bradley Bldg SAG #93 -052 Dear Jack, Attached is a Performance bond for work associated with the E.B. Bradley building at Gateway North. We are requesting an occupancy permit for March 16, 1994. As of that date, the exterior painting and some of the landscaping will not be complete. The breakdown is as follows: Painting - The pH level of the concrete is still too alkaline to paint. We expect the paindng to be complete by the end of May. $8,200 X1.5 0 $12,300 Landscaping - All of the plant material except groundcover is at the site and the irrigation work will be substantially complete by the 16th. The amount bonded represents labor to be completed. $9,300 X 1.5 m $13,950. S ca ► "› ti/� t : we rl Aer << 1 ,,tom, The total bond amount is for S26,250. Thank you. Please let me know if you require anything else. Sincerely, SGA Corporation Robert Hart Vice' President 6414 204th ST. S.W., SUITE #200 . MAR • 1 71994 CUM�'fu il`�f DEVELOPMENT GENERAL CONTRACTORS • CONSTRUCTION AND PROJECT MANAGEMENT I.YNNWOOD,WASHINGTON 98036 206 118 2191 FAX 206 118 2196 # SGACO't0848S Bond No. SC11127231972 PERFORMANCE BOND KNOW ALL MEN BY THESE PRESENTS: That we, SGA Corporation (hereinafter called "Principal ") as Principal, and Fireman's Fund Insurance Company , a corporation organized and existing under the laws of the State of California , and authoried to transact business in the State of Washington (hereinafter called "Surety "), as Surety, are held firmly bound unto City of Tukwila (hereinafter called "Obligee "), as Obligee, in the penal sum of Twenty Six Thousand Two Hundred Fifty and no /100. Dollars ($26,250.00 ), good and lawful money of the United States of America; for the payment of which, well and truly to be made, we bind ourselves, our heirs, administrators, executors, successors, and assigns, jointly and severally, firmly by these presents. Signed, Sealed and Dated this 28thday of Feb. 19 94 Whereas, the above bounden Principal has applied to City of Tukwila for a Developers Project Warranty dated day of , 19 for completion of painting and landscaping at the E. B. Bradley Building which warranty is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein. NOW, THEREFORE, THE CONDITION OF THE ABOVE' OBLIGATION IS SUCH, That if the above bounden Principal shall well and truly keep, do and perform, each and every, all and singular, the matters and things in said warranty set forth and specified to be by the said Principal kept, done and performed at the time and in the manner in said warranty specified, and shall pay over, make good and reimburse to the above - named Obligee, all loss and damage which said Obligee may sustain by reason of failure or default on the part of 'said, principal, then this obligation shall be void; otherwise to be and remain in full force and effect. SGA Corporation. Principal ireman's Fund Insurance Company Surety By r . Ci •y L. RC `t.7f • MAR 1994 illasistaAttorney -in -Fact 4 cif�EfiAl.� �. POW ER OF . ATTORNEY FIREMAN'S FUND INSURANCE COMPANY KNOW ALL MEN BY Ti 1FSE i'RiSENTS: That FIREMAN'S FUND INSURANCE COMPANY, a Corporation duly organized and existing under the laws of the State of California, and having its principal office in the County of Marin, Statc of California, has made, constituted and appointed, and does by these presents make, constitute and appoint STEVEN K. BUSH , M. J. COTTON, NANCY J. OSBORNE, DARRELL D. TIIOMPSON, MIKE AMUNDSEN, CINDY L. VILLASISTA and DARLENE JAKIELSKI, jointly or severally KIRKLAND, WA its true and lawful Attorney(s)•in•Fact, with full power and authority hereby conferred in its name, place and stead, to execute, seal, acknowledge and deliver any and all bonds, undertaking, recognizances or other written obligations in the nature thereof and to bind the Corporation thereby as fully and to the same extent as if such bonds were signed by the President, scaled with the corporate seal of the Corporation and duly attested by its Secretary, hereby ratifying and confirming all that the sold Attorney(s)-in-Fact may do In the prernises. This power of attorney is granted pursuant to Article VII, Sections 45 and 46 of By -laws of FIREMAN'S FUND INSURANCE COMPANY now in full forcc and effect. "Article VII, Appointment and Authority of Resident Secretaries, Attorney- !n•Fact and Agents to accept Legal Process and Make Appearances. Section 45. Appointment. The Chairman of the Board of directors, the President, any Vlcc•Presldent or any other person authorized by Ike hoard of Directors, the Chairman of the hoard of Directors, the President or any Vicc•President play, from lithe to line, appoint itesident Assistant Secretaries and Allorneys•In•Facl to represent and act for and on behalf of the Corporation and Agents to accept legal process and make appearances for and on behalf of the Corporation. Section 46. Authority. The authority of such Resident Assistant Secretaries, Altorneys•in•Fact and Agents shall be as prescribed in the instrument evidencing their appointment. Any such appointment and all authority granted Iltereby may be revoked at any tine by the Board of Directors or by any person empowered to make such appointment." This power of attorney is signed and sealed uri,ler and by the authority of the following Resolution adopted by the hoard of Directors of FIREMAN'S FUND INSURANCE COMPANY at a meeting duly called and held on the 7th day of August, 1984, and said Resolution has not been amended or repealed: "RESOLVED, that the signature of any Vice•President, Assistant Secretary, and Resident Assistant Secretary of this Corporation, and the seal of this Corporation may be affixed or printed on any power of attorney, on any revocation of any power of attorney, or on any certificate relating thereto, by facsimile, and any power of attorney, any revocation of any power of attorney, or certificate bearing such facsitnilc signature or facsimile seal shall be valid and binding upon the Corporation:' • IN WITNESS Wi1EREOF, FIREMAN'S FUND INSURANCE' COMPANY has caused these presents to be signed by its Vice- President, and its corporate seal to be hereunto afroted this 30th day of November , 19 90 STATI3 OF CALIFORNIA COUNTY OF MARIN as. FIREMAN'S FUND INSURANCE COMPANY Vke•Preelkcnt Onthis 30th day of November , 19 90 , before me personally camc, R. D. Farnsworth , to Inc known, who, being by me duly sworn, did depose and say: that he is Vicc•President of FIREMAN'S FUND INSURANCE COMPANY, the Corporation described in and which executed the above instrument; that he knows the seal of said Corporation; that the seal affixed to the 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. IN WITNESS WI IE REOF, I have hereunto set my hand and affixed my official scat, the day and year herein first above written. OFFICIAL HEAL N. H. CARROLL NOTARY ARIN COUNTYonNiA My Comm. Ecpnes Apr. 25, 1994 STATE OF CALIFORNIA COUNTY OF MARIN , 1 CERTIFICATE SS. 1, the undersigned, Resident Assistant Secretary of FIREMAN'S FUND INSURANCE COMPANY, a CALIFORNIA Corporation, DO l ll3RLMY CERTIFY that the foregoing and attached POWER OF Al PORNEY remains In full forcc and has not been revoked; and furthermore that Article VI1, Sections 45 and 46 of the Bylaws of the Corporation, and the Resolution of the hoard of Directors; set forth In the I'uwcr of Attorney. arc now in forcc. Signed and sealed at the County of Marin. Dated the 28th day of Feb. r' r . • •I '1994 , t.. 360712—Fr —11.87 .19 94 City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director Rhea Allen SGA.Corporation 6414 204th ST SW #200 Lynnwood, WA 98036, RE: E.B. Bradley Building B93 -0225 SGA Job #93 -052 Painting and Landscape Bond #11127231972 Dear Ms. Allen:. This purpose of this letter is to authorize release of the above referenced bond: The painting and landscaping of the building has been completed per the City's requirements I you need any additional information at 431-3663. 6300 Southcenter Boulevard, Suite #100 • Tukwtla, Washington; 98188 . '2o4 4313670 03/28/96 15:25 FAX 2067782198 J February 15, 1996 SGA CORPORATION City of Tukwila 6200 Southcenter Blvd. Tukwila, WA 98188 -2599 RE: E.B. Bradley Building SGA Job #93 -052 Painting & Landscaping Bond #11127231972 Gentlemen: Lj 002/002 CORPORATION SGA Corporation has executed the above referenced bond number in the amount of $26,250.00 for completion of painting and landscaping improvements, all work free from defects in materials and workmanship for the period commencing Februaiy 28, 1994 and ending February 28, 1996 on the E.B. Bradley Building As the Obligee in the above referenced maintenance bond, please issue a letter to the Principal (SGA Corporation) dated prior to February 28, 1996, authorizing the release of this bond as the Principal has completed all responsibilities required of this bond. Thank you in advance for your expeditious attention to this matter. Sincerely, SGA CORPORATION GENERAL CONTRACTORS • CONSTRUCTION AHO PROJECT MANAGEMENT Rhea E. Allen Executive Assistant . Mr. James W. Abbott Ms. Cindy Villasista Job File 6414 204th ST, S,W., SUITE #200 LYNNWOOO, WASHINGTON. 98036 206 778 2191 FAX 206 778 2196 # SGACO• *084BS CITY OF TUKWILA Department of Community Development - Building Division 6300 Southcenter Boulevard, Tukwila WA 98188 (206) 431 -3670 BUILDI3 PERMIT APPLICATION PLAN CHECK NUMBER .,'DESCRIPTION <:'' : <: • .:'AMOUNT RCPT :.# BUILDING PERMIT FEE ofb.t7 777. PLAN 'CHECK 'FEE BUILDING SURCHARGE OTHER: 'TOTAL • SITE ADDRESS 7 -✓'✓ 14 ' 1 t V - ' ✓ 1 SUITE # s VA6UE OF CONSTRUCTION - $ c 1 I anew PROJECT NAME/TENANT Imo-, 1 2)Api, ' C u, • I ASSESSOR ACCOUNT # 107.-04-9011 TYPE OF New Building • Addition WORK: 0 Rack Storage 0 Reroof • Tenant Improvement 0 Remodel (residential) µti --tra p �pt :ti (commercial) LJ Demolition (building) 0 Other: DESCRIBE WORK TO BE DONE: C,Isj' 114C 6 ELL tt WW -lcucc, 4i /'L'1bni-f C3 BUILDING USE (office, warehouse, etc.) eteRIO f 6 4/0 l l-101Y E; NATURE OF BUSINESS:ri tfuai'ttrz.. or #' ,Stic, 1,491.4 obis bµp.► 4.1L--t- ,epoib12C WILL THERE BE A CHANGE IN USE? ■ No O Yes If Yes, new building requirements may need to be met. Please explain: W ar.Q.housP,,� 3 O �3 , ._ SQUARE FOOTAGE - Building: 5%0(4 5 -Iiaftatit Spa -.'1, *o$ Area of Construction: 3c i oils WILL THERE BE STORAGE OR USE OF FLAMMA )3LE, COMBUSTIBLE OR tAZAIDOUS MATERIALS IN THE BUILDING? 0 No 'n Yes IF YES, EXPLAIN: 4 ',111C-. .6014V3h(t W I.U. I t IN �.1%' r(ltgj= Cb BIM I; i>ro I' ' '' `' , [5 CJI�f3 PHONE 1, 'Li / ah, 3'G�FJyq? ZIP ��� t' � PRCWPt Y OWNER ADDRESS f2J, lets .Lii,.iCit�.t-.�7 CONTRACTOR�C:f�� PHONE �11I ADDRESS 641 ``"T '� g„,,,,,3, 6 ,InS kV 14Ij4V3C017c \M 13 , ZIPCt (C) WA. ST. CONTRACTOR'S LICENSE # *6* Cate ©- EXP. DATE ARCHITECTrJIP, 1 la f'' ui e. C 4 ). 20 � Wh. PHONE ,)t ZIP 'I '7 / ADDRESS 1i,E7E 1.HEREBY CERTIFY: THAT l HAVE READ:AND.; EXAMINED THIS; APPLICATION :::AND: KNOW. BE'TRUE'AND :CORRECT, AN i•-AM OT ,� ED.TO`APPLY FOR THIS PERMIT.... :.::.. BUILDING OWNER OR AUTHORIZED AGENT SIGNATURE] PRINT NAME ADDRESS �t ob w IP P ►iii " tai li ; .r SAME':' DATE p0,..11_43 PHONE G ',. »q7 CITY/ZIP A AI CONTACT PERSON ( ' 1-11,e PHONE „erg/ APPLICATION SUBMITTAL In order to ensure that your application is accepted for plan review, please make sure to fill out the application completely and follow the plan submittal checklist on the reverse side of this form. Handouts are available at the Building counter which provide more detailed information on application and plan submittal requirements. Application and plans must be complete in order to be accepted for plan review. VALUATION OF CONSTRUCTION Valuation for new construction and additions are calculated by the Department of Community Development prior to application submittal. Contact the Permit Coordinator at 431 -3670 prior to submitting application. In all cases, a valuation amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Building Division to comply with current fee schedules. BUILDING OWNER / AUTHORIZED AGENT If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this -- permit application and obtain the permit will be required as part of this submittal. EXPIRATION OF PLAN REVIEW Applications for which no permit is issued within 180 days following the date of application shall expire by limitations. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 304(d) of the Uniform Building Code (current edition). No application shall be extended more than once. If you have any questions about our process or plan submittal requirements, please contact the Department of Community Development Building Division at 431 -3670. DATE APPLICATION ACCEPTED 0-1-7-93 DATE APPLICATION EXPIRES COMMERCIAL SUBMITTAL CHECKLIST NEW COMMERCIAL BUILDINGS /ADDITIONS: Completed building permit application (one for each structure ..Assessor Account Number COMMERCIAL"TENANT..IMPROVEMENTS Completed building permit epplicatlen (one foreach structure tenant) Assessor Account •Nurnber Two (2) sets of construction plans, which inctude:. Site plan Location •of tenant,space ;'•Existing and; proposed parkins �:.(andscape,;plan` (if .applicable; Overall building plan Tenantiocabon Use of adjacent (common'wall).tehant Overall dimensions of building or square foota o sets ..(2) of the following:. Specifications i X l Structural calculations stamped by 'a' Washington State licensed ,n9 e (Weer': Soils report stamped by a Washington Statelicensed engineer Topographical: survey. •Energy calculations stamped by a Washington Stateaicensed;'• engineer or architect (Legal description •Working drawings, stamped by a Washington State licensed architect; which include 't Site plan �• Architectural drawings t% • Structural drawings ;.. • Mechanical drawings .; Elevations t • Civil drawings Landscape: plan Completed utility permit application. one for entire project Six (6) sets of evil drawings: Floor: plan of proposed tenant space Tenant space pion with use of each room.labeli� Exit doors; egress: patterns:. ■ New walls, existing wail, and walls to be,demolishe Construction details Crass sectlons`showing.wail construction and method o • attachment for floor.and ceiling NOTE:: See utility permit application and checklist for specific utility submittal requiromonts. • RACK STORAGE Completed building permit:application Assessor Account; Number; Two (2) sets of plans >khich include • Structural calculations stamped by a Washington State license_ may be required if structural work is to be: done (2 sets) NOTE 1/ any uHbty: work is to be done ` submit separate utility perm( application and plans: - REROOF. Building floor elan. showing: • Entire space where racks'will be:locat • Exit door's Dimon;;lons Of all aisles Tenant space tiger plan showing rack storage layout aisles Completed building permit application (one for each structure "Assessor Account Number Narrative describing existing •roomatenal being removed, an • _: materia f being.installed . ; ": NOTE A certification letter is required prior to final Inspection and sign- 'I off of the: permit ANTENNA/SATELLITE : DISHES an NOTE, Include; dimension' of racks (height Width and length) aisles ;'. and exit ways on plan Structural:caictletrons stamped by a Washington State licensed • engineer rack:stora a 8, :and over RESIDENTIAL NEW SINGLE- FAMILY DWELLINGS /ADDITIONS I Completed building permit application Assessor Account:h(umber Two .(2) sets of plans, which include Site Plan (showing building and location of; antennelsateihte:dish Details antanria/satellite dish and method of. attachment Structural calculations: stamped by a Washington State licensed: angineerfmay berequlred. :' RESIDENTIAL REMODELS Completed building permit application (one. for each structure • i l Legal description •Completed building permit application, Assessor Account Number: Assessor.Accaunt'Number E Twa sets (2) of working drawings, which include Sitoplan ..p ;�pn plan show closest hydrant location 1 Foundation' plan Include. accesstoaullding showwng Floor plan wldrh and length, o/ access.) Roof plan • Building elevations (all views) Building cross section' Structural:framing plans • Completed utility permit application Six (6) sets of site plans showing utilities NO Building site plan and uV /Jiy site plan maybe combined See • utility permirapplication ano checklist for specific submittal.requirementsr: Aoditional topographical and soils In /ormabon may:ba required t /unique:; :;Completed building permit application (ono fpr each' structure) Assessor Account Number Narrative describing existing roof, material being removed, and • material being installed, : : NOTE A certlpcation letter is required prior to lint inspection and sign :off al the perrnit CITY OF TUKWIL , p Department of C , nunity Development — Permit Cent 6300 Southcenter Boulevard - #100, Tukwila, WA 98188 (206) 431 -3670 Building Permit Application Tracking PLAN CHECK NUMBER •q3- O PROJECT NAME CONTACTED f5f 0,4- E--- SITE ADDRESS 2nd NOTIFICATION BY: , (init.) v SUITE NO. INSTRUCTIONS TO STAFF • Contacts with applicants or requests for information should be summarized in writing by staff so that the status of the project may be ascertained at any time. ® Plan corrections shall be completed and approved prior to sending to the next department. • Any conditions or requirements for the permit shall be noted in the Sierra system or summarized concisely in the form of a formal letter or memo, which will be attached to the permit. • Please fill out your section of the tracking chart completely. Where information requested is not applicable, so note by using "N /A ", date and initial. DEPARTMENTAL REVIEW ITA Ij%J% 6•` aro do. "X" in box indicates which departments need to review the project. %131 k►s. PARTME BUILDING - initial review ,f FIRE • PLANNING • PUBLIC WORKS AT•::I, DATE PRO:V. IUIREMEI1 MEN ROUTED 6 !NIT: CONSULTANT: Date Sent - ' -13- L3 Date Approved - • FIRE PROTECTION: El 1181111FIRE DEPT. LETTER DATED: 11111. INIT /O/4 INIT: ZONING: Sprinklers REFERENCE FILE NOS.: /4 9 Detectors N/A INSPECTOR: IBAR/LAND USE CONDITIONS? (jYes LJ No MINIMUM SETBACKS: N- S- E- UTILITY PERMITS REQUIRED? ■ Yes (y1 No PUBLIC WORKS LETTER DATED: S,�,' /D/L,43 tJuno zlb end i S 0 OTHER , BUILDING - final review Af BUILDING OFFICIAL INIT: INI 9 INIT: TYPE OF CONSTRUCTION: CERT. OF OCCUPANCY? OYes 0 No UBC EDITION (year): REVIEW COMPLETED AMOUNT OWING: CONTACTED DATE NOTIFIED BY: (init.) 2nd NOTIFICATION BY: , (init.) 3RD NOTIFICATION BY: (init.) 01108/93 CITY OF TUKWII Department of C unity Development — Permit Cen 6300 Southcenter Boulevard - #100, Tukwila, WA 98188 (206) 431 -3670 Building Permit Application Tracking PLAN CHECK NUMBER PROJECT NAME — a 5 ,1--) SITE ADDRESS 31LI 6 ifcD 5 SUITE NO. --` INSTRUCTIONS TO STAFF • Contacts with applicants or requests for information should be summarized in writing by staff so that the status of the project may be ascertained at any time. • Plan corrections shall be completed and approved prior to sending to the next department. • Any conditions or requirements for the permit shall be noted in the Sierra system or summarized concisely in the form of a formal letter or memo, which will be attached to the permit. • Please fill out your section of the tracking chart completely. Where information requested is not applicable, so note by using "N /A ", date and initial. DEPARTMENTAL REVIEW "X" in box indicates which departments need to review the project. EPARTME g BUILDING - initial review X FIRE X PLANNING PUBLIC WORKS ATE.:IN • q3 7/13 g 7/93K CONSULTANT: ._QUIREMENTS / C4MIWEN`i � -'Date Sent - to- J' -93 Date Approved - (ROUTED) CI 3 - -I L CA 7 INIT: Sk FIRE PROTECTION: INIT: 4th' 9/w' l�3 FIRE DEPT. LETTER DATED: Sprinklers // Detectors INSPECTOR: N/A r2 ZONING: BAR/LAND USE CONDITIONS? REFERENCE FILE NOS.: -.L f 7 3 -b MINIMUM SETBACKS: N- S- Yes (] No UTILITY PERMITS REQUIRED? es INIT: PUBLIC WORKS LETTER DATED: (p a W O OTHER BUILDING - final review 9 BUILDING OFFICIAL INIT: ry it* . INI TYPE OF CONSTRUCTION: CERT. OF OCCUPANCY? XYes ONo UBC EDITION (year): 199 INIT: REVIEW COMPLETED AMOUNT OWING: 43toco.ID CONTACTED DATE NOTIFIED `" /— 0 BY: init. ,.gyp ` --►4.- c. 2nd NOTIFICATION BY: (init.) • 3RD NOTIFICATION BY: (init.) 01/08/93 Permit No: PW93 -0145 Status: ISSUED Project: EB BRADLEY BLDG. Site Address: 3314 S 116 ST Location: Parcel #: 102304 -9011 Wetlands: Sewer: Contractor License No.: STORM DRAINAGE Issued: 08/09/1993 Approval Letter: 06/29/1993 Expires: 02/05/1994 Watercourse: Slopes: Water: UNKNOWN TENANT . E.B. BRADLEY '� ` w "�:- `'"r���;. i Phone: 213 585 -9201 5080 S ALAMEDA, LOS ANGELES•, C 90058- OWNER E.B. BRADLEY ..• - -; ,::::•=�:. Phone: 213 585 -9201 5080 S ALAMEDA;' LOS ,ANGELES; C 90058 ARCHITECT KEHLE DAVID:'; '" Phone:. (206)433 -8997 12878 INTERURBAN •,AV•, S ';•. TUKWILA WA 98168'• ENGINEER BARGHAUSEN ,, '', '.,. ' r. 4, ` ` ` ` ' • Phone: (206)251-6222 18215 /72NDAV\S,) KENTQ'WA 98:168,. ' -• t`` CONTACT KEHLE-DAVID-,. • °�'.` `�' ' `;Phone:'(206)433 -8997 * * * * * * * * * * * * * * *46' ** * *�M* *******• k• f***** * * ** *` *4* * **•k•k•k•k•k ** fir" **4 ****** * * * * * * **** Additional Perniit/Description t... ' -~ IMPROVEMENTSauT0 STORM DRAINAGE SYSTEM' Existing S "f e : s' - g quare •FeeC. ,; � -Additional Squarex.wF:eet New Squ`aFreF Feet 40600' �., •" .(.•. �: Address: 3314 'S 1.16 ST Tenant: E.B.'BRADLEY Type: PW -SD Parcel #: 102304 -9011 Permit No:.PW93 -0145 Status: ISSUED Applied: 06/17/1993 Issued: 08/09/1993 **************************.******************* * * ** * **** * * ** *** * **** * ** * * *'* ** Permit Conditions: 1. 1.. STORM DRAINAGE PIPE ,rS,HAL .BE -E.ITHEKCC;ONCRETE OR REIN- FORCED ADS PIPE ., tN w41 /r .r.._ Y.Sa,r+.va J mot` r:.sr. ALL ROOF DOWNSPOOITS'"SHALL BE TIGjHTLINED ,TO 'CATCH BASINS . J' l.. Permit No: PW93 -0144 Status: ISSUED Project: EB BRADLEY BLDG. Site Address: 3314 S 116 ST Location: Parcel #: 102304 -9011 Wetlands: Sewer: Contractor License No.: TENANT E.B. BRADLEY 5080 S ALAMEDA, LOS,.,ANGELES_3t90058•` OWNER E.B. BRADLEY ^ " 5080 S ALAMEDA'a05 "'ANGELES;: C 90058 ARCHITECT KEHLE DAVID 12878 INTERURBAN AV S.,• 'TUK•WILA WA 98168 ENGINEER BARGHAUSEN,• ' s, Phone: (206)251-6222 18215 72ND AV S, KENT WA 98032 CONTACT KEHLE}ti DAVID" ' � "� . ' ,. f; Phonect (206)433 -8997 1287,8 :,.,..INTERURBAN AV S, TUKWILA.' WA 98168 * * * * * * * * * * * * * *k * t***************• k********* 9t********* k* * * *•Ar* * *tt* * * * ** * * * * *•k * * *•k* Additional Pemit('Description:' ''`'` ' LANDSCAPE`,IRRIGATION SYSTEM W /DOUBLE °'CHECK VALVE Existing Square/Feet: , "" - -- Additional Square;. Fee New Square(Feet: 40600 re inspeci,i.on Fee: Plan Check Fee;: TOTAL FEES.: c: .° t' -yP' King Count y4 V;aluati'on :v ""'�-•4;�•. -' .� � " '�• `- ,•;Value' :.of- Construction: ''' 1;075,000.00 * * * ** * * * * *•k *ik. ill***.*** 4k** ik*************************** k**** * * *•k *'k * ** * *•k. * * * ** * ** * *•k ** I hereby accept4t'h1s permit and agree to abide •.all .. applicable sections of the City of .Tukwirla Municipal Code. We agree that the City of Tukwila shall be held harmless:;; for, :. all or,;any claims arising as .a result of this project. Permits which Have lapsed,beyond the expiration date shall require a re- applicationand re.issuance of the permit through the City at an additional fee. LANDSCAPE IRRIGATION Issued: 08/09/1993 Approval Letter: 06/29/1993 Expires: 02/05/1994 Watercourse: Siopes: Water: UNKNOWN Phone: 213 585 -9201 ;Phone: 213 585 -9201 Phone: (206)433 -8997 Acct No: '401/342.: :400 Acct No: •000%345.;830 THE APPLICANT MUST' NOTIFY .THE CITY INSPECTOR OF COMMENCEMENT AND COMPLETION OF WORK AT LEAST 24 HOURS IN ADVANCE. TO SCHEDULE AN INSPECTION CALL 433 -0179. Signature: Date: ******************************' k********************* * * * * * * * * * *•k * *•k ** * ** * * * ** **** APPROVED FOR ANCE BY: ,-AP nirA/ Lit Issued By: AGthbrized Permit C Date _2/y Z-!9q - ter Signature J *•*******• k***** tY******• k********************* k****• k*** * * * *k* ** * * * **•k'k ***•k* *•k * **** I hereby certify that the permit holder whose name and.address appears on this record has satisfactorily rnet the standards and conditions for the project approved herein. Final Inspection Approved: Inspector Signature Date or CITY OF•TUKWILA Address: 3314 S 116 ST' Tenant: E.B. BRADLEY Type: PW -LI Parcel #: 102304 -9011 Permit No: PW93 -0144 Status: ISSUED Applied: 06/17/1993 Issued: 08/09/1993 ********************************************* * * * ** * * * * * * * * * * * * * * * * * * * * * * * *.* 'Permit ` Conditions: 1. DOUBLE CHECK VALVE ASSEMBLY {,6HALLBEY'�APPROVED BY THE DE- PARTMENT OF HEALTH-, ._. Permit No: PW93 -0143 Status: ISSUED Project: EB BRADLEY BLDG. Address: 3314 S 116 ST Location: Parcel #: 102304 -9011 Wetlands: Contractor: LAND'ALTERING Watercourse: Issued: 08/09/1993 Approval Letter: 06/29/1993 Expires: 02/05/1994 Scopes: License No.: TENANT E.B. BRADLEY "" . "" ' ``, Phone: 213 585-9201 5080 S ALAMEDA ";''.LOS ANGELES, C.90058' OWNER E.B. BRADLEY r., Phone: 213 585 -9201 5080 S ALLAMEDA, .LOS 'ANGELES,`[C 90058 ARCHITECT KEHLE-,DAVID . ;'' ` ;.. -. f, Phone: (206) 433 -8997 12878.;f INTERURBAN AV 'S, TUKWILA WA 98168 ENGINEER BARGHAUSEN'" . Phone:■ .(206)251 -6222 18215 72ND; AV S�, (KENT - a, CONTACT ;KEHLE;DAVID Phone: (206)433 -8997 *************'* rk*****************' k******'*******• k* * * * * * * ** * *** * * * * ** *•k * * *•k * * * ** f t .... « e , , , /'' . .' Additionat.Description: 3000, Y)' .'0Fr�EXCAVATION /CUT•`CONTROLS Grading/Fill' (;Y « a rds) - Cut ••300', Fill: Perms( .Fee: Plan Check'ee: Tot,a l' 300 ..` .50L1 ; . {.'c4'` Account No: 000/322100, v. 2:50 ° ` ' rAccount No 000/345.830 Toth er: % :.)- s._- Account No: 000/386.904 Tota 1J Fx - = .. 1,075,000:00, *' k***** * * * * *tk* * * ** * *. * * * * * * * *• *, * ** k * * * * * * *It* * * *. * * * ** k * * * * * * * * ** he * * *•k** * **. *iii * * * * * ** I hereby cer;tiify that. I have read and "examined :this. permit- and. }:now. 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 permitrdoes„,not presume to give authority, to violate or cancel the provisions ofany other state or local; `.laws, regulating construction or the performance of work.•.. I am authorized,,to sign, for and obtain this Land Altering perms.t, Thispermit shall become null and .void'.if the work is not commenced within::; 180 days from the date of i ssuance, or -if the work is suspended or abandoned for a period'of 180•days from the last inspection. THE APPLICANT MUST NOTIFY THE CITY INSPECTOR OF COMENCEMENT AND COMPLETION OF WORK AT LEAST 24 HOU S IN ADVANCE. FOR AN INSPECTION CALL 433-0179. Date 6-11-?-3 Signature:___ _ * * * * * *•k * * * ** * * * * ** k**********************.***_***** * **• * * * * * * * * * * ** * * * * * *-k * * **•k* APPROVED FOR/ISSUANCE: JAP Issued Bv : ` P J / r , 7 / , L _ D a t e � .7- G -yam- l�93 - - -- Aut orized Permit Cenr Signature k * *•k * **•k *•k * ** * *** * ** * * * * *•k * * * ** k************ k*• k• k*• k** *•k** * * *•k•k *•k *k * *k * *.•k *** *-k I hereby certify that the permit holder whose name and address appears on this record has satisfactorily met the standards and conditions for this project approved herein. Final Inspection Approved By: Inspector Signature Date: Address.: 3314 1.16 ST CITY OF TUKWILA: Permit No: PW93 -0143 Tenant: E.B. BRADLEY Status: ISSUED Type: PW -LA Applied: 06/17/1993. Parcel #: 102304 -9011 Issued: 08/09/1993 * k• k****************' k• k*************• k* k* * * * * * * ** * ** * * * * * * *•k *•k* * *** *fir * *•k * ***k* Permit Conditions: _ 1. 1 THE LAND ALTERING FEE�.IS`BASED::VUP_.ON. `AN._; ESTIMATED 300CY OF CUT/ EXCAVATION: "{ IF,,THE FINAL" QUANT,ITY'EXCEEDS THIS AMOUNT, THE DEVELOPER WILL BE REQUIRED TO CALCULATE THE FINAL QUANTITY AND PAY,THE DIFFERENCE IN PERMIT FEE. ?." TEMPORARY.: EROSION 'CONTROL MEASURES SHALL BE IMPLEMENTED AS NECESSARY AS THE FIRST ORDER OF BUSINESS TO PREVENT OFF- S ITE;2SEDIMENTATION ONTO OTHER"PROP ERTY OR INTO THE EXISTING`STORM DRAINAGE SYSTEM: THE ,S;I.TE S HALLHAVE'. PERMANENTEROSION CONTROL MEASURES IN PLACE AS SOONAS POSSIBLE AFTER FINAL GRADING .HAS BEEN . CHANNEL /STRIPING /SIG CG Permit No: PW93 -0142 Status: ISSUED Project: EB BRADLEY BLDG. Site Address: 3314 S 116 ST Location: INTERSECTION OF E. Parcel #: 102304 -9011 Wetlands: Sewer: Contractor License TENANT No.: E.B. BRADLEY Issued: Approval Letter: Expires: 08/09/1993 06/29/1993 02/05/1994 MARGINAL WAY S. & S. 116TH STREET Watercourse: Scopes: Water: UNKNOWN 5080 S ALAMEDA, OWNER E.B. BRADLEY 5080 S ALAMEDA.; ARCHITECT KEHLE LOS ,ANGELES; C - 90058' • =LOS ANGELES, C 90058 12878 INTERURBAN AV S, TUKWILA•WA`98168 ENGINEER BARGHAUSENf" • 18215 ,7„2,N0 AV 5, . KENT WV 98032 98032 , CONTACT KEHLE<!DAVID` <<. Phone:', (206)433-8997 ***************. tV' * * * **' * ** ** * * *, * * * * * ***•k•k14. ** * * * * *•k * * **'k *•k k ** * ** *** ** *•k *** * * * * ** Phone: 213 585 -9201 :Phone: 213 585 -9201 Phone:.(206)433 -8997 Phone: (206)251 -6222 • Additional Permit Description: CHANNELIZATION,, STRIPING & SIGNING WORK Existing Square Feet: Additional Square New Square ,Feet: c'40600- i n it t• , Inspecl6n F � .t ee , ••`15.00 ; Plan DhFeck Fee: * .10.00' TT/�L FEES -- '25:00`; King County0{Valiia,tion;•: :; J: • ". ,..Value of Construction:. :1,075,000.00 * * * * * * * * * * * *i0A * * * * *, * * *. * *** k *;* t *,** ** * * * ** tic**:********* , * * * * * * * ** * * * *•k* * * *�k* * * * * *•k* * I hereby accept this permit and agree to ab i.de all-applicable sections' the City of Tul.b 1;lit,:Mun.icipal Code. We agree - that;. the City of; Tukwila shall be held harmless..,for' all or any claims arising, as a result of this project. Permits which have lapsed beyond the expiration date shall require a re- application and reissuance of the permit '. through the City at an additional Acct No:: 000/342.400 Acct No:•000/345.830 fee THE APPLICANT MUST NOTIFY THE CITY INSPECTOR OF COMMENCEMENT AND COMPLETION OF WORK AT LEAST ,24.HOURS IN ADVANCE. TO SCHEDULE AN INSPECTION CALL 433 -0179. Signature: * *•k * * * * * *k * * *ir * *•k *fit * ***** ** **c * * *k * * * * * * ** * * * * * * **** * ** * * * ** * ** * * * * * * * *•kkk * * * *k APPROVED FOR SSUANCE BY• JAP (,�� �' Issued By: /t or i zed Permit C,ehter Signature ************A* ***A********** kk****** k*****•k• k*• k** k * * * * **** * * **k *•k * * * * * * *•k * *kk•k Date: DateC I hereby certify that the permit holder whose name and address appears on this record has satisfactorily met the standards and conditions for the project approved herein, Final Inspection Approved: Inspector Signature Date jar CITY OF TUKWILA Address: 3314 S 116 ST Permit No:,PW93 -0142 Tenant: E.B. BRADLEY Status: ISSUED Type: PW. -CSS Applied: 06/17/1993 Parcel #: 102304 -9011 Issued: 08 /09/1993 *****• **** *•k * *** **•k * **•k******** *•k k fc**• k• k************** •k* * *•k * * ***'k *•k * *•k•k * *•k *•k* Permit Conditions: 1. 1. THE CHANNELIZATION WORK1= 0ETWEENTHE SOUTH END OF THE BRIDGE AND SOUT1j,.- .14:5"TH' •STTREET SHAL'L""4E 1'B.IO':;AS AN ADDITIVE ALTERNATE. DEPENDING UPON BATHE LOW BID AMOUNT;' ,THE CITY MAY ELECT TOyHAVE THE 'CONTRACTOR DO THIS WORK OR;, HAVE CITY CREW S,COMPLETE SAME ? ! ' ;, THE CITY� SHALL. BE'EURNISHED WITH A 'SET:0F,THE; BID ,DOCU MENTS AT.h .THEQ TIME`rOF' BID ADVERTISEMENT ' ( J f. eav{ Gtr [k 4; f': ,rr pp E .• ' rf s i. r' City of Tukwila Department of Public Works John W. Rants, Mayor M E M O R A N D U M NOTIFICATION OF UTILITY PERMIT ACTION TO: PERMIT CENTER FROM: PUBLIC WORKS ENGINEERING DIVISION DATE: JUNE 29, 1993 SUBJECT: UTILITY PERMIT AVAILABILITY /REQUIREMENTS E.B. Bradley Building (Gateway North No. 8) 3314 South 116th Street Project No. PRE93 -010 Activity Nos. PW93 -0142 thru 0145 Contact Person: David Kehle Telephone No.: (206) 433 -8997 THE FOLLOWING PUBLIC WORKS PERMITS ARE AVAILABLE FOR ACCORDANCE WITH THE PLANS APPROVED ON JUNE 29, 1993: Channelization /Striping /Signing Land Altering Landscape Irrigation Storm Drainage Two copies of the approved plans are JP /cd Attachments a/s TOTAL Ross A. Earnst, P. E., Director ISSUANCE IN Permit fee $ 25.00 P w `13-C)1 4a-- $ 66.00 0'6"014-3 $ 25.00 -P V093 -D'P+ $ 25.00 ' 5--` D 146 $ 141.00 confirmed Utility Permit Application Form and attached for inclusion in the permit files. cf: City Utilities Inspector (w /copy of plan /application) Development file (w /copy of plan /application) cd.d25.brndley.upa 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 1206) 433-0179 • Fax (206) 431-3665 City of Tut vita App, Ion # p 1 0 Central Permit System - Engineering Division ,ZORIPIfeRer Blvd., Suite #100, Tukwila, WA 98188 . Phone: (206) 933-0179 JUN 1 7 1993 UTILITY PERMIT APPLICATION TUKWiLA PROJECT &IVO &S 141- r Ili' INF°13MATI°N Name of Project: E , 5040;q - E-Vrismq *511i - tZ) Pro ert Owner: 5 I;;'_,r A Phone No.: 1.7,13 - Cit /State/Zip: itx 0.9e2 0/e-3 Street Address: En t zr17, Street Address: I W--1 1Z705.*). City/State/Zip: l7615ri W.6 , era'037.., Contractor: Street Address: King Cty Assessor Acct #: 07, • 00E.STED'::: 0 dg X (5.(' .34/7,3 0 Contractors License #: Channelization/Striping/Signing Curb Cut/Access/Sidewalk Fire Loop/Hydr. (main to vault) - No.: Flood Zone Control (72)"1/1•9 Hauling vAttE) Land Altering .3422 cub io yards Landscape Irrigation Moving an Oversized Load Phone No.: City/State/Zip: Exp. Date: o Sewer Main Extension El Private CD Public i4' Storm Drainage Sizesif:2 0 Street Use /10/25-114 Water Main Extension %Private 0 PLiblic WD/.25.fA Water Meter/ Exempt:- No.: ._L Sizes • 1//2-- Deduct r4 Water Only 0 /7 0 11/402574 Water Meter / Permanent - No • Sizes' 10 Water Meter/ Temporary: - No.:_ Sizes'_ Est. start/end times* Estimated quantity: Date: Schedule' )/i//& Ngt Sanitary Side Sewer - No.: 0 Other: ::.W ATERWET ::.:: Name: 1019rA h/cre-e..e -P,-,-A)-).,6,c Phone No.: 7 gio 1- pil 1 'i, sci . 4 -,g2:;, City/State/Zip: e....i,c,/,e)et;I: k.,4 1:1EFUND/BILLI ':! Street Addras:6..yzy :,..:moNT.tiL:. • ::: Name: a , .15.-j/&1,/ I:SERVI ::: r „ , k Phone No.: I.- BILLINGS?1. ,. :. :.: Street Address: 5 3) Li ...5.,, (/67-2-- City/State/Zip: 7 4 w ;la 0 Water 0 Sewer 0 Metro 0 Standby HDESCRIPTION:f:OFTRO4 0 Single-Family Residential 0 Multiple-Family Dwelling 0 Hotel 0 Duplex 0 Apartments Te/c..g 0 Other: No. of Units: CommerciaUlndustrial . . , MISCELLANEOUS'.1 INFORMATION . . : • 11A 0 Motel tg Office 0 Retail New Building Square Footage: 40/ ibtr3 King County Assessors valuation of existing structures: $ 4-4 El Triplex 0 Condominiums 123:Warehouse 0 Church 0 Manufacturing 0 Hospital 0 School/College/University El Other: El Remodel/ Addition Square footage of original building space: ■53(c Square footage of additional building space: e, o Valuation of work to be done: $ : 1 tittibbY ..c;tti 1 al Y 1 HAT 1:1-1AVA .F?EAP:::M1S.APPLICATIONANpl(NOW...77-1ESAME::.TO,EfETRUE:AND :CORRECt'i.s, Contact Person jprint name t Ole ki hiolAch of Applicant/Authorized eippI o - n is r-. -461.- 41% Print Name: OPPJ t,0 ei-it„. Address: Date: 67- V/ --15 Phone:433- CI . Phone: Date Application Accepted: L2 I 9 Date Application Expires: .., t —1- q 04/22/92 08/06/93 13 :25 FAX 206 7782196 SGA CORPORATION -l-►-) TUK PUB 1VORKS Z001/001 j- DETACH TO DISPLAY CERTIFICATE -3 DEPARTMENT OF LABOR AND INDUSTRIES THIS CERTIFIES THAT THE PERSON NAMED HEREON IS REGISTERED AS PROVIDED ERIE etivE r JAN 121993 '4' 4`.: ;;+ "irw: , RH3ISTRATibN NUMBER' . •'•'''' '• EXIAATION DATE ...c,g•-r.:L'�•.,::. ;; >k.g.' . ::S ACOc s- o;a4BS.:01 � F'F 'GTIVE!..:,,D,ATM, /10 /94 .0t' t; An SGA%,u1l . STATE OF WASHINGTON t, DETACH TO DISPLAY CERTIRI ^A" A Post -It'" brand fax transmittal mama 7 61 (N of pages r To ,14...._, % ' Fro` /,,,- Co, r .:°70, Co, C' /J .7.1k 1 1J`. "tt "156"711. Fax N int. 3 i w •24 fax I/ . F82i•OG2•oOOl3•92) an ::Reviewers Bradley Please review the `:revised `plans dated 'August keep. track ot,: the'time spent reviewing these plan • will', be 'changed for the addit onal` plan review t. DEPARTMENT NUMI Buildin Initial Review„ g. . Fire.' Planning Public ;Wo` rks Build�.ng Final Revd ew :Robert :Fossatti Associates` Structural -':. CITY OF TUKWILA Id: ACTP130 Keyword: UACT User: 1671 Activity Maintenance - Valuation Calculator Permit No: B93 -0225 Tenant: E.B. BRADLEY Status: ISSUED Address: 3314 S 116 ST Valuation Summary Occupancy ammonnom mmussomp 10/07/93 BUILDING PERMIT Date of Table used: 04/01/1992 Factor Sq..Feet Valuation 19.54 47.70 7.s;,=1:, • SSW Subtotal: 41,000 Multiplier 1.00: Addl Fixed Amount: Enter factors 'or F2 =Select Occupancy ESC =Exit Val Calc 988,572..96 988,572.96 .00 • CITY OF TUKWILA Id: ACTP125 Activity Table Processing Permit No: B93 -0225 Status: ISSUED Fee Information (Y /N) • Y Other Bldg Fee (enter $): (Y /N) • Y Other Plan Rev (enter $): I (Y /N)..: Calculated Fee: Additional Fees Work w/o a Permit (Y /N). Inspect After Hrs (hrs) Reinspections (hrs) Other Inspections (hrs) Add'1 Plan Review (hrs) No. Radon Monitors • • Y F7= Update, F2= Previous Line, Keyword: UACT .0 't User: 1671 Tenant: E.B. BRADLEY Address: 3314 S 116 ST Type: B -BUILD .00 VIM 5,790.23 .00 .00 .00 .00 .00 .00 10/07/93 BUILDING PERMIT Vers: 9101 Screen: 02 EXIST BLDG SQFT: NEW BLDG SQFT..: CONST AREA SQFT: # OF STORIES...: 41000 41000 2 Archive Date...: / / Microfilm Date.: / / Radon Monitor #: (see comments for multiple radon monitors issued) ROMMINIP F1= Screen Index, ESC= Cancel Update CITY OF TUKWILA Id: ACTP135 Keyword: UACT Activity Maintenance •- Fee Summary Permit No: B93 -0225 Tenant: E.B. BRADLEY Status: ISSUED Address: 3314 S 116 ST User: 1671 Calculated Fees: ,Additional Fees: Total Fees: Enter Option: 1= Payment of Balance Due 2= Partial Payment 3 =Specific Fee Payment 4= Assess an Additional Fee 5= Display Fee Items ESC = Exit Fee Summary. 10/07/93 BUILDING PERMIT 5,790.23 Total Fees: .00 Payments: 5, 790.23 IngEONA 5,790.23 6,092.18 6= Display Payment History 7= Display. Additional Fees 8 =Redistribute Overpayments 9 =Reprint Receipts by Date. V =Void a Payment. CITY OF TUKWILA Id: ACTP130 Keyword: UACT Activity Maintenance - Valuation Calculator Permit No: B93 -0225 Tenant: E.B. Status: ISSUED Address: 3314 Valuation Summary Occupanc IRL ;11 elf . }.5117 ^'i User: 1671 BRADLEY S 116 ST 10/07/93 BUILDING PERMIT Date of Table used: 04/01/1992 Factor S . Feet Valuation 22.79 51.57 Subtotal: 38,045 Multiplier 1.00:. Addl Fixed Amount: Enter factors or. F2 =Select Occupancy ESC =Exit Val Calc i. % 1,074,491.79 1,074,491.79 .00 111 :•�.!' %';S:Y'•.. ! ��, z. ?al.te CITY OF TUKWILA Id: ACTP125 Activity Table Processing Permit No: B93 -0225 Status: ISSUED • Fee Information t ma. (Y /N ) •Other Bldg Fee (enter $): A . (Y /N) • Ot ex -Plan Rev (enter $): INSMgtng, • Y Y Calculated Fee:. Additional Fees Work w/o a Permit (Y /N).: Inspect After Hrs (hrs)..: Reinspections (hrs) • Other Inspections (hrs).: Add']. Plan Review (hrs).: No. Radon Monitors F7= Update Y Keyword: UACT Tenant: Address: User: 1671 E.B. BRADLEY 3314 S 116 ST 10/07/93 BUILDING PERMIT Type: B -BUILD Vers: 9101 Screen: 02 .00 moor .00 elew 6,092.18 EXIST BLDG SQFT: NEW BLDG SQFT..: CONST AREA SQFT: # OF STORIES...: Archive Date...: Microfilm Date.: 38045 38045 2 .00 .00 Radon Monitor #: .00. .(see comments for multiple .00 radon monitors issued) .00 .00 F2= Previous . Line,' F1= Screen Index, ESC= Carrel Update 17.7r 7777 k * * * * *k:►fih•kA.***k** *y4*'! * Itk********** r14k h********h****k* **A. ***A•*A*k* ::ITY..OF '.TUKWILA, WAS Rearinted: 10/08/:3 16 :39 TRANSMIT r* k* k**** kk*• k;*/ rk'******** kk*,********** k **k'k *k ***yk* *Jr * *kkk * * * *k *°k*. TRANSMIT 'Nunibe r: 9300L462 ,Aniourit: 545, 55' 10/08/93116038 Permit :.Nae R93-0225 Type: 8- 3UILD BUILD;ING PERM T/Parcel Na.. Na 1023049011 1. : i% -1 ite Address:' :3314,;8,116 5T. Payinenia Method CHECK NotEtt,i'ornIC IRONWOOD PR0P Iriit "a SLR * *•k* *k * **** *tit** kAk *k * * *** * ** * * * * *k**** * * ** * **k * *k*k* *k **4 **4, Account' Cody ~' Ue.sor i pt i on Paid: 000/322.:100 BUXLDXNG - NONRES 57.00` 000/345.830' PLAN CHECK :- ,NONRES 488.55` To y 545.55 •�a1 (This Payment): Total: Fees :.: Total .A11 Payments: Bel art c e:M . 6, 637..73 6,637.73 GENERA 57.00 GENERA. 488.55 TOTAL .• 545.55 CHECK 545.55. CHANGE:. 0.00 5107A0 0 0 14 :56 * * * *k *4k* 4*,*** A:*' A•. i4* A'*** A•*******. k* ***... ksC' ** "k *A• *. * * * *:A * * *. *** * * * * :k *k ** CITY . OF'.`.1UKWI:LA,:,W , . :TRANSMhl '.. k*** k**r k******** “** *; k * *k* *•ktih *• ** * *k ** * *k *•k * * * ** *tilt * *,*r4 * * *” *A * * * * * *' TRANSMIT Numbere• 94000319 Amouriir:' 30.00 03/18/ 1/442 Pet m�i Noi 9 97.022, Type: .8 HUII,q BUILDING. PL"h'. . Pcu t.e1 No:;`.102304. -901.1 Site'Addr ^ces: 3314 b 116. :SST GENERA 30.00" TOTAL 30.00 CASH 30.00 CHANGE 0.00 0270A000 22 :41 •P a ymeirrt Method4 CASH Mcitatior1: 1101 HART.. ' Iriit :. 6L1; :. ** k***.k****;*****'* k, k*"***: k'****.****`***.* 4**,**:* * *` * " *;** :k* * *.* ** ***A••k.k *k* 1ccaunt :Gode 0e or i pt i on Paid 000/322.100 BUILDING M .NONRES 30..00 Total ° (This Payaierit") a 30.00 Total. F s x , 6 7.73` ~Total.:All= Paymerit>x. 6,667.73:' 0 Rl ahc.e e , 0 0 611.017511774771, • : r7r1.7717174411-",,,,k•Prrr"„ OF-AliditILA . • •'::••••.• • TPNSNYT Number: .9300.1074 Amount: 3,692-10-03/09/93 15:20. Permit. No. 0.93-0225 Type: 0-BUILD SULLDING• PIRMIT • •• No I 102304-9011 • • Site'• Addressi 11 .331 -6' 116 ST ' • • . raympht Method:: CHECK Notation: IRONWOOD .WOMT.• CO • In it:; SAO • Adcount Code Description 000/322.100. '000/386.904 Total NONRES STATE rampIlsip SURCHARGE Total (This PaYment):- Total Fee: All Payment: Balance: • 6,092.18 6,092.18 .00 Paid 3,687.60 CHECK 3833.10 •4.50 CHANGE 0.00 3 691 10 013/11993 3359A000 13:15 GENERA GENERA. i. GENERA GENERA GENERA GENERA GENERA GENERA GENERA GENERA TOTAL: 3687.60 4.50 10.00 • 15.00 43.50 22.50 10.00 15.00. 10.00 1500 3833.10 *.**** k* k**** 71i********* * *iFArylrAr*tit'***** *Ar *** *****her **l**** * *dk, ** * *** CITY : 0I :;TUKWTLA, WA G' --� �� TRANSMIT * ** * * * * **:* *'k * * *. * *. * * **:**` **W.*** it*'*A* **fir****** * ** ** **fit'* TRANSMIT Number; :.33 001078 Amounts :'25,00 ,08/03/93 15 :3 :Permit: No: ;'PW'3 0145 .. Type::':PW -SR STORM DRAINAGE Parcel Noe ' 1023.04 -3011 Site Address 3314 S ` 116 ST' Payment Method: CHECK !'Notation: IRONWOOD MOMT CO • l.msit: SAO, ****14** * ** *k.***** * ***k * * *_ *. ** **:*** * ** ** **** *k ****** *k*** * * **** *. Account Code Description Paid 0002345.83.0` PLAN 'CHECK - 'UTILITY 10.00 412/342.400 INSP FEE STORM DRAIN 15.00' Total (Th i a Payment): 23.00 Total f~eea: , 25.00 Total All Payments: 25. 00 Dal once: i ?: '•t li. s� n.i� CsUl Y1t�.4 4 L'tx' -_ ? nF aSl:i� # 7 E3� /AN * * **4•k' *ikkk.k *** * *A•** rah * *,•k,* *k **4* *44 *fk****** h•k,4•k**4 *.:4, *kkk*4•k**k * ** *. CX1Y or 1UKWILA, w G� .TRANr Kr. T :. *. **. * * * * * *.4. *4 * ** *A•. *k** *4 ** *7F* *al *, * *4•**4 * * * *.44*4'k*4* * *,•k* .. TRANSMIT .NuMtretr 93001'077 Amount: 2500 08 /09 /93 15 r,34 Permit :' No: PW93 -0144 Type: PW -LI LANDSCAPE, XRR [fiATIOW Par.cel:` Not, 102304790i:1 .Situ Addrese: 33/4.8 116.. ST . 'Payment, Methiad « CHECI( Notation: ,IRONWOOD.. hMONT: CO, `' ,Tn i t. SAO *k ** * * * * *• .i. * ** * **** *4, * *4; *i4 * **** * *k *k * **', *kkr4k. *.k* *A4* *k **4r * * *A• ** Account Code Deserr, i pt i on Paid .000/3,45.830 .PLAN CHECK. •-' UTILITY 1 0.00 401/342.4.00 i.NSP "F EE FLH/LI/WME : 15.00 Total (This Payment) : 25.00 CITY .0FI:UKRILR.,::::SA . • • .„ . . , . -1-• ‘• - • •, • . • T"• .R A4N5SA ; T *******4*******44***** 4*k**** *4*4**4**4******4**44 TDANSNII-NoSberi9001076'Arsaihti 66..00 133 .' ';.-- " • „TYpei- Site Addreseiv 3314 '116, ST ,. • -": . „ , F>ymerit Method CHECK Nctatiom; 3RQNWCJQO NOMT CO. DAV' „ , . •,.., .• .-: • . • • • • Aceolint Code Desoriptiory - Paid 000/322.100 BUILOXNO NONDES 43.50 000/345.430' PLAN CHECK - 'NONRES • 22.59 . .• Total (This Payment) e 66..00 'Total Feesit ,Total Al 1 Paymentso Balance: . . . . •- ... .... • ...., •„.. •. 66.00 ; 66.00. . . -2- **k h*.k fir As* k.**, 4k. k***, k*** *•h *** *** * * * * * *.ic * **•kh * *.** -* * * *** * * *h*. ** * ** CI1Y a, i, 1t,UKDIILA, Wk., q 1;,RANSM1T• h• k * ** * *•4*!v* *.* * * ** *k' *4,4i4'h' r4,•k..** T*** .*k:4 *4h.' *"kk***•k*,plc******k TRANSMIT Number: .9500107.5• Amount. 25.00 08/09/93 15:32 Permit No: PW93.0142 Type: PW- -ra9 CHANNEL /STRIPING /SIC Parcel No: 102304 -9011 Site Address: : 3314 G 116 ST Location: INTERSECTION OF E. MARGINAL WAY S. & S. 116TH Payment Methods . CHECK Notation: IRONWOOD .MOMT CC Xrnt: SAO Account Cade Description Paid 000/345.030 ; PLAN CHECK -• UTILITY 10.00. 000/342.400 INSP FEE •- UTILITY 15.00 Total (This Payment): 25.0() Total Fees: 25.00 All Payments: 25.00 Balance: .00 ********************************k***************k************k** CITY OF TUKWILA, WA TRANSMIT TRANSMIT Number: 93000770 Amount: 1.90 06/18/93 10:10 Permit No: B93-0225 Type: B -BUILD BUILDING PERMIT Parcel No: 102304-9011 Site Address: 3314 9 116 ST Payment Method:: CHECK Notation: IRONWOOD MANAGE In it: SLB le***********fr********k********A******************k************A* Account Code Descr pti on Paid 000/322.100 BUILDING - NONRES 1.90 Total (This Payment) 1.90 Total Fees: Total All Payments: gal ance: 6,092.18 2,400.08 3,692.10 i **** k* * * * * * *k *.k *** * * *,k* *k•k * *** ** k*** *k ** #r** *k * * * * * *A **:4 ** * *kk *'* CITY or TUKWILA,. WA TRANSMIT k* *k**1 ** k*******k*: 4.k khkk*:*** kk • /v****k**** ****k* **k***:A4* k* ** kk k* TRANSMIT Number.`;.; 93OU07b3 Amaunt:' .., 2,398.18 05/18/93 10 :09. 'Permit Wo D93-=022°i Type: q -BUILD '.'BUILDING PERMIT ` • Parcel Na: 102304-9011 .S eta :Addi�:E;aq 331.4 S `1"1G ST 06/21/9. Payment "Method:; CHECK Notatiaru • IRONWOOD, MANAGE Init SLB ****************.*******; k*** k* k•* k** k** k* k***** *0. ** * *4k.h,k k * **/v** ** Account .Code Description *'s Paid 000/345'.830- PLArd ..:CHCCI( ;- NONRES, 398.,18 Total (This: Payment) e 2438.18 GENERA 2398.18 GENERA 1.90, TOTAL 2400.08. CHECK( 2400.08 CHANGE 0.00 17291000. 14:05 .T.o.t a 1 Fees.: Tbt1 .01:1 Payments. Bat arice; CITY OF TUKWILA Address: 3314 S 116 ST Permit No: B93 -0225 Tenant: E.B. BRADLEY Status: ISSUED Type: B -BUILD Applied: 06/17/1993 Parcel #: 102304 -9011 Issued: 08/09/1993 ***********• k*******• k*** k******** k************** *** *•k * * ** * *k * *•kk * * * *•k * * * *k ** Permit Conditions: 1. A. DEVELOPER SHALL VERIFY, THAT`, THE- SPRINKLER VAULT CONTAINS A DOUBLE DETECTORFCNE.CK-�VALVE ASSEMBLY- =ORr;INSTALL SAME. B. THE CITY SHALL:' - PROVIDE A BANK STABILIZATION DESIGN AND AND FURNISH :r'1E,CE55ARY ;PERMITS TO COMPLETE. RELATED WORK. THE DEVELOPER fFSHALL E;UNIDK THE', COST °:OF CO•.NS'TR,UCTION AND COMPLETE trHE WORK PRIOR TO FINAL, INSPEC:TIO(N OR- EXECUTE A DE1 /ELOPE.R''S AGREEMENT T© COMPLETE" `SAM£, AT A'= LATER DA';TE . C. SUBMIT jCrOuES OF;'xCONTRACroRS jI H,AAULING TRIP,,TIC CT,S`'' TO'; VEREpclUA TTI ESaO FIL A T E R Lr 5. * * ** 2'. No ch rfgs wi l l be ,rde p l ans unless approve Archit'edt ;anal they. Tukwi1 a,wBuitlding/.D`1vision. 3. P 1 um, !�g permit shall „be" obta'�iined z' through the SeaJttl e'= Count y'? Dgpar,,tment of Public He,a 1t`h . -;Plumbing will b,e a . insp,`e,ctetl by that agenc'y;' including:.'61l gas piping (296A722),.; 4. EleEctrical permit _shall beo;bta;i,ned ,thr'oughe;#the Washington Sta0f Division= of•..- Labor.. and 'Andustri es .'.and ail l e l ectrl ca,l'c` v. worjk wiy1 l •be inspected :byi that agency .( 248 -6657) . 5. A11t,mechani °cai work shal.1 be ,,under separate. permit through,,.,?` the it '..doff. Tukwi 1 ''` .l f,; t. 6. Al 1 ap,ermi ts, i'nspeCt.i :on ..r"ecords, \and approved plans shall he mairtin;'ed ova L table at the job s'i'te ipr ioir- to- the start of .' any cons'truction. These documents are tt,p.be maintained avai�lahle.9uit�.i1 final inspection gppr 'ovas "`granted..:��4�' 7. When a `: ,; i t ;.. , .. �p�c�i.��l ''1 nsp�ect i on is required :fe i t,hhowner, architect or engineer shall notify the: Tukwi lBUi lding Division `�`of appointme.nt of the ..1n,spectior?' =.s.:agenc`ies prior tol the first ;, building, insp,ection. Copies of aWspec;la;l inspection: epo tts shall be,,.submitted tp,:othe Building Division in, a;- timely manner. ° �= Repor=ts "shall contai 'n' address, project name; permit number And type of inspection being performed. ? 8. The special inspector, shall submit a f inal signed report stating whether the wi:ork requiring -special,,In'spection was, to the best of the i nspetors.'k owled a " "' =[i conformance with approved plans and spec. if" i 'c'at.i.ohnd:'°.the °`applicable work- manship provisions of the UBC. 9. All structural concrete shall be special inspected (Sec. 306 (a) 1, UBC). 10. Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 11. All structural welding shall be done by W.A.B.O..certified welder and special inspected (Sec. 306 (a) 5 UBC). 12. Bolts installed in concrete shall be special inspected (Sec. 306. (a) 2 UBC) . 13. Any new ceiling grid and light fixture installation is required to meet lateral bracing requirements for Seismic 1Zone 3. 14. Partition walls attached to ceiling grid must be laterally braced if over eight (8) feet in length. 7 C C1 ,..� .J a 1 .. ...r .. n n i {. •1 _. } . .........4` ....� .. ,n i• n .� n rt .. { m m o n M 4c. s' required. y `16. Engineered truss wings and calculations sl ,1 be on site and available to b.( e building inspector for rpection purposes. Documentsshal1 bear the seal and signature of a :Washington State Professional Engineer. , 17. Any exposed insulations backing material shall have a Flame Spread Rating of 25 or less, and material shall bear identi- fication showing the fire performance rating thereof. 18. Any' exposed insulations backing material shall have a Flame Spread Rating of 25 or less, and material shall bear identi- fication showing the fire performance rating thereof. 19. Subgrade preparation including drainage, excavation, compaction, and fill requirement,...<sh.all conform strictly with' recommendations :given ln: t het so1.1s:. port . nSee general .structural notes forv-i;6q;uired inspectiono'f cavation prior to placing of foundation concrete. Fv., 20. A statement from:£th`e roofing contractor veri fyiing fl re +` •f T' ,* 1tY 7-a j;py:ya "r. u� 1 retardant c1,a�srs`.. of F of w11.41 b41,,,nquired pr.i'�or :to f�i;net1 inspection; Minimum class ifi cat lon,, for th s..tye of" oah,stru ction .andioccupancyx group ;is Cl'ass':"G,•,,,: R� 441'..-;;;;,,'W '' Y yy 21. All rac , k,;tora'geirequires a separate permltt.,,ithro`ugh the,7Clty of "Tukw.4..a. S't,rud"tural ca i cu'i,a; 1:21ns stamped ' ''by a�;, W'ash f ng:to' State �`��r ensed S'tru,ctura l Engineer �ar�e requ i red ��fo'�' °�fr`�ck '\ k ° storag 'over.., eight.' (8) fe,e`.t''vi h height. : `' ''',., '' 4 „,„0 22. Ther Aha11. be no occupancy th.e` bui 1 d i ng (s) unt`, 1 ,thee f1nakqin :pe,01on has been comp'1e "t"ed..wb:y the Tukwila .Buiiding Ins p e ; t o . ,D .r,,;- ,;.,.... {`" l.+ ._..: f,, 14 �r y A v..,,s , i'' 23. A 'C ” TIFICAtE ,OF' OCCUPANCY W Li_ BEy.RE,QUIREQ..FOR THIS ,'PERM'IT. j tov_ Bey ' '!c far "ante ' 24: Al ' i anstructian be' don i,n c,4; with approved; p1 , and r *eqk/,'framents,ofi the Uri ifForim Duilding Code (�1991L Ed" i on') masi amended ;b " ,'fhe!W.ash i n " onS_tate '°Bu i 1 d f n •~ ode''` xx Lint norm P ecihaf i ca l�'Co e••;(1 9 d l ah- d, 1?` i vn).., -r'and „Washington S:ta,t:,, Energy cede (.:9 91).; Second 1 E4:1,k�i;'o h) . ,n ,' PJ 25:.`Va1,i; ty of Permit: �.''TThe, i.ssuanc�e o�f" ,,,a „,4,p.61,m,i�t,. or app toval'..01 p.1ar r Sp cffi ations and computatifon }`.sha:11-.riot be !tone , `str d t 6 a' ,permit for, or an apOo1/40 1 � of , apy . v, o i at,l on of . a . of ti e' pop vi si on of the State ''B.0 i l f i ng =Code or,�x�:any'. or•d1r e of v`the 1urisdiction. • No errin`1 �'reS ming; to `'gave autho y or violate or: cancel tie 'p to i i ns ,..fo`this code shall 611 chi 4�4 `f° City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Fire Department Review Control #B93 -0225 (512) John W. Rants, Mayor July 12, 1993 Re: E.B. Bradley - 3314 South 116th Street 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) Extinguishers shall be installed on the hangers or in . the brackets supplied, mounted in cabinets, or set on shelves (NFPA 10, 1 -6.9), and shall be installed so that the top of the extinguisher is not more than 5 feet above the floor. (NFPA 10, 1 -6.9) 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) (UFO 10.505A) . Clear access to fire extinguishers is 'required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) 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 on person" performing the service. (NFPA 10, City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188-7661 (206) 575 -4404 Page number 2 AIS■INIMI■C John W. Rants, Mayor 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) 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 3303(d)) 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 3304(b)) 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 12.106(c)) Obstructions, including storage, shall not be placed in the required width of an exit, except projections as permitted by the Building Code. Exits shall not be obstructed in any manner and shall remain free of any material or matter where its presence would obstruct or render the exit hazardous. (UFC 12.104(a)) 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. Storage under exterior or interior stairwells shall y...�. k.. ��.....s44 ..1 1.. City of Tukwila ARE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Page number 3 John W. Rants, Mayor enclosed side by one hour fire - resistive construction and sprinklered where required. (UFC 12.109(c)) Exit hardware and marking shall meet the requirements of the Uniform Fire Code. (UFC 12.106- 12.111) Internally illuminated exit signs shall have both bulbs working at all times. (UBC 3314(c)) 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 3314(A)) Aisles leading to required exits shall be provided from all portions of buildings. The width and spacing of aisles shall be maintained at all times. (UFC 12.104(b)) 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 1, Divisions 1.1 and 1.2 occupancies and for all other occupancies where the exiting system serves an occupant load of 100 or more. (UBC 3313 (a)(b)) 3. An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #1646) The automatic sprinkler system for new spec warehouses shall have a minimum design density of .39/5600. (City Ordinance #1646) Fire hydrants are required as detailed in City Ordinance *1626. Contact The Tukwila Fire Prevention Bureau to witness City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Page number of underground piping. (NFPA 13 -8- 2.2.5) John W. Rants, Mayor All sprinkler system plans, calculations and the contractors Materials and Test Certificates submitted to The Tukwila Fire Prevention: Bureau must be stamped with the appropriate level of competency seal. (WAC 212 -80) All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the 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 #1646) All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (UFO 10.508) All exterior components of sprinkler systems should be painted RED. This includes: Post indicator valves (PIV), outside stem and yoke (oSY), wall indicator valves (WIV) and Fire Department connection (FDC). (UFO 10.504) 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) Maintain minimum 40 degrees F. temperature in all areas to prevent sprinkler pipe from breaking and causing unnecessary damage. (NFPA 13 -3- 6.1.3.2) • .ENIONi City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Page number 5 John W. Rants, Mayor Swivels on Fire Department Connections shall be maintained so as to allow them to turn freely. (UFC 10.504(a)) A 4. Commercial dumpsters and containers with an individual capacity of 1.5 cubic yards or greater shall not be stored or placed within 5 feet of combustible walls, openings or combustible roof eave lines. (UFC 11.302(b)) 5. To use any building or portion thereof exceeding 2,500 square feet for the storage of high -piled combustible stock. A floor plan showing the dimensions and location of the stockpiles and aisles shall be submitted with applications for such permits. (UFC 4.108(h3)) The critical storage height for high -piled combustible stock in closely packed piles is 15 feet. (UFC 9.110). Storage above 15 feet would necessitate increasing the sprinkler density to extra hazard (UFC 81.105), and adding smoke removal capabilities. (UFC 81.107) In double row racks with heights of storage up to and including 25', an average nominal 6" transverse flue . space between loads or at rack uprights shall be maintained. (NFPA 231C 4 -3.1) High -piled combustible storage is combustible materials in closely packed piles more than 15 feet in height or combustible materials on pallets or in-racks more than 12 feet in height. For certain special- hazard commodities such as rubber tires, plastics, some flammable liquids, idle pallets, etc., the critical pile height may be as low as 6 feet.. (UFC 9.110) The storage of idle (un -used) pallets is limited to six feet in height by the Uniform Fire Code. If storage quantity in excess of six feet in height is required, outdoor storage must be utilized. (UFC. City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 John W. Rants, Mayor 6'. This review limited to speculative tenant space. only - special fire permits may be necessary depending on detailed description of intended use Any overlooked hazardous condition and/or violation of the. adopted Fire or Building Codes does not imply approval of such condition or violation. i4F City of Tukwila Fire Department John W. Rants, Mayor TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Thomas P. Keefe, Fire Chief Permit No. t393-02?‹.- Project Name '- '.- ,C1/9/,.3L C.. Address 3...2/ . //6 5i i Retain current inspection schedule Needs shift inspection Suite #. Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Ha]on: Monitor: Pre -Fire: Permits: F>. C/2,- Authorized Signature 0.. rli> &-c'7/ a'V r C.. )lr'"Z.UC�4% 6 )c) /G", -7 2 /) 5 i iv uiz yw , -10 A /%' � . ) 4 - 3 /+.. 4;3.; L A� wcr G?++.i 4- 5-t1.ie4 ;+7- p eebv� FINALAPP.FRM T.F.D. Form F.P. 85 3/4579y D to Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575,4404 • Fax (206) 575.4439 iNSPECtiON RECORD.. • 'Retain a copy with permit CITY OF- TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 o -2S PERMIT N0. 431 -3670 fro e : �-.. 9 "Type oiTTIWayr- Address: X531 �c s , 1 Date Called: Special Instructions: Date Wanted: � -!7- ci ; am. ) Requester. �*- Phone No.: 77 . 2, j i ( ►7i Approved per applicable codes. 0 Corrections required prior to approval. 1 speclor: 3' CO $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be pa • at 6300 Southcenter Blvd., Suite.100.• CaIl to schedule reinspection. E INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 Project: G s A. i y 400finstro A S. J11sil'h-" Da' e� 17)� Instructions: Date I� 7 `� l a.m. ( „ ReA1r. )Z-N �Na: ./12D34A-r 111 •76/0 *.*'"fg v per a5icable oo es. COMMENTS: ❑ Corrections required prior to approval. • 40. '❑ f�; 1�r �` r is POO Gc� r p N * la-J 43) . 37,E C e . QzPove, ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 Project: `(04 )2t't ypeo ns :'w C 1i�(O Address: 53 I L 6 11 t.)—, Date Called: Special Instructions: Date Wanted: am. p.m, Requester. Phone Na: U Approved per applicable codes. COMMENTS: ❑ Corrections required prior to approval. ❑ $30.00 REIN PECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcentor Blvd;, Suite 100. Call to schedule reinspection. I INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Fro oct: , ' ad I P, Type 0Trn�pecti«,: F i' V1 Off. L warns: -57-A S ' Date Called: Spedal Instructions: ' Date Wanted: — / r^ , �/ am. Requester. ,,,,),u/ley......, phoneNc.: 243 —. 03. ❑ Approved per applicable codes. COMMENTS: Corrections required prior to approval. LA s4 rJ CLFt. )01.4,11)1../ C, . (N0XA 1t N /rt.. CA1 Li ■ici / N5ttt l-t.a>J ' c;4 SElsvnrc._ Suers f — Inspector: 3 Co 5 ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, tee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Dale: INSPECTION RECORD C.. Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA ,98188 (206) 431-3670 .H.. r) Y O !\ 1.01. 7" i 0 1`l i i i "1t; �` t t"1a k Address: Date Called: Special Instructions: Date wanted: I (i ` 'I LI am. p.m. Requester: Bab ho ,t , ❑ Approved per applicable codes.: Corrections required prior to approval. COMMENTS: )7).("IP () "- �nt� ....�..._ ,M1 V... h_'>l' l , f! a .X ti W0516-4'01 -t)i-er \az; srp . yap \pi ►! De-LI '1?ME Inspector: 0 1# Date 1l ›e.,43300.000 REINSPECTION t. FEE REQUIRED. Prior to reinspection, tee must be paid at Southcenter Blvd., Suite 100. Call to schedule reinspection. 0 INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 ProJed , r Tp IneT i ikno ino,, Fin a I special Metnktrem: ' Dade Wanted: � _ i (D -q u am. p.m. Requester: Bab -Vm-i- I Phone lie.: -- r g...-- @ G 0 Approved per applicable codes: Corrections required prior to approval. COMMENTS: • if MIl 4)60. llNly 04 a \R\ktims -1Ak ktAkm, lki o21ok7' • up 4 0X X30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at. 6300 Southcenter Blvd,, Suite 100. Call to schedule reinspection. " 1. 1.11 rili1111111111.1111111111 INSPECTION RECORD 0 Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 q� •r -" E i. .YAd(e (11 moo. :.: ; Wij ;, J Addre, I H U ST `> Date Caged: 3' I U" `� 7 Special Instruct : Date Wanted: , t Requester. )! I1'i^ Phone No.: / �3 _ 0330 ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: ct pyre i d reAL 1 ,J A " 7 /t-A2 rS -0► `'C5 1+ -a c /ACS �� U Qy i-2 ectiaS" ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 f`i3.- 099.5 PERMIT NO. (206) 431 -3670 i, i% � , / ypeo# , Fry Jii pec al Inslnrdions: pate wanted: '/ _ CJ "" �-17" am .m. Requester. Phone No.: ca t(3 --0 5(c:. X12 Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: 1p S' Tl) /°/LA vs n Y AiteAllia111111111111111111116110801111111 ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. It e: INSPECTION RECORD 0, Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 • . , . . ., ype o ns • : • • .. --k-d res tr ... . — :. , 7; • ( • ..D - (.....___. • • •t!! nstruct • Date "ant.: • —9 -r7' am, op Requester. 7.■ -41 Firne No.: ____?......._ -3__LC23.3_4•____ El Approved per applicable codes. COMMENTS: Corrections required prior to approval. VY\ k SgC) te•1N1tdeS Nt 01 r•-r—cA•CW-45 C-4G MIS 4 NV G kvt Ambc---o Fdrt-- ta-VAI P. . Seeti I C.- or- (4)I of_ /ti cAtj.thArr- . 1'A f t go te-7.16114 UJTH CLflUC ElE:P ...57114.( a . CU-A (N-crSi A PP iLtz. VA L. - • S A PP xotAr.*--a o ;30.00 REINSPECVON FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. fff14°': 1. • 0.444.1....1.4011111.21S We: INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 =3670 r : E , )6 . , 4 n YPa ns Ahl , JC7 Address: 330- ( Z. !1(n Date Called: Z.- Z-z. -- 9`� Special Instructions: Date Wanted: p.m, Requester, ,,,,,,,. O Approved per applicable codes. COMMENTS: E%-- Corrections required prior to approval. t (L F-4A w, . , E` S A -CrViL A . A=o9 Nnrt t. PrL. IJ • L. n-ti d � /1../1. 1:11 n ,., S A PP2et O $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd:, Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.; #100, Tukwila, WA 98188 PEWIT (206) 431-3670 • • ' -0. • i 0 Mlb dm • a 0 O. ype 0 rrnr; , ' ,. ,i 1 .. i . • .' .t:i ructions: Date Wan : v9 4 0 Requester: .,, 1 .t....,WN Ptions No.: ..) ved per applicable codes. 0 Corrections required prior to approval. COMMENTS: ' [inspector: G o DIE): Q)10-)431-LI oo REINSPECTION FEE REQUIRED. Prior to reinspection, tee must be paid at 6300 Southcenter Blvd., Suite 100.' Call to schedule reinspettion. 1. - INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 ❑ Approved per applicable codes. J. Corrections required prior to approval. COMMENTS: \kia reLt k,k . 1r(e d- wvAl C'• cATI 0-(T-ice drec N CI- S- aru. e l ■A 5rec. -41 D1rti O $30.00 REINSPECTION FEE REQUIRED. Prior to relnspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. YPeT" wiliamszer kammmmmirammmmm ..,,, :. ..: uester. -�-. pbne No.: c2 3 -0 3.4, ❑ Approved per applicable codes. J. Corrections required prior to approval. COMMENTS: \kia reLt k,k . 1r(e d- wvAl C'• cATI 0-(T-ice drec N CI- S- aru. e l ■A 5rec. -41 D1rti O $30.00 REINSPECTION FEE REQUIRED. Prior to relnspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 Prole' Q . ! To nspe n. -AA o, A s • it z. 1 \ �p °Date Wed: c' - I( _94, Spe Ltlul1 s nictions: � D ,1 Date wanted. i. c;i er: - Phone l_ a C3 - 035 (a Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS:. WTI l5 tij .4 (oVhe r: • $30.00 REINSPECTION FEE REQUIRED. Prior to relnspection, fee must be paid at 6300 Southcenter Blvd., Suite 100.. Call to schedule reinspection. va.,.Jae.iA1 1140- kv.+iit. 4 3drer4 ; INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 96188 1q O 5. PERM NO. (206) 431 -3670 Approved per applicable codes. ❑ Corrections required prior to approval. ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'IIa�e; 'n ' S. 'Tee"'' 10- 9J- Date Wanted: , i r g q -- j ) am p.m. mud 'Requester. j2.(..Ify.) 'Alone htm: a- i j .,-0 3 3 67 Approved per applicable codes. ❑ Corrections required prior to approval. ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'IIa�e; INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Bivd., #100, Tukwila, WA 98188 1353 (206) 431 -3670 © Approved per applicable codes. Corrections required prior to approval. COM MENTS: \ I tM, z 1,1% % r3.77.14.-- :e--1c «L 4" o [ • Na,...1 k A-1-- •C K . (p 4., VS [.o c lt. t ,.1 C. P L� i.. .S . A • Es o r.i 3- 8 .z) vh4-t N% n z — au, 2 LA-t- "ry t, 1/4.7-"*0 c- mac; . Pea-- Address t L, S_ I t ire Date Called: 2 t NST*'tc..- vf1, N tiwu r.. (- ,a- 5'1� -N r� Pen_..161 ,-43.-- a r% 'I, t^f -c'r Pit-A-$, AC, > P fit_.... A -- -+ C-3 4,4 3-3. Special instructions: Date Wanted: / - q T Op. m. - Requester. A P Pa- ov,A.t.- i s 514 6 3 a - e c l " T o P L IA 11A r3, kJG # c Lic.* . -LAGAA- t J A.2 LQVA%t.8 ., Phone No.: © Approved per applicable codes. Corrections required prior to approval. COM MENTS: \ I tM, z 1,1% % r3.77.14.-- :e--1c «L 4" o [ • Na,...1 k A-1-- •C K . (p 4., VS [.o c lt. t ,.1 C. P L� i.. .S . A • Es o r.i 3- 8 .z) vh4-t N% n z — au, 2 LA-t- "ry t, 1/4.7-"*0 c- mac; . Pea-- 3 2 t NST*'tc..- vf1, N tiwu r.. (- ,a- 5'1� -N r� Pen_..161 ,-43.-- a r% 'I, t^f -c'r Pit-A-$, AC, > P fit_.... A -- -+ C-3 4,4 3-3. cI 5p k1 w,; --s Fox- wort. -- 8 tiAc ,-o a.: 4 5 OA-- l1 �► r v14,012-6- r. -;t.l: '% /% t'fl t41.. . P54-Ac tSJC-7 tlF m.=2a .'T2145,S. —S._.. t.5 (E1 -u 1R P vt.,4., ss 5 N .S , s st,,. D NI PG. 2 A P Pa- ov,A.t.- i s 514 6 3 a - e c l " T o P L IA 11A r3, kJG # c Lic.* . -LAGAA- t J A.2 LQVA%t.8 ., nspector: $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Rece�l No.: NSPECTION RECORD t1 e 3— OD d5 PERMIT NO‘y (206) 431-3670 Retain a copy with permit CITY OF TUKWILA I3UILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ,8 &roc If YPe • : .. • frt-€247/4 6wi3 4 3 , Ma Date Called: Ir i:41 ... - structiorts: , Dale Wanteci: °1-94 am. Requester: Ptipne 41: .3-•' D'?,C, Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: ' pet •r csw6, stAtyt..--Irv■ r—dLoort". t I-A I . Nrtrl* At, etw.k... 047We! E - At:rt.-44J Law- i•brei/t- • • o $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be pald at 6300 Southcenter Blvd., Sulte 100. Call to schedule reinspection. ado: INSPECTION RECORD Retain a copy with Rermlt CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 • ro ect :: /� GC ype o ns • : • • n: C. ,•yrG,r- �±!'-�"- ress: ` 6' l,4, Date Called: /-7147-,.". Date Wanted: /'-- -- 947- <anr .m. Special Instructions: g 447 e 1 .. S Requester: Phone No.: 0 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: i 0 to fr-0;7n uhar,_ fei /4 th1 •- )/4 $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd.,'Suite 100. Call to schedule reinspection. Date: INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 1 (206) 431 -3670 Approved per applicable codes. COMMENTS :''d ❑ Corrections required prior to approval. Nola = c . 4 / /I CS 4 '734 i+. /e372, L.rele ❑ $30.00 REINSPECTION EE REQUIRED. Prior to reinspection, fee must be pa d at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspectlon. re : 1 r: a �?1t'*; ' %,9 - g / t0 Sp •m nstruct ons: lb ..OD LAW. PU k 4.Q.— Date anted: .m. Requester. "' Approved per applicable codes. COMMENTS :''d ❑ Corrections required prior to approval. Nola = c . 4 / /I CS 4 '734 i+. /e372, L.rele ❑ $30.00 REINSPECTION EE REQUIRED. Prior to reinspection, fee must be pa d at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspectlon. • 1 •••, INSPECTION- RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 1393 622,5 PERMIT Ni0/ (206) 431-3670 •ro : --- 16:3'reed/t, ypeo nspect irb.:94 44 ,cf Addre r, ssAq-4 . — Date Called: Date Wanted: /...„0.....f,„ L../ /---/O-9y am. Jec, %...4..V Special Instructlo • ,//C Requester: Phone No.: fti( Approtted per applicable codes. 0 Corrections required prior to approval, Inspector: iffOntir. it ...Ili .4141 Dale: 0 $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter13Ivd., Suite 100. Call to schedule relnspection. IRecept No.: INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 • ro : « : o f, ype o sped n: if 19,5 :, /./. i 1:.e .?�; r • t •M nstNd ons: 1 cii <v , Af -,�. ". j rY-- 11: e Ranted: -.' /^, / . (L -. ( //7 am., .m, Requester: Phone No.: 9 Li C./ 33 L ❑ Approved'per applicable codes. Corrections required prior to approval. COMMENTS;. ' // r�t,Q r ;� r.1 S Ile sped ar: ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100.' Call to schedule reinspection. ReceV Dade: NSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 roject. ype o ns n: �f r dare / r� 1 -5 /"Y 3 � // c _>! Date Calle 7 — (i9 — ) i {. Special structions: `'fg:OD_ .A1Y1. it �/( ■rt-,t" di /1U C Date Wanted: — '7 —. t 14 C:'Px". Requester: ❑ Approved per applicable codes. ❑ Corrections required prior to approval. ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 93 -- Daa5 PERMIT NO../ (206) 431-360 ❑ ro f�. 41 to � 1�1 .:r o its. an:fl)br/ /�.5 Ad : S , fit; Date Called: /a -- V_ 9 Special Innidions: m o• Da b Date wanted: • /i --..-e-93 m Requester �irn Chi Approved per applicable codes. /COMMENTS: O Corrections required prior to approval. A AAA. ao d dir rou,', --- Inspector: Date: , f2„. zP $30.00, REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. NSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 Approved per applicable codes. COMMENTS: O Corrections required prior to approval. nspedor. D $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.' / 1..3 9.3 ,. KA a ype —01)- A 4 S • 116 SI Date cawed: 0---e_9(9 -1'3 stnx;tions: -(0:0Z km 5-pe cot. N C-tb Date Wanted: P - P3-91/4.3 Op.m. Requester: (' Phone Na: — �2 Approved per applicable codes. COMMENTS: O Corrections required prior to approval. nspedor. D $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.' / 1..3 9.3 NSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 Proj ° - { II , type o 1 , • :.- , � .:.e �,T: I9- I5 - R l l I (2 stnktlons: Do Pcio PP' Date Wanted: lc— /7= q3 am. .m. Requester. \ r.- `1� a -0 Phone Na: �) 11.-3 —.0 3 0 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: ' AA- 3 0 $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. e: `:INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 �` (a1 i /I_ .∎ :1 S ),is Si.: g.:, (:.ia -- 10—q Special Instructions: at.tU( i—Pi ,oditi3 Date Wanted: Requester: \ Phone*: ALApproved per applicable codes. COMMENTS: 0 Corrections required prior to approval. r Inspector Date: /2- jC5�t3 ❑. $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at . 6300 Southcenter Blvd., Suite 100: Callao schedule reinspection. • 00 INSPECTION RECORD 0 Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 4, 6q3— F.IIaIIT No. (206) 431 -3670 ..r*: , L ,, ,1 ££ . I Lf " c � ". - A ( ! ype ... , i ids l�� .4 -!%! .iqr • 001,". .:. , sttUd & 11( a4401. I :, e n anted: ` OM ii a4:5 033 ,Is► • C7 Approved per applicable codes. [X Corrections required prior to approval. COMMENTS: ev, ,4■, /16)) 9.-- 9.-- I Lf " c � ". - A ( ! I ila- r!' ii ,Is► • / G % - / ,fiJ / OF ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Reoeot No Date: INSPECTION RECORD Retain a copy with permit `CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 'Approved per applicable codes. COMMENTS: ❑ Corrections required prior to approval. ❑ $30.00 REINSPECTION FEE REQUIRED. prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection: • press: 53( r � .:, : on :. Sp= M nstruct ons: gate Wanted: 1+l7 i . Requester: gr."' -"r D 'Approved per applicable codes. COMMENTS: ❑ Corrections required prior to approval. ❑ $30.00 REINSPECTION FEE REQUIRED. prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection: INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 'r• is t :, P / 1 •D. /6 /._ :..� Type of Inspection: 41/ v!`s p al Instructions: RRequester:. "roo Date Wanted:, "". y P.m.. Phone No.: Approved per applicable codes: 0 Corrections required_prior to approval..'. :COMMENTS: Inspector 1 1 O $30.00 REINSPECTION FEE REQUIRED, Prior to relnspectiok fee must be paid at 6300 Southcenter Blvd., Suite 100. Cell to schedule reinspection, INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 0c20-5 P6RMR No. (206) 431 -3670 - Proje . ,/j�� 4/�(' Type of Inspectigr o „ /i . ' i� (j7 Address;` " 4s 1i Date Called: /0-273 Date Wanted: /0--J41- °l3 �p.m. Apigr al In�rugions: (CJ • t P' e'MA I p p Requester: i. �,/1 Phone No.: • / _..v= Approved per applicable codes. ❑ Corrections required, prior to approval. FM4 41 REINSPECTIO FEE REQUIRED, Prior to reinspection, fee must be paid at 6300 Southcenter Blvd.; Suite 100. Call to schedule reinspection. INSPECTION RECORD 0 Retain a copy with permit CITY OF -TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 Prof : ; G % �. J Type of Ins • : « • n: 1 .# . i t ..__ , t „r (� X11 t t�1 ►� D:e ''`1)___ ,0 q% Special Ilistrbctl ns: 1Q ikd .C.e -7"7 Aryl ,, ' Date Wanted: -1) — /-'6151). . Requester. Phone No.; ,a. t1.--3 -- (Y .32)(e:;, " Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: A A-4—:_ t/J ❑ $30.00 REINSPECTION FEE REQUIRED. ;Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100., Call to schedule reinspection. I NSPSC-r!ON RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 15- L f /Gam,'' "; iF! * i Jl' "V re .. �. t fl� l i. e ZI /0'iC ‘73 Spedal Instructl ris: ` P •Ct Lt. sA'L.d'UIiC�T12/ .• 3 a >47Y5 p 6 Date Wanted:. I �. AO ant;` ..m.. Requester: PnoneNo.: - -6336 Approved per applicable codes. COMMENTS: O Corrections requlred prior to approval. CI $30,00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd,, Suite 100. Cali to schedule reinspection.. Date:. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA. BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 'EMIT Nth./ (206) 431-3670 Prof 0 ap / -type of In • pedion: r •••ress: C, j In ruct on7 7 fl 17-wittf---9--- Date ant:.: Requester: Phone No„ ..- Approved per applicable codes. D Corrections required prior to approval. COMMENTS: r NJA,AwiP4J".— •^ # t-Lt. ow — * k pAN Inspector:. L7 $30.00 REINSPECTION FEE REQUIRED Prior to reinspection, fee mustbe.paid at 6300 Southcenter Blvd., Suite 100. Call to schedule: reinspection, O s`i OLNSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERP T NO. (206) 431 -3070 ro ect: E . ,2 !-a , ype o nspeGwn:. �d L 4 fe / S- ilt , . :* Sp: . al Instruct one: / Date ant : 0-1/- - /13 a . m. Requester: �� Phone No,: _ G - O, ❑ Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: : S — 4'�'�' /'4=4- %2 , 5 .,'.1 • //d ,A??,,‘ A-4-3 /b �h 4/ 17i orl.'� • � �3 � S , r /5/3 / h Gry // 4/# ef,• j r4. J�. -r.��. /1"/-7-7i , `/— /1-7 S ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. 'eceipt ' •.: • t INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 7393 - OD-Q-5 PELT N0. (206) 431 -3670 Approved per applicable codes. ❑ Corrections required prior to approval. ❑ $30,00 REINSPECTION E REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd.; Suite 100. Call.to schedule reinspection, kr, ress: II:, : :. I I� .: nstwc ons: / 0 -CEO fliYI p,(,) C Ct A .i ',t? / 4 ' • I $ ‘ • I Date ant : , : Y'. q3 QA Requester: w Phone No.:, k, Approved per applicable codes. ❑ Corrections required prior to approval. ❑ $30,00 REINSPECTION E REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd.; Suite 100. Call.to schedule reinspection, 0353 day- INSPECTION RECORD Retain a copy with permit CITY (OF'TUKWILA BUILDING DIVISION 6300 uthcenter Blvd., #100, Tukwila, WA 98188 a 36 PERM NO/. (206) 431-3670 ro ": .f Z3.74, a/ ypeo ns.: Date Called: . T,.4 C�/ i Address: ,' Special Instructions: Dale Wanted: a".5-7: 93 amczi) Requester. / ,7'1,1 ‘57/ Phone No.: ❑ Approved per applicable codes. COMMENTS: 0 Corrections required prior to approval. /4( E ! 714 U a H, c K-zsTe A IA) 1c-'0 914 �'� -�"C) AST—gm Crt4 r3 C'°NtOA • tiV e- A 1 N r c . P Art kri is't iv tv k, n' `i�9 �✓ J �J(.; 5o,; [inspector ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite,100. Cali to schedule reinspection. A.A.It TESTING LABORATORY INC. March 11, 1993 File No: 93 -10352 City of Tukwila Building Department 6300 Southcenter Blvd Tukwila, WA 98188 Project: E B Bradley Address: - _. 16th St. Permit No: DWBE Certified D2F4708231 Nationally Accredited Laboratory This is to advise you that special inspections performed by A.A.R. Testing 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 - Field Welding - Visual 3. Panel Grouting 4. Nailing All work inspected conformed to City of Tukwila Building Department approved plans, specifications, UBC and related codes and /or verbal or written instructions from the Engineer of Record. Our last report is dated February 11, 1994, number 8008. Sincerely, A.A.R. TESTING LABORATORY, INC. rank Fost Principal cc: Richard,Hudson SGA' RECEIVED MAR 151994 COMMUNITY DEVELOPMENT P.O. Box 2523 • Redmond, WA 98073 • (206) 881.5812 • FAX 881. 5441 1413 Fraser St., Bldg. H, Suite 103 • Bellingham, WA 98226 • (206) 671 -6430 • FAX 671 - 6563 03/14/94 08:35 FAX 206 7782198 Pacific Star Roofing.. PACIFSR 179JA SGA CORPORATION Q006/008 RECEJVI MAR 7R 12902 Highway 99 South Everett, WA 98204 353 -5156 FA 6- pORA Shakes • Built-Up • Composition • Tile SGA Corporation 6414 204th Street S.W.. Suite 200 Lynnwood, WA 98036 Re: E. B. Bradley Company 'March 4, 1994 Pacific Star Roofing, Inc., has installed Owens- Corning 31NC, Class A, Built -up roof system on the followings' E. B. Bradley Company S. 116th Street, Lot 1 Tukwila, Washington Sincerely, PACIFIC STAR ROOFING Austin Rairdan QSSATTI: A S S O C I A T E S CONSULTING ENGINEERS October .6, 1993 City of Tukwila 6300.Southcenter Blvd.., Tukwila, WA.: 98188". .Attention:. Duane Griffin A PROFESSIONAL SERVICFS CORPORATION 1000 NORTON BUILDING 801 SECOND AVENUE SEATTLE, WASHINGTON 90104 TELEPHONE: (2061621 -1803 FAX: (20001021 -0740 116 SOIJTI( HOTEL STREET SUITE 202C HONOLULU. HAWAII 96813 TELEPHONE: (808)533.6699 FAX: (8010 545-2200 Suite 100 RECEIVED CITY OF TUKWILA OCT 71993 PERMIT CENTER Reference: 93 -T- 09/93102 -04 (E.B. Dear. Mr. Griffin: Bradley) escl - Cac We have. received revisions to the proposed project -and have reviewed them for '..compliance..with the structural portions of the 1991 Edition of the Uniform Building Code. We have no additional comments. .Enclosed are the drawings, calculations and soils report. for your use. We are alsoreturning. the obsolete set of drawings previously, sent to our office. Very truly: yours, ROBERT FOSSATTI ASSOCIATES, INC., Crystal Kolke CK /jw:R2. cc:.. David Kehle, Architect 12878.Interurban Avenue S. :.Seattle,.. WA ;9;8168 To: Permits From: John A. Pierog, PW Development Engineer Date: October 6, 1993 Subject: E.B. Bradley Buildinq Gateway North Building No. 8 3314 South 116th Street (Project No. PRE93 -010) Revision to Building Design A Land Altering Permit (PW93 -0143) was previously issued for the . subject project based upon an estimated 300 cubic yards of cut/ excavation. It was a condition of the permit that if this quantity was exceed- ed, the developer would be required to calculate the final quantity and pay the difference in permit fee. This condition is applicable to the recent revision of the building footprint. Conversation with Bob Hart indicated that this quantity would not.likely be exceeded. Public Works has no other concerns. Sierra routing has been up- dated. Please request a copy of the revised plans for our files. If you have any questions, please let me know. City Utilities. Inspector.: Development. File JAP /jap. R 0 B E R FOSSATTI A S,S 0 C 1 A T E S CONSULTING ENGINEERS A PROFESSIONAL, SERVICES CORPORATION 1000 NORTON BUILDING 1101 SECOND AVENUE SEATrt.E, WAS! IINGTON 00104 October 1, 1993 CITY OF TUKWILA 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Attention: Mr. Duane Griffin Multi Listing Below Tukwila, WA CONTRACT DATA: Hourly CURRENT HOURS: • . 93102 -04 - .7E...B. Bradley 12i 93102-07 - Segale Business Center 5i.. 93102 -06 - Segale Retail (delivery /see Delivery Charges /receipts attached: Total Current TELEPI IONE: (200) 021. 1110;1 STATEMENT 562.50 ' Invoice No.: 9704 RFA No: 93102 -Multi Mahan No: 158318 hrs.@ 45.00. hrs.@ 45:00 below) Hours: AjAIZGI 470 Sic GC" 247.50 31.50 $841.50 BILLING SUMMARY: PHASE % COMP. PREVIOUS CURRENT' BILLINGS BILLINGS $2881.50 $ 841.50 TOTAL $3723.00 Total Billings to:Date: Total Amount Due: Thank you for the payments shown ab• Cww VED. OCT '1 5 1993' c :: �r ,.�• R O B E R T FOSSATTI A S S U C 1 A T E S CONSULTING ENGINEERS September 23, 1993 • A PROFESSIONAL 1000 NORTON BUILDING 116 SOUfII IICYIEL STREET SERVICES 001 SECOND AVENUE SUITE: 202G CORPORATION SEATTLE, WASHINGTON 0010.) HONOLULU, HAWAII 00013 TELEI'IIONE :1200) 021 -1003 TEIEPIIONE: (808) 533-6699 FAX :12001 021.0740 FAX: 1000) 545.2200 City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 R E C Y..«. 9 Y E L., SEP 2 41993 COivINIUN(I Y DEVELOPMENT Attention: Duane Griffin Reference: 93 -T- 09/93102 -04 (E.B. Bradley) e I 0a D5 Dear Mr. Griffin: We have received revisions to the proposed project and have reviewed them for compliance with the structural portions of the 1991 Edition of the Uniform Building Code. Our comments follow: 1. At High -load Horizontal Diaphragms: a. Note on the drawings that special inspection will be provided as required per Section 306(a)14. b. Reference Evaluation Report No. 1952 on the drawings. c. Clarify the drawings to show nail spacing at diaphragm boundaries in accordance with Table No. II of Report. No. 1952. Section cuts in plan show boundary nailing along. Grid 9 as two (2) rows 10d at 4" on center which is not adequate. Clarify section cuts to coordinate with note #5 in the Diaphragm Nailing Schedule. 2. Call out the panel span rating and panel grade for all plywood or OSB sheathing used. 3. Page RL -3 of the calculations uses the full 160 feet along Grid 2 to come up with the shear value of 629 plf. If drag connections are not provided at each end of the GLB at Grids G and H, and forces are not dragged from Grids H and J, then the shear force along this grid would exceed the limits of Zone B nailing. This condition must be addressed and the appropriate forces must be dragged from Grids G through J to the shear wall between Grids A through G. 4. The calculations on pages RL -2a and RL -3 assume that 10d at 6" on center nailing in Zone D is to have Douglas -Fir framing. The drawings call for Hem -Fir framing. Revise as required. 5. Please clarify and explain the total shear attributed to the shear wall along Grid 2. There is 100.7k from the west, however, there should be 5.1k from the east. Also, the weight of the concrete panels along this grid needs to be accounted for. We are not aware of any mezzanine as noted on page RL -4 of the calculations. a 93 -T- 09/93102 -04 (E.B. Bradley) September 23, 1993 Page 2 6. Page RL -4 of the calculations assumes that there are ten (10) 3' long shear panels along Grid 2. We only see nine on the drawings. Revise calcula- tions as necessary. 7. Provide complete calculations for the mezzanine. Shear forces at cross bracing now exceeds the calculated allowable value from the previous calculations. Re- evaluate the entire lateral force - resisting system at the mezzanine. The shear force along Grid 8 of the mezzanine floor shear value of the plywood diaphragm. Evaluate the shear panel 4150, as calculated on page additional shear force from the mezzanine floor. exceeds the allowable RL -5, including the 10. The drawings indicate that the entire mezzanine floor will be used for storage. If this is the case, the TJL's will need to be revised. If not, clarify drawings to ensure that an office use will apply. Provide supporting calculations. 11. Coordinate Grids 7 and 8 in all plans. There are two Grid 7's on the roof framing plan. Please have the applicant respond to the above comments in itemized letter form and resubmit two copies of revised drawings and one copy of revised calculations, as required. Very truly :yours,. ROBERT TOSSATTI ASSOCIATES, INC., P. AetrIcre CK /jw:R1 cc: David Kehle, Architect 12878 Interurban Avenue Seattle, WA 98168 City of Tukwila John W. Rants, Mayor Department of Community Development September 13, :1993. Robert Fossatti Associates Consulting Engineers 1000 Norton Building 801 Second Avenue Seattle, WA 98104. Regarding: 93 -T -09: E. B. Bradley Revisions (B93 -0225) Please do structural review per U.B.C., 1991 Edition. Enclosed are the original structural calculations and plans for your review. Rick Beeler, Director Sincerely, . 6300 Southcenter Boulevard; Suite #100 • Tukwila, Washington :981138 • (206) 4313670 • Fax (206) 4313665 CITY OF TUKWILA 6200 SOUTHCENTER BOULEVARD TUKWILA, VA 98188 (206) 433 -1851 * *REVISION SUBMITTAL ** DATE P14(4. / , 10 3 PROTECT NAME F g • ADDRESS 3;2)14 )-• CONTACT PERSON t) at_V )Ct_ h t f PHONE ARCHITECT OR ENGINEER I� ()LVI d h 1_,, 1 (t)/'%""f'(4 PERMIT NUMBER_______________ > ` 2_ __ _ (If previously issued) PLAN CHECK NUMBER TYPE OF REVISION: TZIIAXAKI 1ULI124 C{ibhJfVE (1)MS 1.0 14 M011k ) ,Le IL4A, T60014114,1 ml Tor t lateimoyott (J�,7�1�Y1t101ttV'�'ieU SHEET NUMBER(S) POW L6 C Cloud" or highlight all areas of evision and date revisions. RECEIVED CITY OF TUKWILA SUBMITTED TO :.. ' . AUG 3 1 1993 PERMIT CENTER R O B E R T I'OSSATTI A S S O C I A T E S CONSULTING ENGINEERS August 3, 1993 A PROFESSIONAL 1000 NORTON BUILDING 116 SOUTH IIOTEL STREET SERVICES 801 SECOND AVENUE; SUITE 202C CORPORATION SEATTLE, WASIIINGTON 08104 HONOLULU, IIANAII 06813 TELEPHONE: (206)621.1803 TELEPHONE: (808)533 -6600 FAX: (206)621.0740 FAX: (808) 545-2200 City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila,.WA 98188_ RECEIVED CITY OF TUKWILA AUG 4 1993 PERMIT CENTER Attention: Duane Griffin Reference: 93 -T- 09/93102 -04 (E.B: Bradley) gq 3- oag�.5 Dear Mr. Griffin: We have received information. on the proposed project and have reviewed it for coinpliance•with'the structural portions of the 1991 Edition of the Uniform • Building Code. We have no additional comments: Enclosed are the drawings, calculations,. and soils report. for your use • Very truly.yours, ROBERT FOSSATTI ASSOCIATES,. INC. Crystal Kolke CK/ jw: 4.. Enclosure cc: David Kehle, Architect 12878 Interurban.Avenue S. Seattle, WA 98168 . ROBERT FOSSA TI ASSOCIATES CONSULTING ENGINEERS . July 29, 1993 A PROFESSIONAL 1000 NORTON BUILDING 110 SOUTII HOTEL STREET SERVICES 801 SECOND AVENUE SUITE 202C CORPORATION SEATTLE, WASHINGTON 08104 HONOLULU, HAWAII 06813 TELEPHONE: (206) 621-1803 TELEPIIONE: (808) 533-6899 FAX: (200) 621-0740 FAX: (608) 545-2200 City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Attention: Duane Griffin Reference: 93-T-09/93102-04 (E.B. Bradley) Dear Mr. Griffin: JUL 3 0 1993 COlvitytuv,ii 1 DEVELOPMENT We have received information on the proposed project ancthave reviewed it for compliance with the structural portions of the 1991 Edition of the Uniform Building Code. Out-comments follow: 1. The drawings have not addressed the 40" wide thickened slab at Grid H, 12'.-6" east of Grid 6. This thickened slab is necessary as a base support for the X-braaing at the mezzanine. Please have the applicant respond to the above comments in itemized letter form and resubmit two copies of revised drawings and one of revised calcula- tions, tione,•astequired..: • ' Very truly. yours,, ROBERT FOSSATTI ASSOCIATES, INC. P.S. Cry tal.Kolke CK/jw:3 cc: David Kehle,.Architect 12878 Interurban Avenue Seattle, WA :98168. JUL 1'! ' 1. 16110 Et (•E.HLE tiRCHITECT 0 13 E R T IJUL IAPF:6�FFSSIONe SERWM A S S 0 C 1 A T E S <J CORPORA7IO\ WVSI'Lfl\G ENGINEERS July 15, 1993 City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Attention: Duane Griffin 1000 NO f0 1st IlDiND 801 SECOND AVENUE SP.a1911. WASHIMeJCO\ 98104 1t.I.EPNO \E: i20ti1021. tf303 PAN: (206) 621.9740 P.1 /a 116SOl714 HuT.La )*? 6Lrr: 2020 HO \OLCLI , HAWAII 1Riw 1 J 111CP11O \E 160813334609 FAX teen) 3.13.21( Pout•It"' brand tax transmittal memo 7671 wows. Z,. From Co. Phone Fax *. Reference: 93- T- 09/93102 -04 (R.B.'Bradley),. Tear Hz. Griffin: . We have received information on the proposed project and have reviewed it for compliance with the structural portions of the 1991 Edition of the Uniform Building Code. Our comments follow: 1..` Various information is missing from the drawings. Sheet A•5 has riot been sealed by the architect. Resubmit this drawing. • 2:: The shear along Grid 8 is 720 plf; therefore, adequate nailing needs to be provided. Using 10d at 3" o.c. with 3r. DF -L framing members only provided 577 plf of allowable shear. Revise all affected areas. ' 3. The allowable shear values for horizontal, plywood diaphragms taken from Table No. 25 -J -1 appear to be in error throughout the calculations. For ' example, on page SR -1 of the calculations, a shear value of 575 plf is used ' for a blocked diaphragm with 1/2" OSB and 10d nails at 4" o.c. into 2x framing members. Per Table No.. 25-J-1, a value of 385 plf should be used, then reduced appropriately for use with Hem -lair. Revise all conditions. . 4.: Clarify how chord forces are being resolved at jogs in concrete panels at Grids 4 and 5 along the north side of the building. At chords requiring 3 -116 reinforcing, provide 116 bars with an adequate lap length. Revise the Type C Connection as referenced on the panel elevations at these locations. 5.: Sections B -5 and C -5 call for 2 -1/2" long'16d nails at'LTT and'HTT straps. • The nail length is not adequate . to develop the maximum allowable loads. Some modifications to nail size and penetration is acceptable only as specified by the manufacturer. Revise all conditions. 6:: Tributary shear forces in the area bounded by Grids 1 -2 and F -H need to be considered in the evaluation of shear i;orces'to Grid 2. Revise calcula- tions as required to check adequacy. JUL 19 '93 16:11 6 kEHLE ARCHITECT 93- T- 09/93102 -04 (B.S. Bradley) :July 15, 1993 Page 2 P.2/2 7. The Foundation Plan does not appear to locate the footings at mezzanine. ' bracing properly in the north /south direction. All footings should'be dimensioned. 8. The 10d x 2 -1/2" long nails do not provide minimum penetration through 3/4" plywood at the mezzanine. If 11 diameters of penetration is not provided. allowable shear values will need to be reduced accordingly. . If the top track is to act as a drag strut at the north and east sides of the mezzanine, how are forces transferred continuously at columns? Clarify the drawings. 10. ;For lateral forces in the east /west direction at the mezzanine level, loads should be attributed to shear elements along Grids E.5, H, and ,7, relative to the tributary area to each element. Similarly, this also applies in the north /south direction along Grids 5.75, 7,,and 8. The plywood diaphragm is a flexible diaphragm, therefore, loads will be attributed to these intermediate locations. 11. •Due to the incompleteness of the architectural drawings previously . :submitted, a complete set should be resubmitted for our review and to 'complete the permit set. Please have the applicant respond to the above comments in itemized letter form and resubmit two copies of revised drawings and one copy of revised calculations, as required. Very truly yours, ROBERT POSSATTI ASSOCIATES, INC., p.S. Crystal Kolke CK /jw:2 cc: ,David Kahle, Architect ''12878 Interurban Avenue S. Seattle, WA 98168 pug 12878 INTERURBAN Ay- 'UE SOUTH SEATTLE, WASHI NGtoIN 98168 (206)433 -8997 ek�e architect. TO (JLL- ELT OCR U'G3l IMRIIITTAL DATE 7 2� -q ATTENTION JOB NO R754-- lq.14 l �Mh RE: t . eT>bl'�'li gLi WE ARE SENDING YOU /Attached ❑ Under separate cover via the following items: ❑ Shop drawings ,' Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COMES DATE NO. P1a115ibd ' Aer trtf5( LiAtrpcoC ($pry DESCRIPTION THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution >As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FOR BIDS DUE 19 ❑ /PRINTS RETURNED AFTER LOAN TO US REMARKS 4 , 125(334- t awry I lif LDt2- JJ jL-/ Wv l� Ibosc, rg L k b► u n, U t_ i. flCEIVeo CITY OF TUKWILA JUL 2 7 933 PERMIT CENTER COPY TO ae7 tG POODUCI 240 (.VL'sa/ Mc, &O M. ■,n 014 I SIGNED: \) If enclosures are not as noted, kindly notify us at once. CITY OF TUKWILA 6200 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 (206) 433 -1851 RECEIVED CITY OF TUKWILA 'JUL 2 7 1993 PERMIT CENTER * *REVISION SUBMITTAL ** DATE 1'Al' PROJECT NAME �(. �.D. f3!`(Gi '[Li ADDRESS ?,314 S. I I1n 711 S ". CONTACT PERSON iSI'. -V t. Cl , h Li? PHONE 9' &' � C 7 ARCHITECT OR ENGINEER . 4 - ( PERMIT NUMBER /J (If previously issued) PLAN CHECK NUMBER i�"i -2>" �i ?►A TYPE OF REVISION: M SHEET NUMBER(B) L-1 "Cloud" or highlight all areas of revisions and date revisions.' SUBMITTED TO: R O B E R T FOSSATTI A S S O C I A T E S CONSULTING ENGINEERS July 15, 1993 A PROFESSIONAL 1000 NORTON BUILDING 116 SOUTH IIOTEL STREET SERVICES 801 SECOND AVENUE SUITE 202C CORPORATION SEATTLE, WASHINGTON 98104 HONOLULU, HAWAII 061113 TELEPHONE: (206)821.1803 TELEPHONE: (808)533 -6600 FAX: (206) 621-9740 FAX:(808)545 -2200 City of Tukwila 6300 Southcenter Blvd.., Suite 100 Tukwila, WA 98188 Attention: Duane Griffin Reference: 93 -T- 09/93102 -04 (E.B. Bradley) Dear Mr. Griffin: We have received information on the proposed project and have reviewed it for compliance with the structural portions of the 1991 Edition of the Uniform Building Code. Our comments follow: 1. Various information is missing from the drawings. Sheet A -5 has not been sealed by the architect. Resubmit this drawing. 2. The shear along Grid 8 is. 720 plf; therefore, adequate nailing needs to be provided. Using 10d at 3" o.c. with 3x DF -L framing members only provided 577 plf of allowable shear. Revise all affected areas. 3. The allowable shear values for horizontal plywood diaphragms taken from Table No. 25 -J -1 appear to be in error throughout the calculations. For example, on page SR -1 of the calculations, a shear value of 575 plf is used for a blocked diaphragm with 1/2" OSB and 10d nails at 4" o.c. into 2x framing members. Per Table No. 25-J -1, a value of 385 plf should be used, then reduced appropriately for use with Hem -Fir. Revise all conditions. 4. Clarify how chord forces are being resolved at jogs in concrete panels at Grids 4 and 5 along the north side of the building. At chords requiring 3 -116 reinforcing, provide 116 bars with an adequate lap length. Revise the Type C Connection as referenced on the panel elevations at these locations. 5. Sections B -5 and C -5 call for 2 -1/2" long 16d nails at LTT and MTT straps. The nail length is not adequate to develop the maximum allowable loads. Some modifications to nail size and penetration is acceptable only as specified by the manufacturer. Revise all conditions. 6. Tributary shear forces in the area bounded by Grids 1 -2 and F -H need to be considered in the evaluation of shear forces to Grid 2. Revise calcula -. tions as required to check adequacy. RECEIVED JUL. 1 6 1993 COttf'iMIJNr "Y DEVELOPMENT 93 -T- 09/93102 -04 (E.B. Bradley) July 15, 1993 Page 2 7. The Foundation Plan does not appear to locate the footings at mezzanine bracing properly in the north /south direction. All footings should be dimensioned. 8. The 10d x 2 -1/2" long nails do not provide minimum penetration through 3/4" plywood at the mezzanine. If 11 diameters of penetration is not provided, allowable shear values will need to be reduced accordingly. 9. If.the top track is to act as a drag strut at the north and east sides of the mezzanine, how are forces transferred continuously at columns? Clarify the drawings. 10. For lateral forces in the east /west direction at the mezzanine level, loads should be attributed to shear elements along Grids E.5, H, and J, relative to the tributary area to each element. Similarly, this also applies in the north /south direction along Grids 5.75, 7, and 8. The plywood diaphragm is a flexible diaphragm, therefore, loads will be attributed to these intermediate locations. 11. Due to the incompleteness of the architectural drawings previously submitted, a complete set should be resubmitted for'our review and to complete the permit set. Please have the applicant respond to the above comments in itemized letter form and resubmit two copies of revised drawings and one copy of revised calculations, as required. ,1 Very truly yours, ROBERT FOSSATTI ASSOCIATES, INC., P.S. Crystal Kolke CK /jw:2 cc: David Kehle, Architect 12878 Interurban Avenue.S. 'Seattle,. WA 98168 CITY OF TUKWILA 6200 SOUTHCENTER BOULEVARD TUKWILA, VIA 98188 (206) 433 -1851 RECEIVED CITY OF TUKWILA JUL & 1993 PERMIT CENTER * *REVISION SUBMITTAL ** DATE /. if ' 03 PROJECT NAME g•P.) •) Ue J ADDRESS 3N- SO • /MY) Sf CONTACT PERSON Q 0 - V Let. ICQh Le PHONE 433-0V17 ARCHITECT OR ENGINEER 66k-vi. (t_ Uhl , chi PERMIT NUMBER f & Qciac�5 (If previously issued) PLAN CHECK NUMBER TYPE OF REVISION: Sfz - 6 d oLe d 1V-1- /J�r .� , l / Al C1-t 1T7? S. SHEET NUMBER(S) sn '� R _A • • "Cloud" or highlight all areas of revisions and date revisions.• i CITY( F TUKWILA Department of Community Development FAX T FAX NUMBER: (206) 431 -3665 TO: 1:043(zei 4Keln le." DATE: (0/a0/13 TITLE: t l-CC FROM: bek1edIc+ COMPANY: .G• TITLE:. DEPARTMENT: . DEPARTMENT: d 0 14 (vtrn 1:{ i{ ii•: w.{ i�M" iVir: 4i: iiiviV+ w'( iiJ} ii: ��iii4ii��} ii>: t< �i��» i4riiifi: ri4i4: K{ i�':.••{ iivw� }iri{ti�ti24ri{�v:4:�i <i�riti4:i ti{i<• {'f••:: ::•�• . •: •f::•:•:::: :ti: %::: ••':: ... .wnw vitiit� •:•�': rit'triv'.: •: 'w nii4•:• . .vrr. { ♦ t vmi,<{nvnvrwl w„mi: {{{ :::''iP\i{i'+Kti' xn.{v5}` "' ^ "'' .... ..•• ::• .,, .vw•n«.w: vv rn•.vl• vrvnvw•l ww+ti?mti<[viN�v:Mhiv:{iaViiw(+ FAX NO. CALL D: 244) 'nu 63(441 NUMBER OF PAGES SENT .BY TRANSMI'i-TED, INCL, (INITIALS): •, r� THIS COVER SHEET: r.r r :rrr:..ry :r }rr rr:rN ' r r \•.v : .r .4r rr.�rr.{7rrrrrGVxr}:.4:l.vi 4+.v: r:n v.. Gw{•. vnwr: YnvS r. n:• r:: A: Y• r. v. v' r:. 4rf, M. v:/ rFr. V. vn:. v}.{ v} Anvrvrr:: v:. 4.•$ i55 f: v>' 7+• i7•}: tiG' i' ii: is415: t: i' iiriSvi'.• i.< 4:• i$'::• i> J{ Lf•$ i}. ��11isfi: 4f5: j' i' i} rirt::.'• iiv l:<{� {iEi:CX ? %:Yr %N`:5:�%`ri� SUBJECT: E I2L P 1c . 02z5 COMMENTS /MESSAGE: 1EARDI455E M-1•40 of a/203 "Ctao CopteeD t.s.E toe ME qter Gm.(. w: VHr%{{ 54! r:{' i:{ 4:' H: 4viri:•: isW'.{{ vi444nmNwrmr. NV' MVHrirA{ V% K!:' k: Y: v}:' I: 1VFiG{ y:': Yr%:•: 1f}:' f: 4X{ tiVAW% M:{ yj/!/ ri14l: VNI: 14!}%!: N}}: S' A4N% Ni: 4%% r: NXti' A'! rY}.': ti4i{ 4:{' flr:' IA'}:'}f%:{\ 4: 4MYIii.' rGG{{{ 4�%.{'% W�{ tiVI%/}: 41%: 4NI!{{ VN} f } : { \4:N:4?}:'%.\'M:h\KYIi:Y'{W: {V IF THIS COMMUNICATION IS NOT CLEARLY RECEIVED, PLEASE CALL: J r'3(o 7Q { 4: Ji:w nirnl isi» ibva{ ri4Xir+.: �'+•» xek. ietu+ iwr .sf+gvio4n:r.i.ckvw.•.v4.vaw� '. r.' .1wr >y{S4r %}nji:ii,*'N1rr.•iA7N ia.9 }:vX:r:NmSSrirl q4/ i:.': L} oSik} i,: K{ tiK• dpl rn' r: T.' r: i1iti{;: v: 4. 4: Y. i!{} y: yitii4Lr :{iir'{riiubiiN4rov.:'nvwvrL{i)wn �+k}.y »vw »�nWFi404 DEPARTMENT OF COMMUNITY DEVELOPMENT 6300 ,anttthrentor Rrnrla; nrrl 'n11(.111110 TA /7 C?Q7QO 0 Office: (206) 431 -3670 RE: MEMO LETTER, FAX'D 6/2$/93 ''ITEM O.K. 2, ISSUE OF SEPARATION REMAINS DUE TO THE TERMINATION POINT OF EGRESS FROM STAIR # 17. (SEE ENCLOSED ICBO INTERPRETATION). ALTHOUGH ALTERNATE MEANS OF EGRESS ARE AVAILABLE ONCE.AN OCCUPANT REACHES THE 1ST FLOOR VIA STAIR 17 ALL EGRESS OPTIONS CONFLICT WITH BUILDING CODE PROVISIONS FOR EXITING. EXITING VIA STAIR 17 INTO HALL 5 THROUGH DOOR 17 AND DOOR 1, OR THROUGH SALES .3 WILL INVOLVE EXITING THROUGH MORE THAN ONE ADJOINING ROOM WITH :A CUMULATIVE: OCCUPANT LOAD OF MORE THAN 10 OCCUPANTS. HALL 5, SERVES AN OCCUPANT LOAD OF MORE THAN 29, THEREFORE'TO MEET THE REQUIREMENTS OF SEC. 3305 IT MUST PROVIDE FOR ONE HOUR FIRE RESISTIVE CONSTRUCTION AND PROTECTION OF OPENINGS AS CALLED FOR IN 3305,(8),& (h). POSSIBLE WHEN TWO EXITS ARE REQUIREDTHEY MUST BE.. ARRANGED,SO THAT IT IS POSSIBLE TO GO IN EITHER DIRECTION TO.A - SEPARATE EXIT. THE APPLICATION OF, EXCEPTION 5 OF SEC•3305(g) '(INSTALLATION OF SMOKE DETECTORS) ELIMINATES' THE NEED FOR FIRE RESISTIVE, CONSTRUCTION OF WALLS AND,. CEILINGS -OF CORRIDORS UNDER SPECIFIC CONDITIONS':.. THIS EXCEPTION DOES ,NOT ELIMINATE ANY OTHER EXIT CORRIDOR REQUIREMENTS. Section 33r- 'c) (c) Arrangement of Exits, If only t ''exits are required, they shall be placed a distance apart equal to not Tess than one half of the length of the maximum overall diagonal dimension of the building or area to be served mcasurcd in a straight line between exits. EXCEPTION: Exit separations may be measured along a direct line of travel within the exit corridor when exit enclosures are provided as a portion of the required cxit and are interconnected by a one -hour fire-re- sistive corridor conforming to the requirements of Section 3305. Enclo- sure walls shall not be less than 30 feet apart at any point in a direct line of measurement. Where three or more exits are required, at least two exits shall be placed a distance apart equal to not Tess than one half of the length of the maximum overall diagonal dimension of the building or arca to be served measured in a straight line between the exits, and the additional exits shall be arranged a reasonable distance apart so that if one becomes blocked the others will be available. Q■ Two exits are required from the second floor of a build - V( ■ ing because the occupant Toad exceeds 10 persons on that floor, per Section 3303 (a). Must those exits be independently continuous to the exterior of the building even though two exits would not be required by Table 33 -A, or may a common single exit be provided on the'first floor, assuming that the combined occupant load of both floors requires only one exit? Please show how to apply the one -half overall diagonal dimen- sion provision for exit separation on the following illustrations of different room configurations. A■ When two exits are required they must be separated a ■ minimum distance of one half the diagonal of the area served. The two required exits serving the second floor of the build- ing mentioned in your question must be so separated to comply with this requirement. If the two separated exits from the floor in question converge to a common exit on a lower level, the exiting from the upper could only be considered as a single exit. The two required e: .nould each be maintained independently and lead to a public way with the minimum separation provided as re- quired by Section 3303 (c). 'The application of the overall diagonal measurement and exit• separation provisions are as shown. . A designer has submitted the following typical floor N plan layout of the central core area. As the perimeter of- fice commands the highest rent, it is desirable to place the elevators and both stairs in as small an area as possible. My question is, are the stairs too close to each other? How does Section 3303 (c) apply in this case? ■ The referenced section of the code requires exits to be ■ separated by a distance equal to not less than one half the maximum overall diagonal dimension of the building or area to be served, measured in a straight line. It is evident by inspection that the proposed stairway arrangement does not comply with that requirement; therefore, the question becomes, "Does the exiting comply with the exception to the requirement ?" The second sen- tence of the exception states that enclosure walls shall not be less than 30 feet apart at any point in a direct line of measurement. Since the sketch of the proposed exiting depicts a so- called "scissors" stairway in a common exit enclosure, it does not comply. The intent of the code is to provide a minimum physical separa- tion between stair enclosures in a multistory building to minimize the possibility of both exits being rendered inoperable at the same time through fire or some other unforseen disaster. However, scis- sors stairways may be used to increase the total width of stairs from any floor. ARRANGEMENT OF EXITS Minimum distance—Ono hall of diagonal ELEVATORS FIGURE NO. 6 Q1, During a recent inspection, questions arose as to the • proper method of computing distance between two exit doors. 1. Room or area served: a. Do you compute only the area where the public will be served? b, Do you compute the total area of the building occupied by the tenant? For instance, in a bar do you compute the spread of the doors to include bar, restrooms, offices, etc., or do you compute only the public- occupied area, not in- cluding bar, restrooms, offices, etc? 2. Spread of the doors: a. Do you measure from the nearest jamb to nearest jamb of the next door? FIGURE NO.5 83 n i`iftblat-14 lillreirg!0. R O B E R T A PROFESSIONAL 1000 NOP10N AVII.DLNC ' ' 116 SOLTH Nora STREET SEh'10E9 R01 SECOND AVEN4Y 1 St tt 202C CORPt) A'(lON SEA77I.E. WAS,IINCTON 08104 i HONOLULU, IIAWMI 0681.1 TELEPHC : (21:6) 621.11300 TE1.EPHON4 18U8) 533.6600 S 0 C I .1 1' E S EM:t206)621.0140 ' km: t808)343.2200 CONSULTL U E11GIM .LkS June 28, 1993 City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 •Attention: Duane Griffin Reference: 13- T09/93102 -04 (E.B. Bradley) Dear Mr. Griffin: `N2 JUL 9 1993 • ROBE1f i F1,:;5m'';i , .... We have received information on the proposed project and have reviewed it for compliance with the structural portions of the 1991 Edition of the'Uniform Building Code, We have performed a preliminary review "and have found incomplete information in the drawings and calculations. We' have, however, provided the following . comments in order to clarify the type of information that is necessary to be provided in order to complete our review. Please note that additional comments may arise once the drawings and calculations are completed and resubmitted. 1. Various information is missing from the drawings. Sheet A -5 has not been sealed by the architect. Resubmit this drawing. • 13 kl S' (0 7 '1 2. The letter from Geo Engineers, dated July 11,-100, regarding geotechnical considerations should be referenced in the Structural Notes under Foundations. 3. Provide a roof diaphragm layout plan to coordinate with nailing types'shown on the Diaphragm Nailing Schedule on Sheet S -2. `ae_e, rvc%: ci(il< wYktA 13.-Qc' -d C plywood; however, the Structural Notes 4. The tes e calculations call for 5/8" roof 1 call out 1/2" OSB at the roof. Revise the Structural Notes accordingly. 5. Call out size of roof purlins on the drawings. '"1"c'"1)1='-e vac a"^ .-�) g ' 6. Section E -5; complete the hanger call -out at the roof purlins. Revise all missing call -outs typically. 7. For nails with a length of penetration into framing of less than 11 diameters, allowable loads must be reduced accordingly. Refer; to Section, , 2510(c)3 at roof diaphragm nailing., N2v.ev, hwe f2.12m9 2x4 �e • 93•T- 09/93102 -04 (E.B. Bradley) June 28, 1993 Page 2 S.Ps c cue Z 4,(L0w a l2lp 5 8. Diaphragm shear values in Table No. 25- J- 1.must be used. Clarify values used on page L -2 of the calculations. Actual shears appear to exceed the asumed allowable diaphragm values at several conditions. Revise calcula- tions and drawings as necessary. 9.• Type A Connection, Sheet S -7, calls for (/5 x 2' -6 ". At chords requiring 3 -116 reinforcing, provide 116 bars with an adequate lap length. Revise all ? other similar conditions such as the Type C Connection at jogs in concrete panels. ezu,L c T�(2)z Ear cvom 345 +Q. "b44‘ 10. Clarify nailing at the LTT2OB strap in Section B -5. The specified nailing (10 -16d) is necessary at these locations. Io .- ((vcQ.n (eliQ.e el4,-e- coyeeee L. rw'Z" )(2'12 ") 11. Call for the two (2) rows of diaphragm boundary nailing to be staggered.. 014- 12. Straps must be provided for anchorage of concrete walls at GLB's along Grids 3, 4, 5, and 6; otherwise, adjacent straps at stiffeners must be re- evaluated. Pleaae clarify, 13. The LTT20B straps are not adequate at 8' -0" o.c. Revise anchorage of concrete walls at trusses per Section C -5 and at GLB's per Section .T -5. pa vtge. 4- re ll- Z 4a e, 14. Provide calculations evaluating the LTT19 straps at the mezzanine floor level for anchorage of the concrete wall per Section 2310. 15. ,Provide calculations showing adequacy of hinge connectors in Section A -5. 16. Where is the vertical reinforcing called out at and B-6? Also, provide lateral reinforcing for required per Section 2607(k)3. 17. .Provide calculations and complete the drawings GLB along Grid 2. pilasters in Sections A -6 compression members as for supports of the 6 -3/4" 18. Provide calculations for the design of the foundation connection and footing for concrete panels along Grid 2. 19. The calculations do not clearly evaluate lateral forces on each side of the building. For example, lateral forces acting along Grid 8 are resisted, by only two panels. Where upper panels overhang lower panels, no transfer of shear forces is provided. Provide calculations which evaluate these panel,* considering these in -plane forces. ' 20. Page L -7 of the calculations evaluates slab resistance for overturning. Section E -6 does not show any slab dowels, please clarify. ,. : . JUI1 D I.EHLE HRCH]TECT 93 -T- 09/93102 -04 (E.B. Bradley) June 28, 1993 Page 3 P.4/4 21. The soils report recommends that continuous strip footings be a minimum of 18" wide. Revise width of. the 1' -0" wide footing in the office area, Also , evaluate overturning forces at the foundation at bracing in the metal stud walls. •22. Provide calculations for the column and footing design at the mezzanine • level. 23. The architectural drawings and calculations indicate that two layers of 3/4 "t plywood will be provided at the mezzanine. `Clarify sheathing and call out nailing at this location. 24. Clarify the condition at the edge of the mezzanine in Section D -3A, as cut on the north end of the mezzanine, Sheet S -3. .25. Provide calculations and clarify the drawings to show shear collectors along the north and east ends of the mezzanine. 26. For lateral forces in the east /west direction at the mezzanine level,'.loads should be attributed to shear elements along Grids E.5, H, and J, relative • to the tributary area to each element. Similarly, this•also applies in the north /south direction along Grids 5.75, 7, and 8. 27. How will the reinforcing be protracted at the insulation shown in Section E -4? Please have the applicant, respond to the above comments in itemized letter for and resubmit two copies of revised drawings and one copy of revised calculations, as required. Very truly yours, ROBERT POSSATTI ASSOCIATES, INC., 1 Crse Y CK /jwsl cc: David Kehle, Architect 12878 Interurban Avenue Seattle, WA 98168 JUN 23 '93 12 :3€15 KEHLE ARCHITECT david kehle, Itect Ck12878 interurban ave. so. seattle, washington 88168 (206) 433.8997 orrAi lieUlitAt'r -P. 1/1 larigae LETTER Date (0 'lrb'ei Subject RECER/ED JUN 2 91993 $°i- COlviivlUNI-I�Y i DEVELOPMENT i aitaio 90/09.? tiuwa 1"1-.41 Ft, �.� btop H ,G.1tcL► tuip. Flom) . ivotsr cimr Pao c attlfi 'A Cr tiat;t911-lo 5 2) PteggiA, . tie tato L IL._. l VorttheAftsto( Xo" 410 . PNI.Ptiolt140i 00 NM *lin. 17 ezes 4FIW 4rro 1* AIe 1-loutLe .6.r.Arkal e - tii - fie. 1 7to iocnP "ifib 6204121 19,0 tte, .61/ *MO Igut, listv 114 o/ R1ei 2 0 1. Please reply ❑ No reply necessary 81CNC0 f 167-71514-46M390140 1 W14.., V411* Davo lac,. CITY CF TUKWILA Department of Community Development FAX TRANS FAX NUMBER: (206) 431-3665 ITTAL TO: .,..1,44 )e . .K E. ,..." DATE: i ...e-Jtitivuu 0/5 loici 5 TITLE: FROM: COMPANY: TITLE: DEPARTMENT: ' DEPARTMENT: tLOIWCt• *44444{444., Ws.44444.4 :44:444340:44+440NveKVArtik: 1444<iox+ZwAsvM.:4444.:< < 4,4*Xit ,eXict{4~44•MS,NiMON:40:::: 4sX44i4:44:444444., VAs FAX NO. CALLED: aXp z40-63 (01 Cki<WW..:WitaaweAv io:i■mi • miiii** so4*.iii.,.:;:ve.:.%;5%<<«<<4<ok*;;A:ig.14,■g.g.:•W''. NUMBER OF PAGES TRANSMITTSD, INCL. 2. THIS COVER SHEET: SENT BY (INITIALS): SUBJECT: -paw ..Rat.3( at) covvt ivt ears COMMENTS/MESSAGE: 0z,5- • ri.si•Nim441.M4:40.*Kii«KS;i6<ree,444414:4VMS.~.44,4&siSrmic.iitiiiii4:4.74.0GivWeexi~1.41.44<iCIA.M.Y.440;i9Kii*M.S.Klii*Milivo.;WMoNV4,104:440Mciiiiiii.X.4104i<Wrgivm<44.:4441/44.4.ii " v IF THIS COMMUNICATION IS NOT CLEARLY RECEIVED, PLEASE CALL: zi5i_3(p r) WAess4,14sleerNotseMadVASAW•sankdif•w414,stsie7 41.v.i/nfer.fraft •wisioe.weAokwee~o. S.14%1~4400X444riiiferirMk:a4i.siid% ssVatfaa*NsVAW.Veiiv/-4.iissvoli,Miiffe*.V434W4kkg. ARTMENT OF COMMVNITY DEVELOPMENT 0 Office: (206) 431-3670 Southcenter Boulevard, Tukwila WA 98188 • 00/01/02 City of Tukwila John W. Rants, Mayor Department of Community Development Rick Beeler, Director 24, 1993 Mr. David Kehle, Architect 12878 Interurban Avenue So. Seattle, WA 98168 Re; Plan Review Comments E.B. Bradley, B93 -0225 Dear Mr. Kehle: The initial plan review by Building Division has been completed and clarifications to your proposal is necessary. The following comments are applicable: 1. Site Plan: sixty -two total parking stalls are provided for this building. Table 31 -f of UBC Chapter 31 indicates that three accessible parking stalls are required. Indicate on site plan. 2. Second floor office area provides for an occupant load that requires access to two exits with separation of exits as prescribed in UBC Sec. 3303(c). The proposed space plan terminates both stair egress routes from the second floor at door 33. Please review space plan and propose alternate egress provisions for the second floor. 3. Hall #5 serves as a egress route for the first and second floor occupants, as such, this corridor must meet all requirements of UBC Sec 3305 pertaining to exit corridors. Please respond with two copies of additional information or revised plans where indicated. If you have any questions you may call this office between the hours of 8:30 AM and 5:00 PM. If I am not in you may also ask for Ken Nelsen. Bene.icto, Plans Examiner 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (201IJM313670 • Fax (206) 4313665 C R O B E R T :FOSS.TTI ASSOC! A1'ES CONSULTING ENGINEERS June 28, 1993 A PROFESSIONAL • 1000 NORTON BUILDING 11(1 SOUFI I I IOTEI, S1REI T SERVICES 001 SECOND AVENUE: SUITE 202C CORPORATION . SEATTLE, WASIIINGTON 08101 IIONOLULU, IIAWAII 06(114 TELEPHONE: (206) (321-1803 TELEPHONE: (000) 533.6609 FAX: (206) 021.0740 FAX: (808) 545-2200 City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Attention: Duane Griffin Reference: 93 -T- 09/93102 -04 (E.B. Bradley) Dear Mr. Griffin: We have received information on the proposed project and have reviewed it for compliance with the structural portions of the 1991 Edition of the Uniform Building Code. We have performed a preliminary review and have found incomplete information in the drawings and'calculations. We have, however, provided the following comments in order to clarify the type of information that is necessary to be provided in order to complete our review. Please note that additional comments may arise once the drawings and calculations are completed and resubmitted. 1. Various information is missing from the drawings. Sheet A-5 has not been sealed by the architect. Resubmit this drawing. 2. The letter from Geo Engineers, dated July 11, 1990, regarding geotechnical considerations should be referenced in the Structural. Notes under Foundations. 3. Provide a roof diaphragm layout plan to coordinate with nailing types shown on the Diaphragm Nailing Schedule on Sheet S -2. 4. The calculations call for 5/8" roof plywood; however, the Structural Notes call out 1/2" OSB at the roof. Revise the Structural Notes accordingly. 5. Call out size of roof purlins on the drawings. 6. Section E -5; complete the hanger call -out at the roof purlins. Revise all "missing call-outs-typically.. For nails with a length of penetration into framing of less than 11 diameters, allowable loads must be reduced accordingly—'Refer. to Section 2510(c)3 at roof diaphragm nailing. RECEIVED • JUN 2 91993 COMMUNITY DEVELOPMENT c 93- T- 09/93102 -04 (E.B. Bradley) June 28, 1993 Page 2 8. Diaphragm shear values in Table No. 25 -J -1 must be used. Clarify values used on page L -2 of the calculations. Actual shears appear to exceed the asumed allowable diaphragm values at several conditions. Revise calcula- tions and drawings as necessary. 9. Type A Connection, Sheet S -7, calls for 115 x 2' -6 ". At chords requiring 3 -116 reinforcing, provide 116 bars with an adequate lap length. Revise all other similar conditions such as the Type C Connection at jogs in concrete panels. 10. Clarify nailing at the LTT2OB strap in Section B -5. The specified nailing (10 -16d) is necessary at these locations. 11. Call for the two (2) rows of diaphragm boundary nailing to be staggered. 12. Straps must be provided for anchorage of concrete walls at GLB's along Grids 3, 4, 5, and 6; otherwise, adjacent straps at stiffeners must be re- evaluated. Please clarify. 13. The LTT2OB straps are not adequate at 8' -0" o.c. Revise anchorage of concrete walls at trusses per Section C -5 and at GLB's per Section J -5. 14. Provide calculations evaluating the LTT19 straps at the mezzanine floor level for anchorage of the concrete wall per Section 2310. 15. Provide calculations showing adequacy of hinge connectors in Section D -5. 16. Where is the vertical reinforcing called out at pilasters in Sections A -6 and B -6? Also, provide lateral reinforcing for compression members as required per Section 2607(k)3. 17. Provide calculations and complete the drawings for supports of the 6 -3/4" GLB along Grid 2. 18. Provide calculations for the design of the foundation connection and footing for concrete panels along Grid 2. 19. The calculations do not clearly evaluate lateral forces on each side of the building. For example, lateral forces acting along Grid 8 are resisted by only two panels. Where upper panels overhang lower panels, no transfer of shear forces is provided. Provide calculations which evaluate these panels considering these in -plane forces. 20. Page L -7 of the calculations evaluates slab resistance for overturning. Section E -6 does not show any slab dowels, please clarify. 93 -T- 09/93102 -04 (E.B. Bradley) June 28, 1993 Page 3 21. The soils report recommends that continuous strip footings be a minimum of 18" wide. Revise width of the 1' -0" wide footing in the office area. Also, evaluate overturning forces at the foundation at bracing in the metal stud walls. 22. Provide calculations for the column and footing design at the mezzanine level. 23.. The architectural drawings and calculations indicate that two layers of 3/4" plywood will be provided at the mezzanine. Clarify sheathing and call out nailing at this location. 24. Clarify the condition at the edge of the mezzanine in Section D -3A, as cut on the north end of the mezzanine, Sheet S -3. 25. Provide calculations and clarify the drawings to show shear collectors along the north and east ends of the mezzanine. 26. For lateral forces in the east /west direction at the mezzanine level, loads should be attributed to shear elements along Grids E.5, H, and J, relative to the tributary area to each element. Similarly, this also applies in the north /south direction along Grids 5.75, 7, and 8. 27. How will the reinforcing be protected at the insulation shown in Section E -4? Please have the applicant respond to the above comments in itemized letter form and. resubmit two copies of revised drawings and one copy of revised calculations, as required. 'Very truly yours, ROBERT`FOSSATTI ASSOCIATES, INC., "P.S. CK /jw:l cc: David Kehle,,Architect 12878 Interurban Avenue Seattle,„WA 9,8168 City of Tukwila John W. Rants, Mayor Rick Beeler, Director Department of COMffiunity Development June 18, 1993 The Mahan Partnership Consulting Engineers 1200 Fifth Avenue Suite 1910 Seattle, WA 98101' Regarding: 93-T-09: E. B. Bradley (B93-0225) Please do structural review per U.BIC , 1991 Edition. Sincerely, • rif5otr_Qo • Shellie L. Bates Permit 'Technician 6300SoilthCenterBO ulevarci,Sulte #100 WaShingiOn 98188 •;.,•11' :006) ,431.36707;:' Fak (206)431-366. • ,.; ,„..,„ :,•.. „ Pr.1 david June 17, 1993 City of Tukwila Building Department 6200 Southcenter Blvd. Tukwila, WA 98188 RE: Energy Code Compliance Calculations For: E.B. Bradley Gateway Corporate Center - Bldg. 8 RECEIVED CITY OF TUKWILA JUN 1 7 1993 PERMIT CENTER Dear Sir, The following are energy calculations per Chapter 5, Component Performance Approach, of the Washington State Energy Code, 1991. In designing this space, the design parameters of climatic zone 1, indoor design temperature shall be 70 deg. F. for heating and 78 deg. F. for cooling with indoor design relative humidity for heating shall not exceed 30 percent where used. Outdoor design temperatures shall be 24 deg. F. in winter and in summer, 83 deg. F. dry bulb, 67 deg. F wet bulb. Air quantities shall be per Washington State Ventilation and Indoor Air Quality Code. The building insulation shall maintain substantial contact to unexposed surfaces of ceilings and walls and need not have a flame - spread rating or smoke density (pg. 27, 2, 502.1.4.2 exception 2). Moisture control shall apply to walls but not ceilings as per pg. 31, 502.1.6.4. Assumed is the ground cover and perimeter slab insulation are in place at office only. Section 505 was used for this space, Table 5.2. All exterior window and door frame and wall panels have been caulked and all doors will be weatherstripped. Lighting power budget for office is 1.7 walls per square footing with individual switching of rooms 400 s.f. or less and dual level switching for areas over 400 s.f.. Building areas greater than 200 s.f. or within 12' to an outside window shall also have dual level switching. (296)433 -8997 12878 INTERURBAN AVENUE SOUTH o SEATTLE, WASHINGTON 98168 June 17, 1993 RE: Energy. Code Calculations Page 2 C;;•; The warehouse is heated to 49 F max and is exempt from Code Compliance. As calculations show, the building will be in compliance with the State Energy Code. David Kehle DK /ct Enclosure:. Calculations 2524 tREGIS RED wAhltir DAVID E. KEIILE STATE OF WASHINGTON Energy Code Calculations For: E.B. Bradley *Wall Type I (Interior & Demising Walls *Wall Type II (Conc. Tilt -up Panel) *Wall Type III (Windows) (x 8.5) *Wall Type IV (Soffit) (1') Ceiling (upper floor & partial lower Slab Insulation Slab w/o Insulation Interior Wall (System I) (6" stud) Inside Air Film 0.68 5/8" Gyp. bd. 0.58 Batt Insulation 19.00 Air Vapor Barrier 0.00 5/8" Gyp. bd. 0.58 Inside Air Film 0.68 R = 21.52 U = .0.046 Exterior Wall (System 1I) Outside Air Film 0.17 Conc. 6 -1/2" (0.08 /in) 0.52 Batt Insulation 11.00 5/8" Gyp. bd. 0.58 Inside Air Film 0.68 R = 12.95 U = 0.077 Windows (System 111). 1" Insulated Soffit _ (System III ) Outside Air Film 1" Stucco Batt Insulation Inside Air Film Ceiling System Inside Air Film Ceiling Tile Batt Insulation. Inside Air Film 0.64 x 22') - - - - 2936 s.f. 1747.5 s.f. 1575 s.f. 255 s.f. floor) 4348 s.f. 136 1.f. 136 1.f. Total = 11,133.5 s.f. 0.17 .20. 11.00 0.68 R = 12.05 U = 0.083 J2936 x .046) +(1747.5 x .077) +(1575 x..64) +(255 x .083)+ (4348 x .069) +(.056 x 136) +(.073 136) 11,133.5 135.06 + 134.56 + 1008 + 21.16 + 300 + 76. 6 + 99.28 .11,133.5 1774.22, 11,133.5 - 0.159 R = 6.29 1628.375 + 152.18.+ 152.32 11.133.5 1932.88 , 11,1433.5 = :0.174 .R = 5.75 Uo = 0.159 is less than 0.174 = U allow therefore the components of` the structure exceed the minimum standards set forth in the Washington State Energy Code. li11 T or IUtSVVILA PRE - APPLICA ON PROCESS • MEETING ATTE -LANCE RECORD CITY OF TUKWILA Department of Community Development - Building Division Phone: (206) 431 -3670 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PRE - APPLICATION FILE NO. P RE 9 3 - 010 PROJECT: E.B. Bradley MEETING DATE: 3-18-93 TIME: 3:15 SITE ADDRESS: DATE CHECKLIST MAILED: 3-22.93 BY: DLM STAFF PRESENT ® Building (431 -3670) ® Fire • (575 -4404) ® Planning (431 -3680) Public Works (433 -0179) 1 Parks & Red (433 -1843) ❑ Police (433 -1804) l Permit Center (431 -3670) ❑ Other: ( - ) NAMES'/ TITLES Duane Griffin/Building Official Mike Alderson /Asssistant Chief. Denni Shefrin /Associate P1an��er Ron Cameron/City . Engineer Don Williams/ City Parks Director Denise Millard /Permit Coordinator APPLICANT / REPRESENTATIVES PRESENT Contact Person Name Bob Hart Phone 241 -1103 Company/Title Kemper Real Estate Street Address 12720 Gatewa Drive City /State /Zip Seattle, wA 98168 Others Name Present Company/Title Street Address Name David Kehle David Kehle Architecht 1,2878 Interurban AV•S Phone 433 -8Q97 City /State/Zip Seattle, WA 981681: Phone Companyftle Street Address Name City /State /Zip Phone CompanyfTitie Street Address Name City /State /Zip Phone CompanyTtie Street Address Name Company/Title Street Address City /State /Zip Phone City /State /Zip jT(PRE-APPL1CA(lON CHECKLIST CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION — PERMIT CENTER 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 MEETING :DATE 1 TIME 1 '.lam SITE ADDRESS BUILDING DIVISION 1. Comply with the Uniform Building Code, 1991 Edition. 2. Comply with the Uniform Mechanical Code, 1991 Edition. 3. Comply with the Washington State Energy Code, 1991 Second Edition. Provide energy calculations stamped by a Washington State licensed architect or engineer (see attached format). 4. Comply with Washington State Barrier Free Code, 1991 Edition. 5. Apply for and obtain the following Building Division permits and approvals through the Permit Center: • Building Permit • Rack Storage • Mechanical Permit • Demolition (building) • Other: 6. All applications and plan submittals must be complete in order to be accepted by the Permit Center for plan review. Use the Plan Submittal Checklist provided on the reverse of the application forms to verify that all the necessary materials and information has been supplied. Construction drawings must be stamped by a Washington State licensed architect. Structural drawings and calculations must be stamped by a Washington Stated licensed structural engineer. A boundary survey prepared by a Washington State Registered Land Surveyor must be submitted as part of the Building Permit application. 10. Temporary erosion control measures shall be included on plans. Normally, no site work will be allowed until erosion control measures are in place. 11. Rockeries are not permitted over 4' in height. Retaining structures over 4' in height must be engineered retaining walls, and require a permit. 12. All rack storage requires a permit and rack storage over 8' high must be designed for Seismic Zone 3. A Washington State structural engineers stamp will be required on plans and structural calculations submitted for rack storage over 8' high. 13. Construction documents shall include special inspection requirements as specified in Sections 302(c) and 306 of the Uniform Building Code. Notify the Building Official of testing lab hired by architect or owner prior to permit issuance date. The contractor may not hire the testing lab. 7. 8. 9. 14. Construction documents shall contain soils classification information specified in Table 29 -B of the Uniform Building Code, stamped and signed by Washington State licensed architect or engineer in responsible charge of the structural design work. 15. Demolition permits are required for removal of any existing buildings or structures. 16. Comply with UBC Appendix Chapter 35, Sound Transmission Control (R -1 occupancy group). 17. Obtain approvals and permits from outside agencies: ELECTRICAL PERMIT /INSPECTIONS are obtained through the Department of Labor and Industries (248- 6630). PLUMBING PERMIT /INSPECTIONS are obtained through King County Health Department (Inspec- tions: 296 -4767; Permits: 296 - 4727). KING COUNTY HEALTH DEPARTMENT must approve and stamp plans for public pools /spas and food service facilities prior to submittal to the Tukwila Building Division (296 - 4787). FiRE PROTECTION SYSTEMS plans are reviewed through the Tukwila Fire Department (575 - 4404). n 18. n 19. 20. x Checklist prepared by (staff): PRE - APPLICATION CHECKLIST CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION — PERMIT CENTER 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 PRE- APPLICATION FILE NO. g.93'b1 o PROJECT: ° E r-BR,ROLCH MEETING DATE: J TIME: I; SITE ADDRESS: FIRE DEPARTMENT- Construction Information K1. The City of Tukwila has adopted the 1991 Uniform Fire Code. This and other nationally recognized standards will be used during construction and operation of this project. (TMC 16.16.120) X2. Fire hydrants will be required. (City Ord. #729) 3. Required fire hydrants shall be approved for location by the Fire Department, approved for purity by the Water Department, and fully in service prior to start of construction. A fire hydrant must be no further than 150 feet from a structure; and no portion of astructure to be over 300 feet from fire hydrant. (UFC 10.301 and City Ord. #729) 4. Automatic fire sprinklers are required for this project. Sprinkler systems to comply with N.F.P.A. #13. Sprinkler plans shall be submitted to Washington State Surveying and Rating Bureau, Factory Mutual or Industrial Risk Insurers for approval priorto being submitted to Tukwila Fire Marshal for approval. Submit three (3) sets of sprinkler drawings. This includes one for our file, one for company file, and one for the job site. (City Ord. #452$ -) 5. Maximum grade is 15% for all projects. )6. Hose stations are required. (City Ord. # t52 3 /6S4b 7. A fire alarm system is required for this project. (City Ord. #t5283 Plans shall he submitted to the Tukwila Fire Marshal for approval, priorto commencing any alarm system work. Submit three (3) sets of complete drawings. This Includes one for our file, one for company file, and one for the job site. ..8. Special installations of fixed extinguisher systems, fire alarm systems, dust collectors, fuel storage, etc. require separate plans and permits. Plans to be submitted to the Fire Marshal prior to start of installation. (UFC 10.301) X-9. Portable fire extinguishers will be required in finished buildings per N.F.P.A. #10. (Minimum rating 2A, 10 BC) g10. Buildings utilizing storage of high piled combustible stock will require mechanical smoke removal per Section 81 of the 1991 UFC. X11. During construction, an all- weather access will be required to within 150 feet of the building. (UFC 10.207) x12. No building will be occupied, by people or merchandise, prior to approval and inspection by Fire and Building Departments. X13. Adequate addressing is required. Number size will be determined by setback of building from roadway. Four inch numbers are minimum. Numbers will be.in color which contrasts to background. (UFC 10.208) .4.14. Designated fire lanes may be required for fire and emergency access. This requirement may be established at the time of occupancy and /or after the facility is in operation. (UFC 10.207 as amended) X,,i15. Special Fire Department permits are required for such things as: storage of compressed gas, cryogens, dry cleaning plans, repair garages, places of assembly, storage of hazardous materials, flammable or combustible liquids or solids, LPG, welding and cutting operations, spray painting, etc. (UFC 4.101) S' 16. Fire Department vehicle access is required to within 150' of any portion of an exterior wall of the first story. Fire Department access roads in excess of 150' require a turn around. Fire Department access roads shall be not less than 20' wide with an unobstructed vertical clearance of 13'6 ". K17. Adequate fire flow availability will need to be demonstrated for this project. 18. Checklist prepared by (sta Date : PRE-APPLICIMON CHECKLIST CITY OF TUKWII.A — DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION – PERMIT CENTER 6300 Southcenter Boulevard, Tukwila, WA 9818 Telephone: (206) 431 -367 ._ETIN.G_._ __.___ FIRE DEPARTMENT - Inspections 1. Underground fire line from vault to riser a. Thrust block and rodding e. Hydrostatic test b. Type of pipe f. Fire Dept. approved plans c. Depth of cover g. Materials and test certificate d. Flush �2. n Overhead sprinkler piping a. Hydrostatic test b. Trip test c. Alarm system monitoring test d. Fire Dept. approved plans e. Sprinkler head location and spacing 3. Underground tank a. Location b. Distance between tanks c. Distance to property line d. Depth of cover 71■5 Dr„ Fire alarm a. Acceptance test b. Fire Dept. approved plans 6. Hood and duct inspections a. Installation b. Trip test 7. Spray Booth a. Location b. Fire protection c. Ventilation d. Permit 8. Flammable liquid room a. Location b. Fire protection c. Permit 9. Rack storage a. Permit b. Mechanical smoke removal c: Rack sprinklers d. Aisle width 10. Fire doors and fire dampers a. Installation b. Drop testing e. Vent piping, swing joints, fill piping, discharge piping f. Anchoring g. Hydrostatic test h. Separate Fire Dept, approved plans e•►� 11. Fire final e. Fire protection systems: a. Fire Dept. access (1) Halon systems b. Building egress and occupancy Toad (2) Standpipes c. Hydrants (3) Hose Stations d. Building address (4) Fire Doors (5) Fire Dampers (6) Fire Extinguishers 12. Other: a b e c f. d. g Checklist prepared by (staff)• Date' 3// CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION — PERMIT CENTER PRE- APPL1CAON CHECKLIST E-APPLICATION FILE NO. 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 1. 2. —f J Boundary Line Adjustment 7 n Building Site Improvement Plan 0 Comprehensive Plan Amendment (~) Conditional Use Permit Design Review CT) Design Review - Interurban Environmental (SEPA) () Planned Mixed Use Development (-� Planned Residential Development PLANNING DIVISION -- Land Use Information Comply with Tukwila Municipal Code (zoning, land use, sign regulations, etc.) Obtain the following land use permits /approvals: () Rezone Shoreline Management Permit Shoreline Management Permit Rev. -..,\27_)) Short Subdivision Sign(s) ) Subdivision 0 Unclassified Use ( ) Variance ( ) Other: 3. Zoning designation: Site located in sensitive area? 4. Minimum setbac{ requirements: Front: ' -s Side: — Side: _ Rear: 40 -AA V\ Maximum Building Height. S 1 Height exception area? Yes- L No 6. Minimum parking stalls required :gyp• 11 I ! s) Handicap stalls required: L5-2f, Z.5 :I,omo. 7. No more than 30% of required parking stalls ma be compact. No landscape overhangs into compact stalls are permitted, although no wheel stops prior to hitting the curb will be required. Minimum landscaping required: Front:) Side: Side: — Rear• !.• [~ -I tr;` ''.t:Q..tl i- VX'ic6\H L Landscape plans must e stamped by a Washington State licensed landscape architect. All landscape areas require a landscape irrigation system (Utility Permit Required). Yes No V1-1 1 \----,[a] s. 8. 10. 11. 12. 13. 14. 15. 16. 17. 18. Roof -top mechanical units, satellite dishes and similar structures must be properly screened. Provide elevations and construction details as part of building permit application submittal. Trash enclosures and storage areas must be screened to a minimum of 8' in height. Provide elevations and construction details as part of building permit application submittal. Building permit plans which deviate from that already approved by the Board of Architectural Review may require re- application for design review approval. 466= t-s 7y-�n DELI to i verve, \ 1- e M.!.\ S42C-aLia9 VE6CiwriC)\) .D&6D c1 rt VA L OR1 KcErvs caw -- rsLl eke' I ryl ? 19. ��,•,, i"�`��1 ��+�L1 -- �'"` 20. @1 ›.1J lz>f cb \c-. Checklist prepared by (staff):.- . Date: 31, l .51 R • /s4 ,, t ,? -t%2 ,ksv "J =' exAM I P\Ct6W 5141 r 1 PRE- APPLICAT ,ON CHECKLIST - d CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION - PERMIT CENTER 6300 Southcenfer Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 <A'D.DRE POLICE DEPARTMENT CRIME PREVENTION SECURITY RECOMMENDATIONS 1. Doors: Doors should have quality locking mechanisms with minimum one inch deadbolt locks. All exit doors shall be operable from the interior without the use of a key or any special knowledge or effort. The Crime Prevention Unit . should be contacted for information regarding correct hardware usage (433 - 1823). 2. Windows: Consideration should be given to providing hardened coverings (such as security film, etc.) for ground level windows where glass breakage would allow for access to building interiors by burglars. 3. Orientation of Windows: Windows should be located so that the parking lot area can be easily surveyed by employees inside the business. This reduces the opportunity for crimes to take place in the parking lot such as thefts from vehicles or assaults on employees and /or visitors. 4. Landscaping: Plant materials should be placed and maintained so to provide visibility and prohibit hiding places for unauthorized people around ground level door and window areas. Sticker shrubs may discourage crime activities. Low shrubs and umbrella trees (where the canopy is maintained above five (5) feet from the ground) will allow surveillance opportunities, hence reducing the potential for criminal behavior. 5. Lighting: Energy efficient security lighting is a relatively low -cost, yet extremely effective way to protect your business. A well- designed system will: Illuminate a security target. Burglars and vandals simply don't like light, preferring the cover of darkness for their dirty work. Create a psychological barrier. Alarms can frighten would -be intruders away once they've reached your building. Security lighting discourages them from even coming near in the first place. Provide people with a legitimate sense of security. Lighting protects not only you, but employees and customers. Help security people and police identify and capture criminals. Well- designed security lighting will help you meet these basic security objectives along with those that may be unique to your business. 6. Security Alarm: Recommend installing a security alarm system during construction that would report a burglary in progress when the building is closed. 7. Identity: A system for identifying the location of each separate portion of the building upon entering the site should be established. Site development which does not properly identify buildings will delay emergency responses by police, fire, and aid units. The system should be easy to understand and obvious to the newcomer. Checklist prepared by T. Kilburg 433 -1823 3/17/93 PRCatagcUGATION CHEa: :LIS7 CITY QF TUKWILA - IAR 11 1993 DEPARTMENT OF COMMUNITY DEVELOPMEN BUILDING DIVISION- PERMIT CENTER TUKWILA 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431.3670 IEETING DATE:' a� %f 3 TIME SITE ADDRESS `.0;1:4 PUBLIC WORKS DEPARTMENT 1. Apply for and obtain the following permits /approvals through the City's Permit Center: 0 Channelization /Striping /Signing ( ) CD Curb Cut/Access /Sidewalk (PR /v4a) CD einassatise (public) ( ) Fire loop /Hydrant (main to vault)(,SE h0 (7) Flood Zone Control (se*-/vv. /) 0 0 Hauling (2.000 Bond. Cert. Ins.) �� ) n Landscape Irrigation(s4 t-/✓o. /e) 0 0 Moving an Oversized Load (� 0 Sanitary Side Sewer (4.94 -✓z/f) Sewer Main Extension (private) Sewer Main Extension (public) Storm Drainage (.SFEn/O. Water Main Extension (private) Water Main Extension (public) Water Meter (exempt) Water Meter (permanent) (wow /a51 Water Meter (temporary) Other: L.4/✓oR r P.w4(SE6/V.1o) 71 12. Hauling Permit required prior to start of any hauling of material on public right -of -way ($2,000 bond, $1,000,000 certificate of insurance, route map and $25.00 permit fee required). y 3. All applications and plan submittals must be complete in order to be accepted by the Permit Center for plan review. Use the Plan Submittal Checklist provided on the reverse of the appli- cation forms to verify that all the necessary . materials and information has been supplied. n 4. Water and sewer assessments may apply and will be determined during the utility plan review process. G 'G1J :P. /A1.4 -r * 4Y /h' Vflt✓Ufr"SEN'ER D/7'/7 9 <-0.97-E41 D4S7'/ 7 ND. /.?S, IN 5. Provide sidewalks per Ordinance #1158, #1217 and #1233, or obtain waiver. 0 6. Provide Hydrological- Geotechnical analysis. 44/1.0 Al-Me /NO © 7. Provide erosion control plan as part of gtativetfttt permit application. 8. Identify building elevation above 100 year flood elevation per FIRM maps (use NGVD datum and recognized benchmarks). /oisrRiBtiricw C 9. Provide traffic analysis /trip generatioi. tudy for B Mai 10. Provide developers agreement for. O/✓EAsr/YARr/ /AGQL vrrlY S- S/ d E frieer.er f 11. Provide the following easements and maintenance agreements: /NY A--Xisrin/q - Tg Es 12. Provide water /sewer availability letters or certificates, from districts serving your development. 13. Obtain Metro Waste Discharge permit or approval (684- 2300). R /4' AE"fand relu /rnN /A7 T4ty0J 14. CompletT' s rite o Metro (self addressed and stamp provided). Q 15. Review the following City Studies when designing your project and preparing your plan submittal: Fiat - '!.' • - 16. Aae/B /A' ncrebe,q? rw .0 4//11/.4- .ocIE f 'LY /S .sE11./yAten /4/ F•J C zooP BANK $7?9B /.VZ/1770/1 WGVW.C. G"/ TV rr/L . Qe''s740to .-wa P•E,rN /TS o4-re- C17. LOPE'' W /tl. Av./n.0 CoyYszeh' r.pw. y18 40227 E ' e b /F .2e0.1.4Irr 7b/fk.sr.rr.0.0 rrmffs .s.rE' zoSFO . C19. Per /Lim E? /0' 'e 7:41.1,r/a4,/ e /LJWATLrR . rAt.Pd Q41 TAW .//y. C.6r S AS lee - t�E /7 h P 77/E 7br4L 41,4 - ayEk440-47,44, oR A- L:7" ev9C.CF /�L e9XGBEOS 4Y- EJ20 Ekcgv47-/ON'a .5"/N -rrrr e-,z2 3/ //100°7.41, • Checklist prepared by (staff): - ✓.0 ,o_i�an�` Date. s, /a /f3 Business Declaration Part I Fill out this form, fold it so the business -reply portion is showing and return it to Metro's industrial waste section. If you need to use additional sheets of paper, please mail the entire package of information in a s_ eparate envelope. Mail to: Metro Industrial Waste Dept. Company name: Contact person at your company: Title: Telephone number: Mailing address: Type of business: What does your firm manufacture or produce? Number of business sites: Address of each business site No. of employees at site 1. 2. 3. Use additional . sheets if necessary. • .Part rl Please circle the correct answer as it applies to the business site given below. If you have more, than one business site, please copy this page and fill out a form for each site. Company name: Site address: Contact person: Title: Telephone: 1. Does your company use water for cooling, production, manufacture, washing, rinsing or floor cleaning in production areas? Yes . No 2., Does your building have floor drains, catch basins, sumps or sinks in production areas or any other outlets to the sanitary sewer? 3. Does your business store or mix liquid chemicals? Yes No 4. Does your company use solvents or flammable substances? Yes . No 5. Does your company process food or animal matter? .Yes No 6. Does your company use metals or metal solutions — in manufacturing, processing, treating waste, etc.? Yes No 7. Does your company pump or discharge groundwater for construction dewatering or groundwater remediation? Yes No • 8. Does your company have outdoor activities, such as vehicle maintenance, equipment ,vashing and drum cleaning, or uncovered storage areas? Yes No • 9. How many gallons of industrial wastewater does your company discharge each day? w (check one) ❑ Less than 5;J00 gallons ❑ 5,000. 25,000 gallons ❑ More than 25,000 gallons NO POSTAGE NECESSARY IF MAILED IN THE UNITED STATES BUSINESS REPLY MAIL. FIRST CLASS PERMIT NO. 10919 SEATTLE, WA POSTAGE WILL BE PAID BY ADDRESSEE eMEETR0 MUNICIPALITY OF. METROPOLITAN SEATTLE ATTN MARY'REARDON • MS LAB. 821 2ND AVE SEATTLE WA REPORT GEOTECHNICALENGINEERING SERVICES PROPOSED SEAGATE DEVELOPMENT KING COUNTY, WASHINGTON .FOR BEDFORD PROPERTIES, INC RECE1�,!EP,. j281993 ROBERT FOSS Th ASSOC. 03/14/94 08:33 FAX 206 7782196 Geo •Engineers SGA CORPORATION SGA Corporation 6414 - 204th Street Southwest, Suite 200 Lynnwood, Washington 98036 Attention: Mr. Bob Hart a 003/006 March 9, 1994 RECEIVED MAR 1 0 1994 SGA COAPORATIO>` Geotechnical, Gcoenvironmental and Geologic Services Summary Letter Construction Monitoring Services EB Bradley Company Building Gateway North Development Tukwila, Washington File No. 3243 - 002 -B73 INTRODUCTION This letter presents a summary of our construction monitoring services for the EB Bradley Company Building within the Gateway North Development, which is located along East Marginal Way South in Tukwila, Washington, We previously presented the results of our geotechnical engineering design. study for the greater Gateway North site in our "Report, Geotechnical Engineering Services, Proposed Seagate Development, King County, Washington" dated November 24, 1987. We also provided construction monitoring services for all of the previously constructed buildings within the Gateway North Development, the results of which are presented in summary letters dated October 24, 1989, February 26, 1990, and October 29, 1991. Detailed results of our intermittent construction monitoring services for the EB Bradley Company building were presented in our daily field reports for the project, numbered 1 through' 14, which were forwarded to you on a weekly basis during construction. EXPLORATION PROGRAM Prior to construction, we explored subsurface conditions at the EB. Bradley site by excavating a series of shallow test pits with a rubber -tired backhoe on September 29, 1993, The purpose of the test pit exploration program was to confirm that subsurface conditions are consistent and associated geotechnical recornmendatlons presented In our November 24, 1987 report for the greater Gateway North development are appropriate. The subsurface conditions GeoEngineers, Inc. 8410 154th Avenue N,E, Redmond, WA 98052 7blephone (206) 8616000 Fax (206) 861'6050 1'flni d on teaycIe4 pep.. j(.!rT:r! =^T ;?iV;.7: .1tvil •Z. },"071tV.:11 "V ;n. "t .j'i.. rv•" � «,r•r, . �r �i�' T : 03/14/94 08:33 FAX 206 7782196 SGA Carport' orpor a March 9, 1994 Page 2 SGA CORPORATION r_j 004/006 encountered in the test pits generally consisted of medium dense fill soils similar to those observed during our previous work at the site. Thus, we determined that the recommendations presented in our 1987 report were valid for the EB Bradley Company Building, OBSERVATIONS BUILDING PAD PREPARATION Stripping and site preparation for the building area was accomplished between September 30 and October 1, 1993. We monitored building pad construction on an intermittent basis between October 1 and 4, 1993. To establish design building subgrade elevation, the southern portion of the building pad footprint required cuts on the order of 1 to 11/2 feet, and the northern portion of the pad required placement of 1 to 2 feet of structural fill. The excavated material from the southern portion of the building pad was placed as structural fill along the northern portion of the pad. The native fill generally consisted of silty fine to medium sand with occasional gravel. Based on our intermittent monitoring and in -place density testing, it is our opinion that the building pad was prepared in accordance with our recommendations and the project plans and specifications. FOUNDATION PREPARATION Footing preparations were monitored on an intermittent basis from October 5, through November 8, 1993. Exposed interior and exterior footing subgrades were evaluated by probing with a 3/8- inch - diameter steel rod, performing in place density tests and at some locations, excavating test holes in the footing excavation. Exposed footing subgrade soils typically consisted of silty sand with occasional gravel and concrete debris (fill). Test holes ranging from 2 to 4 -feet in depth were hand - augered into the base of several footing excavations to determine if footing locations were underlain by compressible or otherwise detrimental soils. In footing locations where unsuitable subgrade soils were encountered, the footing locations were overexcavated a minimum of 18 inches and backfilled with compacted structural fill. Based on our intermittent monitoring and the results of in -place density tests, it is our opinion that the footing subgrades were prepared in general accordance with our recommendations and the project plans and specifications. UTILITY TRENCH BACKFILL Placement of backfill within utility line trenches was monitored on an intermittent basis between October 6 through 30, 1993. Backfill in trenches consisted primarily of the excavated on -site soils (silty fine to medium sand with occasional gravel as described previously). Based on our intermittent monitoring and the results of in -place density tests, it is our opinion that the utility trench backfill observed was generally placed and compacted per our recommendations. G o o E n g i n a e r. P11. No. 3243-002 -B73 p3/14/94 08:34 FAX 206 7782196 SGA Corporfa March 9, 1994. Page 3 SGA CORPORATION Qj005 /006 CONCLUSIONS Based on our observations of the general earthwork and preparation of subgrades for floor slab and foundation support, we conclude that the earthwork we observed was completed in substantial compliance with our recommendations and the project plans and specifications. O s. We trust this letter serves you current needs. Please call if you have any questions or if we may be of additional service. Yours very truly, GeoEngineers, Inc. EX IES /n143/2.5"-' Daniel J. Campbell, P.E. Project Engineer J. Robert Gordon, P.E. Principal Geoe1 low Engineers (66:2ixt4toJ Bedford Properties, Inc. 12720 Gateway Drive, Suite 107 Seattle, Washington 98168 Attention: Mr. Bob Hart July 11, 1990 JUL4319'J Consulting Geotecludcal Engineers and Geologists PECEIVED JUN 2 2 1993 ROBERT FOSSAi ii ASSOC, Geotechnical Considerations Phase III, Gateway North Tukwila, Washington File No. 1199- 005 -BO1 This letter confirms our geotechnical recommendations for Phase III of your Gateway North project located in Tukwila, Washington. These recommen- dations were provided during an on -site meeting with you, Mr. David Kehle, Architect, Messrs. George Minnear and Bill Martin with SSG Corporation, and Mr. J. Gordon with GeoEngineers. Existing site grades within the footprints of Buildings 5, 6 and 7 for Phase III are approximately 12 to 18 inches below finished subgrade eleva- tions. Based on testing performed last fall, the existing subgrade soils need to be further compacted prior to placing additional fill. The surficial soils within the building footprints are very dry for the top several inches and then become wetter with depth. Where the existing subgrade is 18 inches or more below finished subgrade, we recommend that the existing surface be bladed smooth and compacted with a large, self - propelled, smooth -drum, vibratory roller. Where the existing subgrade is less than 18 inches below subgrade, we recommend that the soils be scarified to a depth of about 12 inches, smooth - graded, and similarly compacted. Compaction should be achieved per our previous recommendations. It may be necessary to moisture - condition the soils. Once adequate compaction has been obtained, structural fill can be placed to the finished subgrade elevations, GeoEngineers, Inc. 2405 140th Ave. NE, Suite 105 Bellevue, WA 98005 Telephone (206) 746.5200 Fax, (206) 746.5068 RECEIVED CITY .OF TUKWII.A JUN 17 9993 PERMIT CENTER ++.."^7S ,. 57. ,4'T^ Geok!Engineers Bedford Properties, Inc. July 11, 1990 Page 2 The existing site soils are very silty. It will facilitate later earthwork if the silty subgrade soils are graded so the center of each building pad is crowned above the, edges. This procedure will prevent ponding of water on the relatively impermeable subgrade soils both before and after placing the granular structural fill. It is our opinion that surcharging or preloading the building footprints above finished floor elevation is not necessary, provided that fill required to establish finished subgrade is placed sufficiently in advance of building construction such that the major portion of settlements due to this loading has occurred prior to building construction. This recommendation is based on a maximum design floor loading of about 300 pounds per square foot. Since only 12 to 18 inches of structural fill is necessary to achieve the finished subgrade elevations, we do not expect significant settlement of the building pads to occur. However, if building construction will occur within the next two months, it would be prudent to install settlement plates in these building areas to monitor settlement response as well as to confirm that the settlement is largely complete'prior to building construction. We request that the data be forwarded to us within three days after each reading so that we can monitor the settlements on .a timely basis. We request that we be informed when the scarifying and recompaction is to be done so that we can perform a representative number of density tests on the recompacted . subgrade to confirm that adequate compaction is being achieved. Ki�p� Geo o Engineers Bedford Properties, Inc. July 11, 1990 Page 3 We trust this letter satisfies your current needs. Please call if you have any questions._ GeoEngineers,, Inc. J`. Robert. Gordon, P.E. Senior Engineer'. JRG :JKT:ira Two copies submitted cc' :t David;Kehle, Architect 12878 Interurban, Ave. S. Seattle, WA 98168 SSG Corporation 1235 15th Ave. N.E. Seattle,.: WA; 98125. Attn :. 'Mr. George Minnear'. Geo Engineers April 14, 1988 Bedford Properties, Inc. 12886 Interurban Avenue South Seattle, Washington 98168 Attention: Mr. Joseph. S. Layman Regional Manager, Vice President Gentlemen: Liquefaction Assessment Proposed Seagate Development King County,'Washington File No. 1199 -02 -1 Consulting Geotechnical Engineers and Geologists INTRODUCTION We are pleased to present the results of our liquefaction assessment at the above - referenced site. We previously presented the results of our foundation investigation for the project in our "Report, Geotechnical Engineering Services, Proposed Seagate Development, King County, Washington" dated November 24, 1987. King County issued a Mitigated Determination of Non — Significance for the project, dated March 15, 1988, in which they requested that the potential for soil liquefaction and potential magnitude of :resultant . settlement be addressed. At your request, we reviewed the data obtained during our previous studies to assess the .liquefaction potential and related settlement of structures at the site. SITE CONDITIONS The ground water table was measured at about Elevation +1.0 (MSL) during our referenced study which is generally about 14 to 20 feet below existing site grades. The elevation of the ground water may be slightly GeoEngineers, Inc; 2405140th Aye.` NF, Suiie 105 , Ocgevue,' k 98005 Telephone (206) 746 ;5200 Fax. (206) 716.506$ Geo WO Engineers Bedford Properties, Inc. April 14, 1988 Page 2 higher during wet seasons. However, it has been our experience that the static seasonal ground water table elevation is not significantly higher than that observed. The upper 7 to 14 feet of site,soils encountered during our explora- tion program generally consist of fill that was placed in the 1970s and early 1980s by a local excavating company under a King County grading permit. Based on the results of our borings and test pits, most of these fill soils consist of silt or sand with a high silt content above the water table. The underlying soils to significant depths consist of Duwamish River alluvial deposits. Based on the results of our borings and Dutch cone penetrometer probes, the alluvium consists of interlayered sequences- of fine sand with a variable silt content, fine sandy silt_ and clayey silt. These soils typically possess a high silt content and /or high relative density. However, some localized zones of loose fine sand were occasionally noted. These zones were limited to less than 5 feet in thickness and do not appear to be continuous between explorations. CONCLUSIONS Liquefaction potential at the site is dependent on numerous site parameters including soil grain size, grain shapes, soil density, site geometry, static stresses, as well as the duration and magnitude of the design earthquake. We have assumed a 7.5 magnitude earthquake developed for the West Seattle - Duwamish Bridge design as the design earthquake. There are some localized zones of saturated sands that are poten- tially liquefiable during the design event. However, based on our explorations, these potentially liquefiable zones are relatively thin and are laterally and vertically discontinuous. The site is also mantled with . the relatively thick layer of unsaturated fill soils with a very low susceptibility to liquefaction. Under these conditions, it is our opinion iI pr. Geo rEngineers Bedford Properties, Inc. April 14, 1988 Page 3 that there is a very low risk of structural damage and significant settlement to the proposed development as a'result of liquefaction at the site. We trust this letter serves your current needs. Should you have any .additional questions;.. please do not hesitate to call. Yours very truly, GeoEngineers, Inc J.'Robert Gordon Project Engineer ' .Jack K. Tuttle Principal JRG:JKT:wd Two copies' submitted cc: Mr:.Paul Konrady .,Wilsey. & Ham P.O. Box C--97304 ;.Bellevue, WA 98009- 7730 Mr.•.Dave Kehle; Architect 12878. Interurban Ave S, Seattle', WA 98168 L,k,s4:4 *14*•42' GeoEnglneers Incorporated (206) 746.5200 Fax. (206) 746.5068 2405 •.140th Ave. N.E. Bellevue, WA 98005 November 24, 1987 Bedford Properties, Inc. c/o Kidder, Mathews & Segner 12886 Interurban Avenue South Seattle, Washington 98168 Consulting Geotechnical Engineers and Geologists Attention: Mr. Joseph S. Layman Regional Manager — Vice President We are pleased to submit our "Report, Geotechnical Engineering Services, Proposed Seagate Development, King County, Washington." You provided written authorization for these services in a letter accompanying a signed copy of our proposal dated August 28, 1987. The scope of our services was outlined in our proposal letter dated August 26, 1987. We previously .presented our "Report, Preliminary Geotechnical Studies, Rosatto Butler Site, East Marginal Way South and SR 599, King County, Washington," dated August 13, 1987, for this property. At your request, we have forwarded copies of this report to the parties indicated below. We appreciate this opportunity to be of further service to you on this project. Please contact us if you have any questions regarding this report . or other aspects of the project. We look forward to assisting you during the detailed design and construction phases of the Seagate project. Yours very truly, GeoE :ineers, Inc_ J:•. Tuttle incipal JKT:cs File'No. 11.99 -02 -1 cc:'' r. Gerald Kirkpatrick /BCI General Contractors INTRODUCTION SCOPE SITE. CONDITIONS SURFACE CONDITIONS SUBSURFACE CONDITIONS. TABLE OF C O N T E N T S CONCLUSIONS AND RECOMMENDATIONS GENERAL • SLTE PREPARATION •,FILL PLACEMENT' PRELOADING 10 FOUNDATION SUPPORT 11 FLOOR SLAB SUPPORT : 12 RETAINING WALLS 13 PAVEMENT DESIGN 13'.. DRAINAGE CONSIDERATIONS 14 RIVERBANK STABILITY AND SETBACK CONSIDERATIONS` 15 Page No. List of Figurers APPENDIX -A`.' FIELD: EXPLORATIONS A -1'. BORINGS: "A-1 DUTCH CONE PROBES A72, TEST PITS;, A -2 eaEngineers Incorporated TABLE OF CONTENTS (PAGE 2 List of Appendix A Figures Figure No. SOIL CLASSIFICATION SYSTEM A -1 KEY TO. BORING LOG SYMBOLS A -2 LOGS OF BORINGS. A -3 thru A -16 LOGS OF DUTCH. CONE PROBES A -17 thru A-28' LOGS OF TEST.'PITS A -29 thru A -34 List of Appendix :B Figures REPORT GEOTECHNICAL ENGINEERING SERVICES PROPOSED SEAGATE DEVELOPMENT KING COUNTY, WASHINGTON FOR BEDFORD PROPERTIES, INC. INTRODUCTION This report presents the results of our geotechnical engineering services for the proposed Seagate Industrial Development along the Duwamish River in King County, Washington. The site is bounded by the Duwamish River, East Marginal Way South, SR 599 Highway and Pacific Highway South. The site is shown, with respect to adjacent features, on Figure 1. Historical data including past site usage were presented in our "Report, Preliminary Geotechnical Studies" dated August 13, 1987. Briefly, the site was primarily used for farming prior to 1970. Three buildings appear to have been erected at the northeast corner of the site in 1978 and have subsequently been removed with the exception of a small timber -frame portion of a building that remains at this time. The site was also actively filled during the late 1970s and early 1980s by a local excavating company under a King County grading permit, as discussed in the aforementioned report. The King County permit dictated that the fill was to consist of earth fill ranging from pit run gravel to clay with some broken asphalt and concrete. The fill was to contain no wood or garbage debris and broken concrete and asphalt was to be mixed with at least 50 percent soil. Since a King County shoreline permit was never obtained, we assume that no filling was accomplished within 200 feet of the river during this grading episode. The president of the earthwork con- tractor indicated most of the fill was soil from various job sites around the Seattle area and that it contained very little concrete, asphalt or other debris. Compaction was limited to dozers spreading the fill and the truck traffic traversing the site. Figure 2 presents a 1976 topographic map obtained from the King County grading file. It appears the earthwork contractor, Boulevard Excavating, Inc., prepared this map prior to filling the site. GeoEngineers Incorporated Neither specific grading nor development plans for the purposed project are available at this time. It is our understanding that one- to two -story concrete tiltup structures are anticipated, some with dock -high floors. Several of the buildings may have gross areas of on the order of 100,000 square feet. Access to the site will be gained from East Marginal Way South near South 116th Street. SCOPE The purpose of this phase of our services is to develop design criteria and performance estimates for the geotechnically - related aspects of the project. Our specific scope of services includes: 1. Exploring subsurface soil and ground water conditions by a series of explorations which includes test borings, Dutch cone probes and test pits. 2. Evaluating pertinent physical and engineering characteristics of the foundation soils from the results of laboratory tests per- formed on samples obtained from the explorations. 3. Evaluating the fill on the site to determine its general state of compaction and to recommend the extent of any reworking which may be needed to provide satisfactory foundation and subgrade support. 4. Evaluating whether or not consolidation of underlying compressible soils under the weight of the fill now in place is complete and estimating the magnitude and rate of settlements which will result from new areal loadings imposed by fill and building loads. 5. Developing foundation design requirements and performance estimates for shallow spread footings for the proposed structures. 6. Providing recommendations for yard area grading and pavement design sections. 7. Evaluating the riverbank stability for the existing conditions and for rapid drawdown conditions following a 100 -year level flood and recommending the need for any reshaping of the slope or revetment work for slope protection. GeoEngineers Incorporated SITE CONDITIONS SURFACE CONDITIONS The site is relatively flat and comprises approximately 27.7 acres. The site is devoid of signs of previous occupancy, with the exception of the northeast portion along the Duwamish River. This portion of the site exhibits primarily gravel surfacing as well as some asphalt pavement and a slab -on -grade which remains from a recently removed steel building. The timber -frame office portion of this structure was still in placed as of September 1987. At the west end of the gravel surfaced area, a debris pile, primarily of concrete and wood, exists. The northwest portion of the site supports considerable dense vegeta- tion, including tall grass and deciduous trees. A primitive road enters the property from the south abutment of the Pacific Highway South bridge and follows the top of the Duwamish River bank to the north /south drainage swale entering the property. The northwest portion of the site was apparently not filled during the previously discussed grading period due to the lack of a King County Shoreline Permit. As such, this is generally the lowest area of the site and supports the oldest vegetation. The majority of the remainder of the site is relatively flat or gently sloping as a result of the past grading efforts. Vegetation is in various stages of reestablishment ranging from essentially nonexistent to relatively thick. Significant drainage ditches exist along the perimeter of the site. Another drainage ditch extends in an east -west direction along the south border of the northeast portion of the site (previous Butler Sealant Site). It appears that the drainage is sloped to the north /south drainage swale entering the property at the Duwamish River. The bank of the Duwamish River was observed during the previous study at an Elevation -2.0 -foot tide. Thick vegetation exists along the river bank along the top of the slope to about ordinary high tide level, masking surficial conditions. No significant riprap or erosion protection was observed. The inclination of this portion of the river bank varies from about 1.5H:1V (horizontal to vertical) to near - vertical. Most of the bank is near - vertical to about 1:1. Some localized undercutting of the bank has GeoEngineers Incorporated occurred near the ordinary high tide level. In addition, localized surfi- cial sloughing or slumping has resulted in the movement of blocks of soil 'and vegetation onto the lower portion of the riverbank which typically is much flatter below mean sea level. The river bank below the ordinary high tide level is devoid of vegeta- tion. Silty fine sand /fine sandy silt is exposed (see sieve analysis results in Appendix B). Considerable concrete, half- buried wood and metal debris exists along this area and is exposed at lower tide levels. Based on visual observations, the slope below the high tide mark to mean sea level, an elevation difference of about 6 feet, varies from near - vertical to about 2H:1V where it continues from about 1H:1V to 3H:1V to the low tide level. We were not able to observe the mudline below the low tide level. However, it appears to flatten out in some areas and continue sloping in others. SUBSURFACE CONDITIONS The subsurface conditions at the site were explored with a program consisting of 5 hollow -stem auger borings, 5 Dutch cone probes, and 15 test pits. The locations of the explorations are shown in the Site Plan, Figure 1. Details of the field exploration program as well as the explor- ation logs are presented in Appendix A. Details of the laboratory testing program are presented in Appendix B. The results of the laboratory program are presented in both appendices, as appropriate. The site is located in the relatively broad alluvial valley of the Duwamish River. Based on review of aerial photography as discussed in our previous preliminary report, it appears that the river location in this particular area has been relatively stable during this century. However, we expect that the river has meandered throughout the valley floor since the last period of continental glaciation resulting in rather rapidly changing subsurface conditions. In addition, most of the site was filled with a considerable depth of waste soils for a period on the order of five to seven years. Figure 2 presents a topographic map that appears to have been prepared by the earthwork contractor prior to this filling episode. The depth of the fill soils varies. The shallowest fill depths, generally on the order of a few feet, are located along the north margin of the property near the Duwamish River. Since a King County Shoreline Permit. 4 GeoEngineers Incorporated was not obtained during the recent grading episode, we assume any fill that does exist within 200 feet of the Duwamish River was placed at an earlier date. We would expect the least ground modification due to the effects of filling in the northwest portion of the site. Some regrading was accomplished in northeast portion of the site where the Butler Sealant operation was located. The greatest depth of fill along the north margin was encountered towards the northeast portion of the site where Test Pit 13 encountered 8 feet of fill including car parts, bed springs and miscel- laneous debris. Boring 1 in the same vicinity, encountered silty fine sand with occasional clods of silt, which may also be fill, to a depth of 11 feet. The explorations across the remainder of the site encountered from about 7 to 14 feet of fill. The fill was not penetrated in Test Pits 1, 2 and 8 due to refusal on concrete fragments or difficult digging conditions. The fill soils range from silt to silty sand with gravel (glacial till). With the few exceptions noted on the exploration logs, no significant organics were observed in the fill. Occasionally a 1 -foot layer of organic fill and grass was observed. A limited quantity of debris was noted in the fill. This debris generally consisted of construction materials from building demolitions and included brick, asphalt or concrete fragments less than 2 feet in diameter. Exceptions are Test Pits 1 and 8 where refusal was encountered at depth apparently on large concrete fragments. It appears that some of the material placed at the bottom of the fill may have included . considerable debris. This may have been used to aid in "bridging" over the soft native surficial soils. The fill was reportedly placed in an "uncontrolled" manner, i.e., no compactive effort other than by track - rolling with the bulldozer and wheel compaction by the dump trucks. The results of our density tests confirm this condition with compaction varying from about 83 to 88 percent of the maximum dry density based on ASTM D -1557. The top of the fill generally possesses the higher densities, primarily due to desiccation. A decrease in density was noted with depth. The native soils below the fill generally consist of low- density fine - grained materials typical of alluvial depositional environment. The original grass mat was observed in many of the test pits. Toward the 5 GeoEnglneers Incorporated Duwamish River, the native soil ranges from a loose fine sand with a variable silt content to a fine sandy silt. More typically, fine sandy silt to clayey silt with variable organic content was encountered below the fill. The organic content was extremely variable from fine - grained soils with a trace of organic matter to peat. The peat was generally observed within the soil matrix rather than as a discrete layer. Discrete layers of organic soils were observed at some locations. The organic layer was encountered roughly from mean sea level to the high tide level. Gray fine or fine to medium sand with a variable silt content was generally encountered below this layer at about mean sea level. This unit grades to a fine sandy silt and generally extends to between Elevation -35 and -45. An exception was noted in Dutch Cone P -1 where sand extends to approximately Elevation -60. The density is extremely variable ranging from very loose to dense. These more granular strata typically overlie a relatively thick soft clayey silt which was encountered between Elevation - 60 to -74. Medium dense to very dense sands grading to sandy gravel were encountered in the deepest explorations varying between Elevation -60 to- 80. The ground water conditions encountered during our exploration program are indicated on the exploration logs. It should be noted that the explora- tion program was conducted during the late summer /early fall season after a very dry year. Standpipe piezometers were installed in Borings 2 and 5 to provide ground water data for riverbank stability studies. Water levels were subsequently measured at about Elevation +1.0 on September 23, 1987. Fluctuations in the level of the ground water should be expected. We anticipate the levels may be higher during the spring. Due to the random nature of the fill soils, the ground water conditions could also vary locally across the site. CONCLUSIONS AND RECOMMENDATIONS GENERAL The subsurface conditions across the majority of the site consist of a layer of "uncontrolled" fill soils overlying relatively soft compressible alluvial soils to depths of on the order of 100 feet deep. Most of the consolidation of the compressible soils due to the weight of the existing GeoEngineers Incorporated fill has occurred. However, additional consolidation, both within the existing fill and the native compressible soils will occur when new loads are applied. Based on our analyses, we estimate that from 1 to 3 inches of settlement could occur from typical concrete tiltup building floor and column loads with shallow spread footing and slab -on -grade support at existing grades. Buildings with dock -high floors would be expected to experience larger settlements. Final grades and specific development plans have not been established at this writing. We have assumed that existing grades will not be signi- ficantly changed. We conclude that the planned structures can be supported on shallow- spread footings provided that site preparation work includes excavation of portions of the existing fill and placement of structural fill on which to support footings. Use of a preload program to reduce postcon- struction settlements may be appropriate. It will be beneficial to ac- complish the earthwork phase of construction as far in advance of building construction as practical to maximize the benefits of any preloading. The on -site soils are too fine- grained to be workable during wet weather; there- fore, any grading during the wet season, such as the planned spring startup for the project, will require use of imported granular borrow soils. In light of these considerations, we suggest that dock -high buildings be located in areas where the existing grade is higher and the adjacent areas be cut down to provide dock -high access. This procedure would also reduce settlements and preload requirements. SITE PREPARATION The on -site fill soils consist of moisture - sensitive silts or silty sands such that use of these materials as structural fill will not be possible during wet weather. If earthwork can be completed during the drier summer months, it should be possible to use at least some portion of the existing fill in the structural fill to minimize grading costs. Moisture conditioning of the fill soils should still be expected. Vehicular access is good to the site during the late summer and early fall months due to desiccation at the surface; however, we anticipate that it will be very difficult to operate equipment across the site during wet weather. 7 GeoEngineers Incorporated All trees, brush and vegetation with significant root mass should be removed from building and pavement areas. The depth of stripping will be minimal toward the south portion of the site where vegetation has not reestablished itself significantly. The greater stripping depths will be in the dense brush and tree area towards the northwest corner of the site outside of the area of recent filling. If more than 2 feet of structural fill soil is to be placed in this area, the grass should be cut as short as possible and cuttings removed. The sod can be left in place provided it is on the order of only a few inches thick. If site preparation is performed during wet weather as presently anticipated, stripping should be done using lightweight construction equipment operating on the sod layer. Equipment should be kept off the exposed subgrade surface to avoid disturbance. The subgrade should be evaluated by proofrolling under the observation of a representative from our firm to determine if there are localized areas of soft or deleterious soils which need to be replaced. Proofrolling should not be done in wet weather or when the ground is saturated. Any soft areas should be excavated and replaced with clean pit run borrow as recommended by our representative. Temporary roads will be required for access to construction areas during wet weather. Our experience suggests that 18 to 24 inches of sand and gravel with less than 5 percent fines, crushed rock or quarry spalls will be necessary for construction equipment. It may be desirable to place geotextile fabric on the subgrade, especially in soft areas, to minimize mixing of the subgrade and road subbase materials and to reduce pumping and weaving. Due to the quantity of material that may be necessary to construct the haul roads, we suggest the haul roads be placed at permanent road locations wherever possible. Subsequent to construction, adequate weather conditions, and /or any repair work necessary, fine grading and paving could occur. FILL PLACEMENT We recommend that all footings and floor slabs bear on at least feet of structural fill. Depending on finish grades, this may require excavation of existing fill soils beneath footings and /or floor slabs. Especially for dock —high buildings, this procedure should be accomplished prior to placing 8 GeoEngineers Incorporated the preload to reduce the amount of excavation into the structural fill pad after preloading is complete. Care will have to be exercised to minimize subgrade disturbance if this is done during wet weather. Select granular fill with less than 5 percent fines (based on that portion passing the 3/4 inch sieve) will be necessary along with careful control of surface runoff to avoid ponding in the excavations along footing lines. Alterna- tively, the excavation beneath footings could be accomplished subsequent to preloading. This may be preferable if final building foundation plans are not completed prior to earthwork. We recommend that all structural fill placed during wet weather consist of well - graded pit run sand and gravel not exceeding 4 inches of size. The fill should be free of organic matter and other deleterious material. The fines content (material passing the No. 200 sieve, based on the minus 3/4 inch fraction) should not exceed 5 percent. Preload fill that will be used subsequently for grading yard areas, should also meet this criteria. On- site soils may be used during dry weather if at the proper moisture content and free of organics and other deleterious material. However, the construc- tion schedule should be such that these fills will be protected by a layer of granular fill, paving or floor slabs before the following wet season. If not, these fills could be easily disturbed by any construction activity. Structural fill placed within the foundation, slab or pavement areas should be placed in horizontal lifts 10 inches or less in loose thickness. The initial lift may need to be somewhat thicker and compacted without vibration in order to reduce the chance of causing pumping in the subgrade soils. Each subsequent lift should be uniformly compacted with vibratory equipment to at least 95 percent of the maximum dry density as determined in accordance with the ASTM D -1557 test method. Where building pads are being prepared prior to preloading, we recom- mend that the fill be placed and compacted to at least the design finished floor elevation to allow for fill settlements. If building grades are near existing site grades, the preload could be placed without any preparatory work for foundation support so that the excavation and replacement with structural fill could be accomplished during the drier summer months. GeoEngineers Incorporated PR.ELOADING The use of a preload program to reduce postconstruction settlements on a specific building site may be appropriate. This will depend in large part on variations in the thickness of fill required to establish finished floor grade, the time this fill can be left in place before building construction, and the amount of postconstruction settlement which is acceptable. Further information on finished floor grades and projected earthwork and building construction schedules is needed to evaluate the need for preloading. If a preload program is considered necessary, we recommend that the building areas be preloaded with one foot of fill for each 100 psf of design floor load. This fill surface should extend at least 5 feet beyond the footprint of each building and then slope down at the natural angle of repose. If future building additions are contemplated, the full height of fill (for the structural pad and the preload) should be extended at least 30 feet beyond the initially planned building footprint in the area of possible expansion. This fill is in addition to any fill required to bring building sites to design grades. Since plans are in the preliminary stages at this time, we recommend we be provided the opportunity to review the final plans with respect to an appropriate preloading program. The preload fill need be compacted only enough to provide trafficability. Fill settlements are expected to be variable due to the irregular deposition of compressible soils and the difference in existing fill thicknesses across the building areas. If existing grades are not significantly changed, we expect that 1 to 3 inches of settlement could occur from a 300 psf floor load. A relatively deep east /west ditch exists between the Butler Sealant property and the rest of the site. This area has been only nominally preloaded with respect to the existing fill depth around the ditch. Therefore, if a building footprint crosses the ditch, a specially configured preload fill is anticipated in this area to reduce differential settlements. In order to evaluate the magnitude and rate of fill settlements, we recommend that several settlement monitoring plates be installed prior to placing any fill in the building areas. An example of a suitable settlement plate and a description of monitoring procedures are presented in Figure 3. 10 GeoEngineers Incorporated We will recommend appropriate settlement plate locations once building locations, dimensions and elevations are established. Initial elevation readings of the settlement plates must be obtained as soon as they are set and before any fill is placed. The elevations of the plates should then be determined twice each week during filling so that settlement progress in relation to the amount of fill in place can be defined. Relatively thick compressible strata were observed at many of the exploration locations. We expect that it may take on the order of six to eight weeks for a majority of the settlement to occur. We recommend that readings be obtained weekly after completion of filling. The results should be forwarded to our office promptly after each reading for evaluation. If the thickness of compressible soils varies significantly from that in our explorations, the actual preload period may have to be adjusted. The presence of the measurement rods which extend from the settlement plates through the fill will inhibit the mobility of earthmoving equipment to some extent. The contractor will have to exercise care to avoid damaging the rods. The construction documents should emphasize the importance of protecting the settlement plates and measuring rods from disturbance. Once the majority of the settlement has occurred, the preload fill can be removed from the building and either used to preload another of the building sites (if the construction schedule will permit sequential preloading) or for other site grading. FOUNDATION SUPPORT We recommend that all footings be founded on at least 2 feet of structural fill. This fill should extend horizontally beyond each side of the footing a distance equal to the depth of excavation below footing subgrade. The fill should be placed in a minimum of two lifts and compacted such that at least 95 percent of maximum dry density (ASTM D -1557) is achieved throughout the fill. All footings should be founded at least 18 inches below the lowest adjacent finished grade. Individual column footings should have a minimum width of 3 feet. Continuous strip footings should be at least 18 inches wide. In order to provide more uniform support and reduce differential settlements, we recommend that exterior foundations consist of continuous spread footings rather than isolated pad footings. 11 GeoEngineers Incorporated The footings should be designed for an allowable soil bearing pressure of 2500 pounds per square foot for dead plus long -term live loads. This value may be increased by one third when considering earthquake or wind loads. The use of spread footing support for buildings on this site is expected to be limited to high -bay (24- to 28 -foot clear) warehouse struc- tures and two -story office buildings. If multi -story buildings are con- templated, pile foundations will likely be necessary. Additional consulta- tion to identify the more favorable areas for use of pile foundations and to develop design criteria for these foundations will be required. Lateral loads can be resisted by friction on the base and passive resistance on the sides of the footings. Frictional resistance can be determined using 0.35 for the coefficient of base friction. Passive resis- tance can be determined using an equivalent fluid density of 250 pounds per cubic foot (pcf), assuming that the soils around the footings for a distance of twice the footing depth consist of structural fill compacted to 95 percent of maximum dry density. This value should be applied from one foot below the ground surface in areas which are not paved. In paved areas or beneath floor slabs, passive resistance can be calculated from the bottom of the slab. The above values incorporate a factor of safety of about 1.5. We estimate that postconstruction settlements of interior column and perimeter wall footings will be on the order of one half to one inch if column loads are less than 100 kips. We have assumed the conditions observed in our explorations are representative of the existing fill soils and no significant organics or organic debris are present. We recommend that the structures be designed to tolerate at least one half inch of differential settlement between adjacent column footings due to the variable subsurface conditions. Differential settlements up to one fourth -inch in 25 feet may be experienced along continuous wall footings. Approximately 50 percent of the postconstruction settlement should occur within about two weeks of load application. FLOOR SLAB SUPPORT All floors should be supported on at least 2 feet of structural fill. If the fill pad is placed prior to the preload fill, the pad fill surface should be recompacted after removal of the preload to redensify any areas 12 GeoEngineers Incorporated disturbed during fill removal. We recommend that floor slabs be supported on a 4 -inch thick base course of crushed rock or clean sand and gravel with less than 5 percent passing the No. 200 sieve. A vapor barrier should be provided if the slab will be covered with tiles or carpet. If the slab surface will be exposed, it is our opinion that a vapor barrier is not needed provided that the base course is sufficiently coarse to act as a capillary break and yard drainage is directed away from slab -on -grade buildings. Assuming finished grades are within about 1 foot of existing grades, it is our opinion that postconstruction settlements subsequent to an appropriate preload program from typical warehouse floor loadings of 250 psf should not exceed 1/2 to 3/4 inch. Due to the depth of existing fill soils, we would expect differential settlements to occur over a broad area and be limited to less than 1/4 inch in 40 to 50 feet if relatively uniform areal loading conditions are maintained. RETAINING WALLS We recommend that the walls at the loading dock areas and any wing walls adjacent to the ramps to the loading docks be designed for lateral pressures based on an equivalent fluid density of 35 pcf. This assumes that the walls will not be restrained against rotation when backfill is placed, that the backfill consist of clean pit run sand and gravel as specified above, and that there will be provision for drainage of the pit run backfill behind the walls. An allowance of one foot of increased wall height for each 100 psf of surcharge (floor load) which may be imposed adjacent to the walls should be made. We recommend the fill be compacted to between 90 and 95 percent of maximum dry density within a 5 -foot zone behind the walls. Overcompaction should be avoided. PAVEMENT DESIGN If roadway paving is accomplished in the late summer, this will minimize subgrade disturbance and enable use of less thick pavement sec- tions. However, the proposed construction schedule for this project may require most road work to be done during the normally wet seasons. Pavement subgrade areas should be stripped and proofrolled or otherwise evaluated as previously recommended. If the subgrade is wet, we recommend lightweight construction equipment be used to grade the subgrade surface; however, 13 GeoEngineers Incorporated equipment should be kept off the exposed surface to the fullest extent possible. In general, heavily loaded trucks should not be allowed directly on the subgrade, with the exception of utility installation. All utilities and utility ducts should be installed in advance of placing subbase fill. Utility trenches should be backfilled to pavement subgrade level with structural fill compacted as previously recommended. Temporary roads and layout areas should be constructed by placing excess pit run fill. This material can be spread for use in other areas when final yard area grading is done. If road construction is done during wet weather, we anticipate that a subbase of select sand and gravel on the order of 18 inches may be required. Localized soft zones could require placing geotextile fabric and up to 24 inches of subbase to form a stable section. The base course and asphalt concrete (AC) section should consist of 6 inches of crushed rock and 3 inches of AC in roadway and loading dock areas. Automobile parking areas should have 4 inches of crushed rock and 2 inches of AC. If yard area paving can be done in the summer, we anticipate that the subbase section could be reduced to 12 inches after proofrolling and preparation of the subgrade to a firm, nonyielding condition. However, the low density of the existing fill can shorten the design life of the pavement section such that a thicker subbase section would provide better long -term performance. DRAINAGE CONSIDERATIONS We recommend the roads and parking areas be sloped to drain away from the buildings such that surface runoff is collected and carried off — site. Perimeter footing drains are not considered necessary unless any buildings or portions of buildings are lower than surrounding grades. Any perimeter footings should be connected to the storm drain system. Roof drains should also be connected directly to the storm drain system and not be inter —tied with any other subdrains. The existing site soils, especially the fills soils, are relatively impermeable. Any low areas or depressions . will lead to ponding and a perched ground water condition. 14 GeoEngineers Incorporated RIVERBANK STABILITY AND SETBACK CONSIDERATIONS Our computer -aided slope stability analyses of the existing riverbank configuration indicate a marginally stable condition (factor of safety slightly above unity). Portions of the riverbank are locally oversteepened, which has resulted in some surficial sloughing and slumping. We understand a 30 -foot King County easement extending• inland from the ordinary high tide level (Elevation 5.5) of the river will be incorporated into the project layout. A 16- foot -wide combined access road and public use pathway is to be part of the 30 -foot easement. We recommend that the riverbank be reconfigured to increase its overall stability. This should be done by resloping a portion of the bank and lowering the grade along the access road /pathway. The riverbank should be sloped back at 2H:1V (hori- zontal to vertical) from the ordinary high tide level (Elevation 5.5) to Elevation 11.0. This elevation should be maintained for the access road /pathway width to provide freeboard above the 100 -year flood level. A transition using a 2H:1V slope, rockery or other means should then be made up to parking lot elevation. If a rockery is used, the embankment may need to be reinforced if vehicles will be parked immediately above the rockery to conform to King County regulations. Our analyses indicate that this will result in a minimum factor of safety of 1.25 within the easement, increasing to greater than 1.4 in the parking area with this modified configuration. A factor of safety in excess of 1.5 is generated for potential failure planes that would intersect the nearest indicated building location. These safety factors are, in our opinion, reasonable for the development considerations. It should be noted that these safety factors are for the critical case of expected low tide level and high ground water condition - the rapid drawdown condition does not significantly affect the stability other than near the slope face within the saturated zone. The factor of safety for the portion of the riverbank below ordinary high tide level is indicated to be less than 1.2. We believe that any future localized slumping which may occur in this area would best be handled 15 GeoEngineers Incorporated as a maintenance item. Localized slumps can be excavated and replaced with appropriate sized rock using a small truck - mounted clamshell or other suitable equipment working from the access roadway. We recommend that the portions of the reconfigured riverbank within the easement which are not paved be hydroseeded, planted or otherwise protected from erosion immediately after grading. Since this area is only under water during a combination of a significant storm event and high tide, it is our opinion that further scope protection is not warranted. USE OF THIS REPORT We have prepared this report for use by Bedford Properties, Inc. and their agents in design of a portion of this project. The data and report should be provided to prospective contractors for their bidding or esti- mating purposes, but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. The project is in the conceptual stage at this writing. The final grades, building loads and configurations and their interaction with the existing site conditions will complicate some of the design considerations. As the design develops, we expect that additional consultation will be necessary to provide for modification or adaptation of our recommendations. We should be retained during the design phase to provide more detailed evaluations of settlement magnitudes and rates, for preload fill configura- tions and to establish an appropriate monitoring program. These additional services should also include a review of the final design and specifications to see that our recommendations are interpreted and implemented as intended. The scope of our services does not include services related to construction safety precautions and our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. Due to the past filing and alluvial environment, variations in subsur- face conditions between the explorations should be expected. A contingency for unanticipated conditions should be included in the budget and schedule. Sufficient monitoring, testing and consultation by our firm should be provided during construction to confirm that the conditions encountered are 16 GeoEngineers Incorporated consistent with those indicated by the explorations, to provide recommenda- tionsfor. design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifica- tions. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time the report was prepared. No other conditions, express or implied, should be understood. The conclusions and recommendations in this report should be applied in their entirety. We are available to review the final design and specifi- cations to see that our recommendations are properly interpreted. If there are any questions concerning this report or if we can provide additional services, please call. Respectfully submitted, GeoEngineers, Inc,. JRG:JKT:cs Copyright © 1987 GeoEngineers, Inc., All Rights Reserved GeoEngineers Incorporated ..-. ___ ___ :...- -, - -- ---- - SH / DUONII G....i. . _ ___—_._________ ___---- --- -_,----°- '. - .*---- -775' . •••....---- '--:'—‘16. • .i,-;14.. - • ci , '!, -. / / t9-;•,%-tt;_iii,'-gW,`;"tatt-%`,.. --- -7-%:. WO - . r. .x.r..., ne- -\i__ ,issomele.ri iPilit_ ;13-i -• \ -- 81--2+ lk . .4 11 11\ —.---------z'f / .T ... ... • .r+ . 1 , . ‘ .„ „ -,______.__.:._,-.-__.-1.1: . _...----.. ._ svi_.-.----._-_, . - TP.r.1•Ittlit_ EmST boliIIING - .... TO BE REvOvED 1 \ .... ... 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''--j---------- 1-------- ' 5 R 599 : - - - , • - .. ; \siTE , . \ EXPLANATION: -11, . •,,,,‘!„?.::: ... ,, . -Kr BORING LOCATION AND NUMBER _ ' . 1-N- I - - TP - to_ TEST PIT LOCATION AND NUMBER . r 1 P-1 - A ROBE LOCATION AND NuMBER - I 1.% • •-. 0-1 t \.... .: - • GRAB SAMPLE LOCATION AND NUMBER . .- \ , . 111==.11ill :N....Ai GeoEnglneers SITE PLAN REFERENCE: DRAWING ENTITLED "PRELIMINARY, PLAT OF SEAGATE", DATED AUG. 1987, ftlio%0 Incorporated FIGURE 1 BY WILSEY & HAM, INC. ....■■.6.,.■■■•■••■•■•■■••■•■ IR•6•a/ /-4>f: zPir / 7f 66/ EXISTING GROUND SURFACE MEASUREMENT ROD, 1/2" 0 PIPE OR REBAR CASING, 2" 0 PIPE (SET ON PLATE, NOT FASTENED) COUPLING WELDED TO PLATE SETTLEMENT PLATE, 16" X 16" X 1/4" I\ SAND PAD IF NECESSARY NOTES: (NOT TO SCALE) 1. INSTALL MARKERS ON FIRM GROUND OR ON SAND PADS IF NEEDED FOR STABILITY. TAKE INITIAL READING ON TOP OF ROD AND AT ADJACENT GROUND LEVEL PRIOR TO PLACE- MENT OF ANY FILL. 2. FOR EASE IN HANDLING, ROD AND CASING ARE USUALLY INSTALLED IN 5 -FOOT SECTIONS. AS FILL PROGRESSES, COUPLINGS ARE USED TO INSTALL ADDITIONAL LENGTHS. CONTINUITY IS MAINTAINED BY READING THE TOP OF THE MEASUREMENT ROD, THEN IMMEDIATELY ADDING THE NEW SECTION AND READING THE TOP OF THE ADDED ROD. BOTH READINGS ARE RECORDED. 3 RECORD THE ELEVATION OF THE TOP OF THE MEASUREMENT ROD IN EACH MARKER AT THE RECOMMENDED TIME INTERVALS. EACH TIME, NOTE THE ELEVATION OF THE ADJACENT FILL SURFACE. 4. READ THE MARKER TO THE NEAREST 0.0] FOOT, OR 0.005 FOOT IF POSSIBLE. NOTE THE FILL ELEV/'.TION TO THE NEAREST 0.1 FOOT. 5. THE ELEVATIONS SHOULD BE REFERENCED TO A TEMPORARY BENCHMARK LOCATED ON STABLE GROUND AT LEAST 100 FEET FROM THE EMBANKMENT. imp GeoEngineers kw-- Incorporated SETTLEMENT PLATE DETAIL 1 IGURE 3 A P P E N D I X FIELD EXPLORATIONS The subsurface conditions at the site were explored by a field program consisting of a series of five borings, five Dutch cone probes and 15 test pits at the locations shown on the Site Plan, Figure 1. The exploration locations were determined by a field survey performed by Wilsey & Ham, Inc. after our exploration program. The elevations were determined based on their location with respect to topographic information presented on the referenced plat map. The explorations were conducted at various dates from September 4 through September 23, 1987 and are indicated on the individual exploration logs. BORINGS The borings were drilled with a truck - mounted continuous flight hollow stem auger drill rig. Four borings were originally scheduled for the project. However, Dutch Cone Probe P -5 encountered refusal at a relatively shallow depth and thus an additional boring near this probe location was advanced to explore the subsurface conditions at greater depth. The borings were continuously monitored by an engineering geologist from our firm. The soils were classified in general accordance with the classification system described in Figure A -1. A key to the boring log symbols is presented in Figure A -2. Representative samples were obtained using a 3- inch - outside- diameter split barrel sampler. This split barrel sampler was driven into the soil using a 300 -pound hammer free - falling 30 inches. The number of blows required to drive the sampler the last 12 inches or other indicated distance is recorded on the boring logs. The logs of the borings are presented in Figures A -3 through A -16. The boring logs are based on our interpretation of the field and laboratory data and indicate the various types of soils encountered. The logs also indicate the depths at which these soils or their characteristics change, although the change may actually be gradual. If the change occurred between samples it was interpreted. GeoEngineers Incorporated All soil samples were brought to our laboratory for further exami- nation. Selected samples were tested to determine their engineering properties. The results of the moisture contents and dry density tests are presented on the boring logs. Other laboratory results are presented in Appendix B. DUTCH CONE PROBES Five Dutch cone probes were performed for this project by a local exploration company under subcontract to our firm. The equipment used for this test consists of a cone and friction sleeve which are advanced hydraul- ically by rods reacting against a truck. The static cone penetration test is performed as follows: (1) the cone is pushed down by an inner rod and the point resistance is recorded; (2) the cone and the sleeve are then pushed and their combined resistance is measured; (3) the cone resistance is subtracted from the total resistance to provide the frictional resistance. A direct correlation between point resistance and the bearing capacity of the soils is obtained. The relative density or consistency of the soil probed is empirically related to the cone resistance. Comparing the cone bearing capacity and the friction ratio (sleeve friction /cone bearing) provides an interpretive soil classification based on the Dutch cone soil classification chart prepared by J.H. Schmertman, 1969. The descriptive soil interpretations presented on the Dutch cone probe logs have been developed by using this classification chart as a guideline. Modifications to the classifications were developed according to correlations of soil types disclosed in the adjacent borings performed on the site and careful interpretation of the probe results. The detailed interpretive logs of the Dutch cone probes accomplished for this study are presented in Figures A -17 through A -28. TEST PITS Fifteen test pits were excavated at various locations across the site. The test pits were excavated to depths ranging from 9 to 17.5 feet using a rubber —tired Extendahoe under subcontract to our firm. The test pit explorations were continuously monitored by a geotechnical engineer from our firm who maintained a detailed log of the soils encountered, obtained representative soil samples, and observed ground water conditions. In A — 2 GeoEngineers Incorporated several of the test pits, nuclear densometer tests were performed to provide relative density information (see Appendix B). A sample at the probe location was returned to our laboratory to determine the in -situ .moisture content. Large samples were also obtained at most locations to determine the laboratory maximum density. The percent compaction and moisture content are presented on the logs. Soils encountered were classified in general accordance with the soil classification system shown in Figure A —J. The test pit logs are presented in Figures A-29 through A-34. SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME COARSE GRAINED SOILS MORE THAN 60% RETAINED ON NO. 200 SIEVE GRAVEL MORE THAN 60% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE CLEAN GRAVEL OW WELL - GRADED GRAVEL, FINE TO COARSE GRAVEL GP POORLY - GRADED GRAVEL GRAVEL WITH FINES GM SILTY GRAVEL GC CLAYEY GRAVEL SAND MORE THAN 60% OF COARSE FRACTION PASSES NO. 4 SIEVE CLEAN SAND SW SP WELL - GRADED SAND, FINE TO COARSE BAND POORLY - GRADED BAND SAND WITH FINES SM SILTY SAND SC CLAYEY BAND FINE GRAINED SOILS MORE THAN 60% PASSES NO. 200 SIEVE SILT AND CLAY LIQUID LIMIT LE88 THAN 60 INORGANIC ML SILT CL CLAY ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY LIQUID LIMIT 60 OR MORE INORGANIC MH GILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FAT CLAY ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIG HLY ORGANIC SOIL S PT PEAT NOTES: 1. Field classification Is based on visual examination of soil In general accordance with ASTM D2488 -83. 2. Soil classification using laboratory teats is based on ASTM D2487 -83. 3. Descriptions of soil density or consistency are based on Interpretation of blo w count data, visual appearance of soils, and /or test data. SOIL MOISTURE MODIFIERS: Dry Absence of moisture, dusty, dry to the touch Moist - Damp, but no visible water Wet - Visible free water or saturated, usually soil is obtained from below water table GeoEngtneers Incorporated SOIL CLASSIFICATION SYSTEM FIGURE A -1 i LABORATORY TESTS: AL CP CS DS GS HA K M MD SP TX UC CA Atterberg limits Compaction Consolidation Direct shear Grain- size analysis Hydrometer analysis Permeability Moisture content Moisture and density Swelling pressure Trlaxlal compression Unconfined compression Chemical Analysis BLOW- COUNT /SAMPLE DATA: Blows required to drive Dames & Moore sampler 12 Inches or other indicated distances using 300 pound hammer falling 30 inches. 'P1 indicates sampler pushed with weight of hammer or hydraulics of drill rig. NOTES: SOIL GRAPH: 3M Soil Group Symbpl (See Note 1) 22 1 12 tia P 10 40 Distinct contact between Soil Strata Gradual Change between Soil Strata Water Level Bottom of Boring Location of relatively undisturbed sample Location of disturbed sample Location of sampling attempt with no recovery Location of sample attempt using Standard Penetration Test procedures Location of relatively undisturbed sample using 140 pound hammer falling 30 inches. 1. Soil classification system Is summarized in Figure A -1. 2. The reader must refer to the discussion in the report text as well as the exploration logs for a proper understanding of subsurface conditions. GeoEngineers groopi Incorporated KEY TO BORING LOG SYMBOLS FIGURE A -2 z L 1 TEST DATA M a C r y r 0 1 �o oo 6.m —II— iU 00 1— o' GI U BORING NO. 1 N G Group v o Symbol Surface Elevation: 19.5 feet DESCRIPTION 6— 10 — 16— 1- w w u. ? 20-� 2 a w 0 26— 30 36--� 40— MD 18 102 MD, 35 85 C MD 29 90 13 gEg 3 ■ 14 • 19 0 23 34 IS SP BROWN FINE SAND WITH OCCASIONAL GRAVEL (MEDIUM DENSE, MOIST) (FILL) GRAY FINE SANDY SILT WITH OCCASIONAL COBBLES (STIFF, MOIST) (FILL) SP- MOTTLED GRAY AND BROWN FINE SAND WITH SILT SM AND FINE SANDY SILT WITH OCCASIONAL GRAVEL, ML COBBLES AND CHARCOAL (LOOSE, SOFT TO MEDIUM STIFF, MOIST) (FILL) ML ML SM SP GRAY CLAYEY SILT (MEDIUM STIFF, MOIST) BROWN FINE SANDY SILT AND SILTY FINE SAND (SOFT, LOOSE, WET) DARK GRAY FINE SAND (MEDIUM DENSE,..WET) Note:. See Figure A -2 for Explanation of, Symbols � GeoEnglneers `0 Incorporated. Immo LOG OF .BORING FIGURE A -3 KSK: JRG: EL 1199 -07 -1 40 TEST DATA 2 C T N w w - aH O o >,c al 2 V 00 O o coo BORING NO.1 (Continued) W Group ai Symbol DESCRIPTION MD 31 91 46— 60— 66— w w -80- Z N . a w O MD 27 94 70— 76— 80— 19 I♦ 19 • 16 • 14 • 18 • 12 • 22 0 SP SM SM ML (SAME AS ABOVE) WITH SILTY ZONES WITH OCCASIONAL WOOD AND ORGANICS DARK GRAY FINE SANDY .SILT. AND SILTY FINE SAND WITH OCCASIONAL ORGANICS(LOOSE; MEDIUM STIFF,_ WET) Note: See Figure A -2 for Explanation of Symbols 4i GeoEnglneers lifijO Incorporated AMINO LOG OF BORING FIGURE A -4 KSK:JRG:EL c a 80 0 00 -+- TEST DATA me >t z m to 0 0 t. 20 00 I ;c o' mU BORING NO. 1 (Continued) N n Symbol DESCRIPTION 86-� 90 95-- 1- w - w u. -100 - x 1- o. w 0 = 105-- 110— 115—+ 120-- MD 48 71 MD 37 84 5 IN 6 • 4 • 2 74 37 0 36 ML (SAME AS ABOVE) GRAY CLAYEY SILT AND FINE SANDY SILT WITH A TRACE OF SHELL FRAGMENTS (SOFT TO MEDIUM STIFF, WET) SW GRAYISH -GREEN FINE TO COARSE SAND WITH SHELL FRAGMENTS (VERY DENSE, WET) GW SP GRAY GRAVEL WITH SAND (VERY DENSE, WET) GRAY FINE TO MEDIUM SAND (MEDIUM DENSE TO DENSE, WET). Note: See Figure A-2 for Explanation of Symbols � GeoEnglneers `� Incorporated LOG OF BORING FIGURE A-5 KSK :JRG:EL 120 TEST DATA cc «G> N N C �C 2U OC 1« c o° 0 rdU BORING NO. 1 (Continued) N m E Group co Symbol DESCRIPTION 125— 1- W W LL 2 X 1- n. W MD 19 109, 54 (SAME AS ABOVE) BORING COMPLETED AT 125.0 FEET ON 9/4/87 Note: See Figure A -2 for Explanation of Symbols • GeoEnglneers I‘S•• Incorporated LOG OF BORING FIGURE A -6 KSK:JRG 4 0 .0 0 m J �- TEST DATA 2c lit 0 c 00 wm i V op I r ;c 20 mU BORING NO. 2 m Group y Symbol Surface Elevation: 15.0 feet DESCRIPTION 5— 10 — 15— 25-4 30-- 35— 40— MD 16 81 MD 14 85 MD, 32 90 DS MD, 35 86 DS GS, MD, DS 34 88 3 ■ 4 i 2 ■ 2 p 2 • 6 0 12 22 Ls SM SP SM SM BROWN SILTY FINE SAND WITH OCCASIONAL PODS OF SILT (VERY LOOSE, DRY TO MOIST) (FILL ?) DARK GRAYISH -BROWN FINE SAND WITH A TRACE OF SILT (VERY LOOSE, WET) BROWN LAYERED FINE SAND WITH SILT AND SILTY FINE SAND WITH OCCASIONAL LENSES OF FINE SANDY SILT (VERY LOOSE, WET) DARK GRAY FINE SAND .(LOOSE TO MEDIUM DENSE, WET) Note: See Figure A -2 for Explanation of Symbols, AMMO soy% GeoEnglneers Ilk pi Incorporated • LOG OF BORING FIGURE A-7 ti • 1199 -02 -1 40 TEST DATA -' « H c CI 2C) CA oo mV BORING NO. 2 (Continued) d a Group co Symbol DESCRIPTION 46— 60— 1- w w u. - Z 0. w MD 25 99 MD 28 90 12 ■ 15 ■ SM SM (SAME AS ABOVE) DARK GRAY LAYERED FINE SAND WITH SILT AND SILTY FINE SAND WITH A TRACE OF ORGANICS (MEDIUM DENSE, WET) BORING COMPLETED AT 50.0 FEET ON. 9/4/87 PIEZOMETER INSTALLED TO 50.0 FEET ON 9/4/87 DEPTH TO WATER MEASURED AT 14.0 FEET ON 9/23/87 Note: See Figure A -2 for Explanation of Symbols GeoEngineers "ik/10 Incorporated ■/ LOG OF BORING FIGURE A -8 0 5 10 16 1- w w u. -20 I H a w 0 26 3 3 4 TEST DATA t C N 0 h.m DD BORING NO. 3 Group Symbol DESCRIPTION Surface Elevation: 18.0 feet - - 50- 3n:. IE SM BROWN SILTY FINE SAND WITH CONCRETE RUBBLE (FILL) - - ML GRAYISH- ORANGE MOTTLED SILT WITH OCCASIONAL ., ROOTS AND WOOD, OXIDIZED (SOFT, MOIST) - - 0 - - C 3 ■ MD 25 81 2 ■ GRADES TO.GRAYISH -BROWN CLAYEY SILT WITH - OCCASIONAL ORGANICS (SOFT, WET) _ - L GRAY FINE SANDY SILT WITH ORGANICS (SOFT - TO MEDIUM STIFF, WET) - - MD 29 93 9 IN - SP DARK GRAY FINE SAND TO SILTY FINE SAND WITH - - SM OCCASIONAL ORGANICS CVERY LOOSE TO LOOSE, WET) - - 2 ■ - • GREENISH -GRAY FINE SANDY SILT WITH A TRACE - OF SHELL FRAGMENTS (SOFT, WET) '4 - - MD . 41. 78 6 ■ - SP DARK GRAY FINE SAND (LOOSE TO MEDIUM DENSE, . WET) - - 25 • - ML GRAY FINE SANDY SILT ,WITH. OCCASIONAL ORGANICS, WOOD AND 'SHELL FRAGMENTS (SOFT, WET) - ■ Note: See Figure A -2for Explanation of Symbols ::BLOW COUNT NOT REPRESENTATIVE .4 GeoEngineers i‘4001 Incorporated LOG OF BORING FIGURE A -9 CO • KSK:JRG:EL ■ 0 40 45 50 66 1- w w u. 00 x i- n. w 65 TO 75 50 TEST DATA 0 7 0-8 O O c c i 0 0 ' C oo mU BORING NO. 3 (Continued) a 0 Group vo Symbol DESCRIPTION - /-' ML SM GRAY LAMINATED FINE SANDY SILT AND SILTY FINE _ SAND WITH SOME FINE SAND WITH SILT AND - OCCASIONAL ORGANICS (SOFT, VERY LOOSE, WET) MD 34 86 4 m - - 5 ■ - - L GRAY FINE SANDY SILT AND SILT WITH TRACES _ OF SHELL FRAGMENTS (SOFT, WET) _ - MD 31 90 4 ■ - - 4 i - - AL 1 SILTY CLAY TO CLAYEY SILT (VERY SOFT) - -- (LL = 45, PI = 20) - 0 ■ _ - - 0 • FINE SANDY ZONE - _ 2 SM ,GRAYISH- GREEN FINE SAND WITH SILT AND A TRACE _ MEDIUM DENSE, WET) Note: See FlgureA-2 for Explanation of Symbols `P GeoEnglneers `0 Incorporated LOG OF BORING FIGURE A -10 KSK: JRC : [t 80 86 TEST DATA TO C T `oo >,m OG 1- ao 0 CO C.) BORING NO.3 (Continued) N w E Group to Symbol DESCRIPTION 1 90— 96 106— 110 1 1 6 — 1 MD 23 104 MD 28 94 MD 22 104 11 • 18 S 25 62 50- MI 4" 49 SP SW GW SP (SAME AS ABOVE) GRAYISH -GREEN FINE TO MEDIUM SAND WITH A TRACE OF SILT AND SHELL AND WOOD FRAGMENTS (MEDIUM DENSE, WET) GRAY FINE TO COARSE SAND (VERY DENSE, WET) FINE TO COARSE GRAVEL WITH SAND (VERY DENSE, WET) GRAY FINE SAND WITH A TRACE OF COARSE SAND (VERY DENSE, WET) BORING COMPLETED AT 113.5 FEET ON 9/8/87 DUE TO ARTESIAN FLOW AND HEAVE Note: See Figure A -2 for Explanation of Symbols WOO GeoEngineers %.;-00 Incorporated LOG OF BORING FIGURE A -11 KSK:.JRG:11 0 5 10 16 1- w w u. 20 1- a w 26 30 36 40 aH CO 0 J II- TEST DATA 0 oz. e.1 o U QG � c mV BORING NO. 4 w 0 1 E Group co Symbol DESCRIPTION Surface Elevation: 17.0 feet Note: See Figure A -2 for Explanation of Symbols �� GeoEnglneers \N/ Incorporated LOG OF BORING FIGURE A -12 ML BROWN AND GRAY MOTTLED FINE SANDY SILT WITH - OCCASIONAL GRAVEL, ORGANICS AND BRICK - FRAGMENTS (FILL) - 5 • _ OL BROWN ORGANIC SILT (SOFT, WET) - - 1- M 80 ® - _ ML GRAYISH -BROWN FINE SANDY SILT TO SILTY FINE SM SAND WITH ORGANICS (MEDIUM STIFF TO STIFF, - GS, 32 88 8 • SP DAR WET) K GRAY SILTY FINE SAND WITH OCCASIONAL - ORGANICS (LOOSE, WET) — - ML GRAYISH -GREEN AND GRAY LAYERED FINE SANDY - SM SILT AND SILTY FINE SAND WITH OCCASIONAL SHELL. FRAGMENTS AND ORGANICS (SOFT TO _ MEDIUM STIFF, LOOSE TO MEDIUM DENSE, WET) - - 24 • _ SP DARK GRAY TO BLACK FINE SAND (MEDIUM DENSE TO DENSE, WET) - MD 31 91 31 d Note: See Figure A -2 for Explanation of Symbols �� GeoEnglneers \N/ Incorporated LOG OF BORING FIGURE A -12 40 45 60 55 1- w w LL 80 F- a w 0 66 70 76 80 TEST DATA cs M C M to to 0 0 h. 0> JF 2U 00 1 oo coo to Q E 0 co BORING NO. 4 (Continued) Group Symbol DESCRIPTION - - r.I SM ML (SAME AS ABOVE) DARK GRAY SILTY FINE SAND AND FINE SANDY SILT WITH OCCASIONAL ORGANICS AND OCCASIONAL - LENSES OF FINES AND (VERY STIFF TO LOOSE, - 8 • SOFT TO MEDIUM STIFF, WET) - MD 32 89 5 • - - - 6 I - 3 • _ • L CLAYEY WET) SILT WITH FINE SANDY LENSES (SOFT, MD 53 70 2 • _ 3 ■ - - 2 • _ 4 • - Note: See Figure A -2 for Explanation of Symbols GeoEnglneers QVIncorporated LOG OF BORING FIGURE A -13 ASK:JRG:EL 80 TEST DATA «m 1 BORING NO. 4 (Continued) w Group co Symbol DESCRIPTION (SAME AS ABOVE) GRAYISH -GREEN SILTY FINE SAND WITH SILT TO FINE SAND WITH A TRACE OF SILT AND SHELL FRAGMENTS (LOOSE TO MEDIUM DENSE, WET) GRAYISH -GREEN FINE TO MEDIUM SAND WITH A TRACE OF SILT AND SHELL FRAGMENTS (MEDIUM DENSE, WET) BORING COMPLETED AT 95.0 FEET ON 9/9/87 Note: See Figure A -2 for Explanation of Symbols 0 6 10 15 26 30 35 40 TEST DATA to «m o0 o0 ..i f- 20 0 c 00 1 3C coo co 0 E 0 co BORING NO. 5 Group Symbol DESCRIPTION Surface Elevation: 14.6 feet - SM GRAY AND BROWN MOTTLED SILTY FINE SAND WITH ROOTS (LOOSE, DRY) - MD 6 81 7 • - GRAY AND BROWN MOTTLED FINE SAND WITH SILT _ SM (LOOSE, DRY) _ MD 8 85 8 • ML GRAY AND BROWN MOTTLED FINE SANDY SILT AND SILT WITH OCCASIONAL ORGANICS (MEDIUM r. STIFF TO STIFF, DRY TO MOIST) - MD, 45 70 4 0 r DS SP DAPK GRAY FINE TO MEDIUM SAND (LOOSE TO MEDIUM DENSE, WET) ` DS 26 96 15 II - ML GREENISH -GRAY FINE SANDY SILT AND SILT WITH - OCCASIONAL FIBROUS ORGANICS AND SHELL - - FRAGMENTS (VERY SOFT TO SOFT, WET) - MD, 51 76 2 • - DS SP DARK GRAY FINE SAND (MEDIUM DENSE, WET) - - 28 - - SM GRAY SILTY FINE SAND AND FINE SANDY SILT - ML (VERY LOOSE TO LOOSE, VERY. SOFT TO SOFT, WET) - - DS 27 91 2 e - - MD 34 86 2 I _ Note: See Figure A -2 for Explanation of Symbols A2 GeoEnglneers �� Incorporated LOG OF BORING FIGURE A -15 KSK:JRG:EL 40 TEST DATA � C T 1 om oo h. o ?o �f- iv 00 my BORING NO. 5 (Continued) co 0 G E Group m Symbol DESCRIPTION 45— H 50 MD 29 .91 • (SAME AS ABOVE) BORING COMPLETED AT 50.0 FEET ON 9/9/87 PIEZOMETER INSTALELD TO 50.0 FEET ON 9/9/87 DEPTH TO WATER MEASURED AT 13.0 FEET ON 9/23/97 Note: 8ee. Figure A-2 for Explanation of Symbols % GeoEngineers �� Incorporated LOG OF BORING; FIGURE A -16 u.. J2 -. _.:G +.. 9•..: 97 DEPTH FEET i METERS 0— 01 2 5 2 10 15 20 25 0 0 c A .4 2 0 0 Z m 0 a 3 CONE PENETRATION RESISTANCE - TON / SO. FT. - 5 10 20 50 100 200 400 ummalliii mllm ■ 11111 •■•ii11{IIIImut•■ �_UM 111111=0 : ._ 11,7•JL•I ..1RG•'1• 92.5 •87 DEPTH FEET I METERS 48 - 141_= E1111 EMU I\IIIIIII■■ MI ■.I X1111 ■iIL!ilIII..s ■ ■.iiiui ■ ■►/111111111■■ �rr1 ■�Ill�■ rum ■■.I�!rlllllr i ■■ ■■111111 ■ ■ ■■ 111111111 ■■ ■ ■■■■1111 ■■ ■■■101!111 ■■■ ■ 111111111M:ICC111 '1111 ■ ■■ 1::1:■C1111■.Na"IMI l::■ •1•1111§1111 r11•111111 __ U 111111 ■ ■■ 111 =11111■■■ ■■I1 i11 111ii111IiUH* ■ ■ 111 1141111 ■/ ■11 lllL__ ! �.Ilirii1111II•2 00 E ■111■ ■ Odi ■ ►111111 ■ ■■ IIiCU II ■r■■ --- 20 iii Miiiii MI CONE PENETRATION RESISTANCE - TON / SO. FT. - 5 10 20 50 100 200 400 60 65 16 16 17 18 ■� ■ ■muIII ■ ■ ■II 1 ■ ■ 1I111 1■ii■111111 ■ ■ ■■ IIII_I �M 1I M ___ 111 rl•..i1111111111 1111■ .1111■. inr . 11111 ■■ •■ ■ ■ ■1II11� ■ ■1!!'rilllll ■ ■■ ■ ■•i1111�_ ■ ■12•111111IIMMI mo■ :'1'11 �',,'sg11, • �I 1 11 ;i I ■ 1111 •5lll II • ■■d ■/11 I !iI11U 11 ■ IIIIIIR ■ rilea.al 1 .m oII • o I �::i 111 CC:$'11rni";I n S�■ I� 1 FROM I It 1■ ■.1111 !! uu 1111h1h11l�I C�:11Ti=:'�1111111 �I : :: ■"IICii �i1i� � r1i rr11IIiIIr1 ■ ■■■■11111 �� ■i11'IIIIII■M■ mil 'III � Er1111111lws 11=1,1 111 •UIIIIIIiIIU • I ..III MIT11111 Mra ii1111 IIIImImm ...a■ 1111 MEN 111m� 111■ �11��1�� parnitillimai ■■ I I iiiin ACC: i,6 0 11 66- 70 75 8t -Y 31:111DIa r O 0 0 T O G 0 0 0 z 0 a 80 86 90 10 92 21 22 23 24 26 26 27 28 FRICTION SOIL INTERPRETATION RATIO 4 8 12 14 11111111111111 MUUMUU IIIIII 1111 11 1 ►1111111111= IQ11111111111 1!111111111 11 1II(I1111111I 11 11111111111 11 IIi11111t11I1 1 11111111111111 111111111111111 II IIIIII111I11 X11111111111 11111111111111 III11111I111 11111111111111 1 111111 111 111111'111111 1 C"�11 111111 11'11:` 1111111 1,1111 11'1111 1d111 1111U1111 IIlh1111IAICIII 11111111111111 L IIIIII VIII :1111111111111 1 III 111 11 1 11111111111111 11111111111111 1r411111111111 IiIIIIIIII1111 1 IIIIIIII1111 1 1111IIIIIIII' 1111111111111 i Iii iilllii luII1 ii1=11 1Ii 11I11I111111 11111111111111 111 IIIIII' 11 II Illllll 111111111 1111 munnwn IIIliM11111111 IIIIII 'IIIIII IlI11.111111111 MEN NIMBI 11111111 11111 11/1/11 11111 11�:1I III'1" UM 1111111 MUM 1111111 Iuul11111I'I1' I..III1I111111 1111111111111 OCCASIONAL SILTIER LAYERS SILTY LAYER, APPROXIMATELY j FOOT (LOOSE TO MEDIUM DENSE) SILTY LAYER, APPROXIMATELY } FOOT (BECOMES MEDIUM DENSE) SILTY LAYER, APPROXIMATELY 3 FOOT SILTY LAYER GRADING TO SANDY SILT, APPROXIMATELY 1 FOOT SILTY LAYER GRADING TO SANDY SILT CLAYEY SILT (MEDIUM STIFF TO STIFF) SAND (LOOSE.) CLAYEY SILT (MEDIUM STIFF) SAND LAYER, APPROXIMATELY } FOOT (BECOMES SOFT) DEPTH FEET METERS 92T 281 2 96 100 106 110 115 0 r 0 0 0 0 0 m m • m 9 o 0 a ID m • y • 29 30 31 CONE PENETRATION RESISTANCE - TON / SQ. FT. - FRICTION RATIO 10 20 50 100 200 400 4 8 12 4 32 1•. 1l�'i x...111 11111..■ �. r�...G1111 ....111111111.T. :1:� ■1111111111■ ■1 ..■111 '�" ■ 11111111 :.: MINIM 33 34 '.� ■111111111..■ _..■1111i�:::11111111u1: M.. ■111:! — .��1111ID OE 111111111.1. �. � 11 1.. !IIIIII!!::I:I1:InI::: S uu111111 . '1.■1' 1"'1.11"11 11 .11111111 ... 11 %111111 : ■..1111 ..111111111■.( — ..■111112 rill .■. 11� ■: ■.. ...�11 111I'.: �. :■ :1111 _11111..■ 1111111111111111111111 ■■ dri iplidom ���.u1111 NM %/11111 _�Er1111111 uu •1 111111 ��m dill llt ■ ■ MN .111 ■ 1 I: 111111111_JHhhIII..lIIIlft � 111iI1 : au111 . ■11111111• : 11 E•'�1l1;1;;'::: .�..11111. ��011111111:i1 ....1 111 .I••N1111 M•1:1I111111Mla M : .. .(11111,.�.,,.,�.1111111 11111111■.. ■211111111111__1 1111111111111iii 1 :■C: 111.■1 r; ;: :: ..u: 1111 I : ....11111 ∎� 11. =■ 1111■■11I111R■■ 111111111 ■■1 EffildliNSIMENIII S"::11111 :11111111'(: 1 ■1111 �.. iiiiitidimaiiiii 11. ■ 111 ;. C. 35 11 ►11111111111 11111111111111 111��1111111111 11111111111111 111►�111111 111 11111111111111 IIIIC111111111 11 1:111111111 1111`.111111111 11111111111111 11 '1111111111 111►U11 11111 111111111111111 1111111111Iu11 1.r1 11111 11 1 :It 1 1111 1 11 111 111 111111 1111 1 11/1/111 1 11 1101111 11111 11111111111111 111,1111111111 111 111 11111 11111111111111 111,111111111 11'Ii111111111 111111111111 1 111111111111 1 11111 1111 11111111111 1 1111111111111 11 11111 11111 111M1i111111 1111111111111 11111111111111_ 1111/111 1111 11111111 11111 111111 11111 1 111111 11111 1 11111111111111 11111111111111 1111111111111.* 11111111111111 11111111111111 111111111111 111111111111111 1111111111111 11111111111111 111111 1111111 11111111111111 11111111111111 1111111111111 11111111111111 11111111111111 ■111111111111 1111111111111 SOIL INTERPRETATION SAND LAYER, APPROXIMATELY j FOOT (BECOMES MEDIUM STIFF) GRAVELLY SAND PROBE TERMINATED AT 112.5 FEET DUE TO PRACTICAL REFUSAL ON 9/2/87 . 99 • 9 87 ...... DEPTH FEET METERS 0 — 0 I y I 2 5 10 15 20 25 30 OZ-1f 3E11191a -d 39O8d 3HO0 HOMO AO 0O1 35 40 45 CONE PENETRATION RESISTANCE — TON / SQ. F T. — 5 10 20 50 100 200 400 _.u11I11 •.i.IIIIIt111• 3 4 5 ��u•11111��uuu1111 _I �� r•1111111•.1111� ■.11111111�� = ■ 1 11... ■■ 11111111U� r r111il ..1111 . ...111 1111111111 — C ■.. -111 ■ //111111111 "411111111 . 11111 111■ : 111I1111■ UU11..■ � III 111111111•_ 11111. •auft �r ■ .11111II11U� 111.01111r ��1•�H111111111U� ∎� .C11i 141111 6 7 11 i����jil hIIIIilt� Ir.�1l1 U1.:�111 rim 111����it. I i!IIlli _ i:IibbI!i;. "R1 I EN C 111 ..111 '... 11...uui��. ■1111i∎:1i.. iIIiIIllI 1iPIillu1IIi! 1 1111111/ S :i i 11 a :_��M 11111 II� .:11� �_�C 111111 rmi 111sm %t�'11II Erg Qi1 1�°iii o �i sonamminkimon � wilimplistrupwri 11 �� 11111111I�� ............. g�p 1 I C �.h g 1-,. 1I :Ct: 1111iEj .:i"Uu!uu1 .: � • _ �..i11111 1Im. hI 8 9 I0 12 13 FRICTION RATIO 4 8 SOIL INTERPRETATION SURFACE ELEVATION: 12 14 18.0 feet 11111111111111 1111111111111 1111111111111 111111111111 11111M1 1111 1/1111111 1111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 1111W11111111 11111111111111 11111111111111 11i:1111111111 1111111:!11111 11111101111:41 11111/1!111:/1 1�11$.i /11111 1jj i�1i11i 11 111 1111111 1 11111111111 11 11 111111 1111 11l111111I1111 114111111111 1111 ; 1,,1111 1 1 III11I11111111 11111111111111 Il11/11 11111 11:1/111 11111 11111111 11111 1'1111111111 1 111111111111 1 11111111 11111 hi:I111111111 1E'i11111111111 1111 111 11111 1111111111111 �:il111111111 11111111111111 III 11 111 11 1Iq 11111111 I 1E111111111111 1/111/111 1111 1'111111111111 11,;11111111111 1111011111111 1111E1011111111 111'!1111111111 111111111111 A I111111 1111 14 PREDRI LLED AND RACK - r'ILIED WITH SAND CLAYEY SILT (SOFT) SAND LAYER, APPROXIMATELY 1 FOOT ORGANIC LAYER, APPROXIMATELY 2 FEET SOFT TO VERY SOFT SAND .LOOSE 10 MEDIUM DEN;Ei (BECOMES DENSE) (BECOMES. LOOSE) :SILTY LAYER, APPROXIMATELY p FOOT (BECOMES LOOSE TO MEDIUM DENSE) SILTY LAYER, APPROXIMATE FOOT SILTY LAYER, APPROXIMATELY FOOT (BECOMES DENSE) (BECOMES MEDIUM DENSE) L.AYFY SILT (MEDIUM ,TIFF) AND (MEDIUM DENSE TO )FNF,E ) DEPTH FEET 1 METERS 4B -1411♦ 111 I am 1111!11111 mU �� Irr 11�..e•Ih:uIIluIu •■ • . a/��1�1•rilllrr111�MEI ____ N IIII___ ■i"C ■D_rrl�l�l,l.r■■ tais I r■ �. •1uuuui�'.�� //111111111 .■ 11•111••11I1u!Ii•a•NIuu111111111u.• �...IID1�'�U IIIIIIIIIrt.■ ••••••••1111 .14 ••111111111••r1• 11■1IrIINIM 11f'!" Q uI11111111m1/■ 66 • .IIIMMI nia∎ � ■mrr11111' �...I1MEIMMI INIU 11111a�a --. r1I /111 '►� uI1111111 .■ uw-` "'1111"II r• 110 �I!h1i::.IUpuHm_a rr11�1111 11/11 60 W. % 1 �M illr /11'11■ =.il _....4 :Liill EIIIIIIIhIbI 1 19 �:��' 11 iiimpoun 6 a. in ■■ Dm= ii ■ ___: 111 �rt•.l111111111lMEM 2 0 _.►��1:� _rim.. 11�.■ �. n. o``_ INIMIN wniai EN ■ 11111IININI■ milium 11■■ll� ip 1111 CIu a 'I■�iii r ■� 1111 � Irt l��! .■ 22�.. 111 11 !11 NNM 011 111111!! IN III III .■ � 11111111.■ 7 a _ Egg 1111.. ■ 111 11111 2s_ II11 I111111!I �■ mElililt__III119iiiiII , _ MM111.■ 50 4..102 s /■1`11 IIW T. �.aiuu111� •Ur11i1 'W .1 26 MI. iia :!!i ■11111 �i111 Ma ■:' r:C■u111 1 : :■ IIIIIiIIL.uirnoi.a 1111 86 6: 111 111111IIISl•II 26 ___ ■11111 1 \ =ma 1!111111 .■ .IIIII 11 ►11■ ■111111111mrw•rl 11.111 ■ 111111 1111111i="9011111111111111111 2711111 �� ■11111 �� ■�1111111�I ►`I�■ mo■::;1op:":1<ise: is:: ■1111 'ii. ■1111111111r•rr1■ GONE PENETRATION RESISTANCE - TON /SO. FT. - 5 10 20 50 100 200 400 60 16 18 17 0 as 70 '1 m L00 OF DUTCH CONE PROBE P -2 21 FRICTION RATIO 4 8 12 14 SOIL INTERPRETATION 90 92 1111111111 11 I 1/11/1111 1111 Ip 11111111111 111111•11•• 1/11111 1111 I'jI••••1111 h:911 1f1 111 111101I•IIIII IIIC1IIIIIIIII 111.;1111111111 11111111111111 1111011111111 1/ aillll 1 11111111111111 I1 11 1111111` 111;111 11111 1it��11I1IIIi1 111!11111111 I 11111111111111 I1,1!:1r'r��1 1 11 11�i11MOM 11111111 II 11 11 ►1111 1111111 1 111111 1111 •110111111111 l/IIICIIII 11 11/!.:11111111 1•01111111111 11!1111111 11L111 I 1 1 1111.�11=uIuII II 111111 uuA'IIII II1. 11 1111II 111►�1111 1111 11L III11I1111 11_1/11 11 1111 1 1111111 111 1 1111111111 I1 111 I II MINI a1 II 11111111 =11 II 111 01111111 1 III /1111111111 1111 /111 1111 111i.411151111 1 1111/1111111 IUI!I111I1111 115E4111111111 110111111111 IP:1r11 1111 Iri11 1111111 11111111111111 I 1 1 IIIIIIII 111IuI11I11111 IIIIIIIlIlIIII 1'111111 1111 IIIIIl1IuIIII 11•111111M111 ■ 111III1f1I uIIIII111111I1 WITFI OCCASIONAL SILTY LAYERS 28 LAYERS OF SAND, FINE SANDY SILT AND CLAYEY SILT .CHOSE, MEDIUM STIFF TO STIFF) CLAYEY SILT (SNFT) PC:SSIBLE ORGANIC LAYER, APPRO <IMATELY FOOT SANDY LAYER, APPROXIMATELY ; FOOT ;ANDY LAYER, APPROXIMATELY SANDY LAYER, APPROXIMATELY Fool FOOT SAND (LOOSE) 61COMFS DENSE' OI(.ASIONAL GRAVEL (BECOMES VERY DENSE) PROBE TERMINATED AT q;. FEET DUE TO PRA.TICAL REFUSAL ON 5/1/67 99• 7 J.. KK 1•26 u� DEPTH CONE PENETRATION RESISTANCE FEET ( METERS — TON / SQ. FT. — 0— 01 2 5 10 20 50 100 200 400 5 10 15 20 25 Cs) as Z3 -v 3x11913 0 0 0 T 3NO3 H0i(10 0 w m w 30 35 40 451 2 3 4 5 •■ 1111 `a.111111111o•m■ =Nn= Mi■ 111111111x.■ =_.m11111•21 au111111111. =2.■.1 II IIII O /111i1111a • ra.. 11 �:s111111s1� 9111111101rip I — ..u.11 11�II •111.11111111•111111 _.u■.1111�r ■ ■11111IIIl.• �. ■ ■.11 . ■1/1111111 1■ ...■11111I�;�_ 1/111111 s■ .......1111111111 '■', ■ rim :C �..C.11110 //.■■1111IUII... ;° I'' . _ E!IiI1III1hllbilhii!Ii .. J_- .1111III ■ ■ = s 111 '�_ ■ ■111 tiii�s �. �■ 1111 11 s� PI I I Is. c 7 : _____ 1 ilion1I1ll1PU"• 8 ■� 11111111■ ■ m � 9 10 rmuniammummal m.0 1 1 111 1111* -..��1111�� 11111::1�..■ s ss 11111__- r =1111 �__0 =ss 1111 x111111'': 12 13 0111•11•1•111 1•111101MI NM III _. ■ 11 ./I umrI 111 �111W:r• 1111 I sss:.,111. ■11111 111. =C 14 ■�. x111 . 1/11111• 11111 ■ �� �11 1 1 ►� 11111 ■ FRICTION SOIL INTERPRETATION RATIO SURFACE ELEVATION: 4 8 12 14 16.5 feet 11'41111111111 11∎111111111 1 111101 111111 1111111111111 .1 1111111111 111►11111111M 11/4111111111111 11111111111111 111/11111111111 11111111111111 11//1111111111 1 • 1111`.!11111111 1 1:r1 11 1 11 111 1 11 �1111111u11 1111.111111111 IIilhIIIIII�II 11Il111I1111 1 1/.1111111111 11111111111111 11111111 111 111111111111111 1111111 1111111 P111111111 1 0110141111111 1111111111111 11111111111111 11i�I1111111 1111 1111111111 1111 HIIIIIIIIIIII Tumnun 1111 111111 1111111111 /�IIIIII 111111 11 �I111=IIIIII 1 11111 11 1 1111111lIITN 1%11 11111 111 1'1111IIn III 11111111111111 1 1 111111111 1�I1111111111II 1/111111111111 11111111111111 11111111111 11 11711111111111 11011 1111111 11;:;1I1lI1ii 1►d11111111111 r111111111111 11111111I1 1/11111111 SANDY SILT AND /OR CLAYEY SILT (STIFF) SILTY SAND AND SANDY SILT (LOOSE, STIFF) SAND (MEDIUM DENSE) (BECOMES DENSE) (BECOMES LOOSE) SILT LAYER, APPROXIMATELY 2 FEET (SOFT TO STIFF) (BECOMES MEDIUM DENSE) 119y•u1•I uKG KKK 9.18.87 DEPTH FEET METERS 46 -141 2 5 10 20 50 100 200 400 CONE PENETRATION RESISTANCE - TON / SO. FT. - Lid 3NO3 H01fl0 Elmo • I 1�. lguiIII11fl�r. 11111. 11111111111 mow �im•Ii.�/1111111■ • 111111�••111111I1 11111011111111, M. �•I11111 1.•1 111111II11N11111■ 11•1•111•11I1111 1111E1111111111111 ■•■ .._1a1111,1 1 a /I111111111••■ a'lr 1ammil.�anunilma . 1•mUU11 II /I• ■■ 1111111 m. mmr1101mims 1/1111111 ■ ms u %1111 ul �IIM 11111 �I ..NI■ 111 �\ m111�11111mm■ ••1•/111111 '_rn� i/1111111�1• =•aaau p 11 11� ".S :i��i • . 111111 �1 ■SI Immo ais.4��. 11111111111111 ::-. .. , . 11:_ iiindihnu °1:. _-■ iifill11111111111111111111 u1111iaaa Wi■ 15111 111•C1M 11111= �r..1111.1.�/���L11�111111■um■ �:_II;U11 m uiuuiI��'� ��.IM��• u1:111NI ate/ .� �!iLuII1IIiiiIiffl!!i - 1/1/1111 �� 1__I• .11I. 1I —/ X111 ►'"1 M 11 111 ■ ■ 1•�• ■1i!.:� 1 111111.■ mom � iii 111=111 �' mom .1.1 .,11,1 ■ 11111 I� 11111M•1111011111111111111111111111111111111111110111111111 •11111.1111111M11 a a111M11 � ■111111111 �■ =a110111111•�a11111111111•1•■ 1C_11•1111111111•11111114111111 1111 1111/.� 111 �...1 I ..1111111.x. II•11.1•/111 •1111111111111111111111M11111011111111101111111111•11 111111•11•111•1111M1111•11111111111111111111111 :•r41111�r1111111R�■ lIIIiaS1IMIIIIIII•A11111 IIII.I•I 111111111•111111r `M'11 Ci = : uu1== i 111116•41111 11111 1MUNC �I MI MIMIMm:�. _ 111M111111r1r/ FRICTION RATIO 4 8 12 SOIL INTERPRETATION 14 liiliiiilii111 lIouInhi1111 11111111111111 1111MMM1111111 11,111111111111 uniiimptu 1111!!: :mill I141i11111111 111 @1 =11111 11 111,11 11111 1I IIC11111MM 1 11 1111111111111 11111111111111 1/11/111 11111 1 11 11/111111 111111 11111�i1 11911=uu111 11 1111 1 111 1111111C11l11I 1110111111111 111111MIIIiM 1111111111111 111111111111111 111411111111111 111.1111111111 111111111111111 M'1u11111/11 111111111111111 1 1,1111 111411 1111 11 111.111111 11 111115111111111 i ItI1!11111111 1 1 Iai.!s1 I1 1 111I111i1111 III!:'i1111111 1/111011111 11 II111 •III 1 1=liii I� 11 1111!1 11111111 111101111 111 1111!/1111 111 11111 :111111111 111!II11111111 11111 1 11111 1111141M11 1111 1111111 11 1111 1110111/1 1111 111101•11 1111 1/111111/1 1111 111111/411111 111 1111%11 11 11 111611 M111111 11111`►�II 1111 IIIII.IIIIIIII 111,;11111 IIIR 1IC'1IIIIIIII 11►i111111f11 rIIIII1111 ':ANDY SILT (VERY STIFF :,ANDY SILT AND SILTY SAND (MEDIUM STIFF) ''TILT LAYER, APPROXIMATELY FOOT SILTY LAYER, APPROXIMATELY 1 FOOT CLAYEY SILT (soF ) SANDY LAYER, APPROXIMATELY p FOOT SANDY LAYER, APPROXIMATELY i FOOT /9• JA.. , <K;; 28•o, DEPTH FEET! METERS 92 -281 2 96 100 (penu11u00) to -V 3tI119I 0 0 0 0 0 0 z m 0 0 m 29 30 CONE PENETRATION RESISTANCE TON/SO. FT. - _ 5 10 20 50 100 200 400 �.E� IIII ua11 all NMI .■.i111 - ii11111111 .. �:a=::111 �a::llliL hIUC. ■: I; a': 111� C1 11111111..■111 .a.tf11111111 ■ �.■■11111�.U.111111111I1 -■ �..■11111 � .i11111111I1._. _.a.11111m_- .m11111'111• �: ■��1111�- ■.�Illli1111 ■� ■ . ■ ..1111 . ■ ..11111111 I ■ ■.../1111_.. 11 111111 ■m■ • .■... 11111.1 i 1 __.11111 ■..I1 11 1 .....111 ■._.111 ■ ■111 EMIR11;x1 111 ■- .11111 L111:;ua .m. �i�1 1111111■ ■ 1111IIIII 0 ::a Hon . 11m m0111111 ■ _ 111111111111 Naa =:11ua C . uu11111=1a :: MI.U1 m. 111111. a 11 a 11 - ■1111 i ...nirl �aa ,1111- E IMEr ' 1 = . 11111 �a� 1111111a iii'iiiiiflIiflj111iIjI � 11 ii I'1 C P.•1141:11111211 11111111 ■a■ 111 11� 1.�■ 11111111aa� 11111 1a� 11 111111 1 111111 I._■ 111.a1111111�a��I111I 111 FRICT ION RATIO 4 8 12 14 minimum 1111111111111r 1/11111/1 1 1 r1111111111I11 11111111111 11 IIIIIuIIIIIII 11111111111111 11111111111111 11111111111111 11111111111111 11111111111111 11111111111 11 11111111111111 1//111111 1111 11111111111111 ummumm 11111111111111 1/11/1111 11 1 11/111111 =mom! 11111111111111 SOIL INTERPRETATION (:RAVC_LLY SAND (LOOSE TO MEDIUM DENSE) (BECOMES DENSE) IIIIIIIIIIIIO IIIIIrr 111 I 11111111111111 1111II11 11111 11111111111111 111111111 11 =111111111111 1111 1/11111/ 11111111111111 III11111111111 11111 111M1111 IIIr11111I11II 11111 1/111/11 11111 1111111' 111111111111 1 11111111111111 rrr111r 111 11 111111x11111 IIIIIII11I1111 1111 i 111 Ilrllll111 11 111"11111 1I 11111111111III rl"I 1 1 1 11111111111111 llIIIIIr1111I1 it 11/111111 111x111111111 111111 1111111 111111 III/11 111011 11 11 111111111111111111 1111111111II11 1111111114111111 11111 111111 11111111111111 IIIIIIIIII 111 II111111111111 11111111111111 11111 11111 1 ■111111 IIIII �:I111I1l111II PR:tI TERMINATED 96 FEET DUE TO PRACTICAL REFUSAL ON q/5/87 ,,,)•O;. , ✓Rt Nt<T i:,.U.81 DEPTH FEET' METERS 0— OI 2 5- 10 15- 20 25 30 0 m N r 0 A 0 T c 0 0 O z m • O co m •o 35 40 45 2 3 CONE PENETRATION RESISTANCE — TON /SO. FT. — 5 10 20 50 100 200 400 ::3:1111 NM C1111114U MN ■111 1111111 •a �aa:f11i1 r■:1111r'r�i■■■ •. ■■(111 �M.■ 1111;11 I.t■ M0001. 111 �: uu1u111iiulaa• •1110111 1.111111111111•• 1 ••■U11ii 5 _•■■U1111I1111••■ 1•1111110 1111111111 1■ ■.:111 /!!tom'/ : 1/1111111 1■ •••111 11111111■ ■ �■ ■■11111 •0. : 1111r111ra�• •■..1111■1/ • 11 111III■ ■ _..,111� 111U_ ■ i 0a i 1u0 MINN . .111111.r ■//f�►1 imiratireli �= : 1i1l ■■ ■�11 �'� 1111``r El■■11111�a 1111111 a� ='1"�� ■1111'I�11� • 11111 11l I 1 I Ai :0111 1111: �� � 11111r 11 _ = i 'E ;11ii,i,1'P& �_. ■ ►g11 ■ 1/1/1111 ��. _x MI.M11111111i_�■ "� 111 11111111:111111 NSI �, ■ � ::�_ ; 111,= a ROM ..0 1111 qiiihkem �_11■11 r : 1 '�����'1i1�111 �1•aaa1111 a ■/11111! 1•�= .. 1111 111111''1• 11111 r C 11,1i1I■r■ �� .1111 �11111M1111111.r■ �I:11 � �uuu1iii i: Wi:..1111�lmilp%mom � .11111�:�` 11111111 ■r■ 11lIaHul*Im..11IuRIUIIIlfliUNIa 0.11'1 - rl�iI111�1111�Q: �r.1111� 111111111 ■ ��: lll" . '::'': 11S �: �1 �"'11 ■ rill' 1■1111'� ® //i1i11111�� ■ 4 5 6 7 8 9 10 FRICTION SOIL INTERPRETATION RATIO SURFACE ELEVATION: 4 8 12 14 20.6 feet 12 (1111111111111 11111111111111 11111111111111 11111111111 11 11111111 11111 11111111111111 111 111 111111 1110111111111 111.1111 111111 11111111111!(( 11111'1111111 11111�11i'111i 11111 41111111 1111101111111 11MI!II 11 /111111111 iii 111'1111111111 11►.d111 11 111 1 'null ill 1 111111 /1IIIii11 i11 11111P11111111 1111 11111111111111 1III111l111111 1A,11111111111 IA 11 111111 1911! 1111/111 1,1 1 11 1111 11111 1111111 1111111 11111 fl11111 1111 1 11111111111 11 1/111111 1 1 1 11111111111111 11111111111111 14111111111111 1►'I1111111111 111111111211111 11111111111111 '1111111111 1 116`1.11111111 I 11•11111111111 11'ii!!1111111 11C!:ii111`111 r11111111111 I 111111111111111 1111111111110 11111/111 111 1! 11111111III �,jiPS min III \'111 111111 13 PcH:DR I LLED AND BACK— FILLED WITH SAND 14 t.LAYEY SILT AND FINE SANDY SILT WITH SOME C.RAJELLY LAYERS (MEDIUM STIFF Tn STIFF) (FILL) CLAYEY SILT (MEDIUM STIFF TO STIFF) SANDY LAYER, APPROXIMATELY ; FOOT SANDY LAYER, APPROXIMATELY , F0OT (BECOMES SOFT TO MEDIUM STIFF) SAND (LOOSE) (BECOMES DENSE) 'BECOMES MEDIUM DENSE) ..ILTY LAYER, (.PPROXIMATELY 1 FOOT (.I.fOSE ) (BECOMES DENSE) (BECOMES MEDIUM DENSE) t;ILTY LAYER, APPROXIMATELY ; FOOT ILTY LAYER, APPROXIMATELY } FOOT (BECOMES LOOSE TO MLI)IUM DENSE) J2•, 9•,.t J7 DEPTH FEET I METERS 48 -14 2 16 60• 65 "t. 0 16 80 86 70- 75 uo0) 9Z -V 38fl01i r 0 0 0 0 0 0 Y m 0 W m 80 86 90 17 CONE PENETRATION RESISTANCE - TON / SO. FT. - 10 20 50 100 200 400 _a IM - Nui11111111112 mi. 1 ���li:::!!111) , -- ilii111111 �C _.i 1�1i 1 iIi11111111 ii. X1111 �i 11r11111{ mum hull ag �ir• 111111a� 1111111 18 19 II Rig """a t 111111 a lib a' u1l1. 1-1101111111 ll11 " li 1111111111111111 X11 P li iI Q� i 1 �. I :� =ii11 =: liliwil. I ■ 111111 111 � 1 II"": 1i lin II :111111 :: 1111 ■ 11� 1 111�� "�■ /111 ��R1i 11III11U� rrai 11 ■1111111: r•���i11�?C� � �1 II �� 5aaaiuis :4111x1511 IIIlluILTIi'"i'' 11 �11 ►1111�ma IUhuI''1►!I•e r...m1 .ai1111111111\ .U1 1/ .� 11111 IIIIVi r.•11111i ..RCIi11/IIIIkI ":au1. �1. :�C�11111 = =� II1/1 ■1 Ili 1 V4 ..S :C11111s a =11111 hIIC 20 92 21 22 23 24 25 26 27 FRICTION RATIO 4 8 12 14 SOIL INTERPRETATION 28 lIlil111111111 11 11111111111 muumuu' IIIIIIIII immuring' 11111111 11111 111111111111111 1►11111IIi1111 Iii 1111111111 III IIIl11I111 UNPIN 1�0111111�II111 111111111111111 ii111111111111 11:11111111111 1111111111 111 11111111U III 1111011111 11 11111111111 11 IIII.1111II1II 11111111111111 111111i�I111111 111111,11111111 111pa111111111 II 111 1 111 111p5�11111111 1111 111111 1 1I 1 r 11 1111011 111111 11 M11111111 11111111111111 11 11111111111 1111�1111I1111 1111 1 11 1111 111 1111111111 111;111111111 1111:11111=111 1 111111 11111 I'll I11 11111 14111 III11111 1IUII 1111111 1'11111 11 1111 111111 111 111 /1111111111111 11111111111111 11I111Ir111111 11111111111111 111111111111111 14111111I1rI11 111111111111111 �■11111 111111 IhI11I11111111 SILTY LAYER, APPROXIMATELY I FOOT (BECOMES MEDIUM DENSE) ',ILTS LAYER, APPROXIMATELY 1 FOOT SANDY SILT AND /OR SILTY SAND (MEDIUM !;TIFF. LOOSE) CLAYEY SILT (SOFT) POSSIBLE ORGANIC LAYER, APPROXIMATELY FOOT AND (MEDIUM DENSE) (BECOMES DENSE) I,»•Ot•, .rKG,AA,) 9•Lo•a/ DEPTH FEET I METERS 92- 2el__ 11 INNN■IN■ ■luIIIIIII 11 ■ 111111111' � 29 =!i!Illhi____ i■11■■1 UUW III Eli" 11 ■i1 11 30 IllidlidElin ai11;;�11�i�,- 31 ■ ■111111111■ — I11 =111! CONE PENETRATION RESISTANCE - TON / SQ. FT. - 5 10 20 50 100 200 400 100 105 i1 Wit 0 0 r 0 0 0 0 m V A o . 0 � W • • 3NO3 HOlia MINI•111111� Man '1'� ■ X1111. 1111111M1111111111 M ■ .1111 MEM j;' -- IMME1 m1�1111" 1/111111 ■■ 1 1i 11 11 MINI MIEN 0/1111101 ■ ■ ■■ ■1111■ ■ 11111111x■ Ir. X111 ■■ ■ ■B1111111 ■� ■■ 1 �■ t11i1111 E saordilm INE ®� i■■■1. ■t UU 1111■■ ■ E�■■N III ■■ 1 111 1 11 ■I =II 111111E -, ■■ iiui'nuii -C■ I ■ iIIllu1L' IIIllhIiUliII x0'111 rump: = aauiii : "111111.1CC M■ ■■11111■ ■aI�.,i11111■■ MINI; ::u :REE ff-ito I b _ 11 1/111 1111 ■ '11 1111111 E■1 ii 111I1��1 ■■■ 1 11 C 1/11/1111 C■ N■. ■■■"■iii■■ 1111 111 ■■ ■■■ iiiliMINa i /1 111 ■■1i ...... 1'11 ■1.I 1111 ! .. ■■ :.111111 :I :I :Ii11111E: FRICTION RATIO 4 8 12 14 SOIL INTERPRETATION 1 1111111/1 1 1 11111111111111 111111 1111111 11111111111111 Ti 11 11111 11111111111 11 11 11 11 IIIIIIIIIIii111 i1111111 11111 1111111111i1i1 111111111II111 1111/11111 u11 11111111111 i 1111 iuii11 11 11� u111111111 111 .111111111 1 1111 111111 11111 =11'111 1111111111111 11111 111111 1 11111 11111111 11111 11111111 11111111111111 11111111111111 11 1111 IMI IIIIIIIIIII'u1 111 11 111111 1111111 1111 1 111111" 111111 11111111111111 11 11111111111 '11111' 1 1111 �IIISIiI 11111 11111011111111 % mm�111p11� 111111 111� ui mi11IIII 111 11111111111111 11111111111111 11i11=11I11111 111111 11111M1 111111 11 'II1 11111111111111 iui1111111ihi1 11111111111111 11110111M111 111 111 11 1111 11111111111111 Pi111iIiii11i ............ (BECOMES VERY DENSE) (BECOMES MEDIUM DENSE TO DENSE) (BECOMES OfINSE TO VERY DENSE) PPO5E. TERMINATED AT 100 FCE.T ON J /'<' /R7 II79•&L•I JRwfXT 1.18.61 DEPTH FEET I METERS 0~ 01 2 5 10 15 20, ea -v 3 ifl I I r 0 O 0 0 0 Y m 0 25 30 5 40 45 2 3 4 5 CONE PENETRATION RESISTANCE — TON / SQ. FT. — 5 10 20 50 100 200 400 :� 1111 �■m.IIIIU1111��■ ��■ 11111 Nummuninimma mammy ���11111�1 hmu r =1•■111181 ■■■uIIIIIIIII■■■ ■:uu111 mommuIIIIIii■■. ■ 1111111 II■■■ ■ ■11111■■■■■1111111�1■■■ - !lr_..".".Isait wi ■11111 ili■�■ �:�•■.IIII■r1=1111111111■■■ r11.1 iiiTir■ml.11■ ■■1111I111r111■ r■.■1 m ftr•■rIIIIIIIII ■.■ m_m ■IEIII _U■■IIIIIIIII■■■ ■_ ■.a /1111 ■■11111111I.m■ �1 111.II. 11 111 ■ ■ EN 1 C�IIIIIII r. ■_�i�,IIl�� ..111111N��_. r_.■ ■.1111 �■111I1111 ■■■ r ■■.ii/1I■ : ■■u1I1i 111 ■11 .■IraI=I11u ■_i■'Ei'i��IMIIIIIM r�r% 1 r 111 :1. C�II� mivaiii na m8 rte? VIII MI11:1 uII1 IIIMM NNI .....rummir-orrinrom. ■11. mI ,.t/■ ■11111111■ ■ r ...■aIII r■ ■m.111imiI rMr■1111/1�111�I1E...l11III1 R r• ■1111/1 .1/ -:i I ■ alg���11I IIIIIUII1E: ... II�IIIII ■ ■ ...NN uuuti�� _._uIIuuiIIIiA�1 ■=11111i1i =i1I1 ■111111111111i1■W2 /11/1111 I�r - -..0 �1 ■11111111 i4 II i:lllli _ ::.iu�.rn. ;1 1E MM. 11111 =� ■IIIIIIIIII. �■ MINIM r1111 _� ■IIIIIIIIII•C�■ ��'� =111 ���1111111iiriia elid111 1 111 u•uuiii 1111111 �_r■■/1111_�r■11``11I IIIIIIa�■ 1• ■'11111 a 1M11111I1.r■ C ■ ..f1111�1•� IIIII1.r■ ■1111r�■ 111111111■ ■ rMMIIIM11r� ■111111 IIISNI1 EIii�iiiil_■III'�auuiiiiiil iii■ =r1N/ 11/1 11111111��A C�zwC:11111a ..® MIMI��II:�: 6 7 8 9 10 12 13 14 FRICTION RATIO 4 8 12 4 SOIL INTERPRETATION SURFACE ELEVATION: 17.0 foot 111111111 1111 11111111111111 uuuIIIiulIIfl 111 111111 111 11111111111111 I1111l11111II11 11111i;::!11II 1111111111111:1011 111M11111•111 111:1111 111111 11111/11 1111111 111,1111111111 11111 11111111 11111111111111 I1IIu� 1IIII =II 1 1111 ►5li 11 11 1111:111111 111111111111111 111111 `1111111 11111111111 11 111111 V111111 1111111111111 m III I M.1=III IiilUh1IIlili 111�11111IlIlI 111111111111 1 11111111111111 W1111111111 min 111/1111111111 11 1111111 11 11 11111111 111 111111 11 =�11i1111111 I!IIIIIIIIIUI 11311 1 1 1 111111 1uuIII 111 12111111111111 11111111111111 1`111111 11111 11111111111111111 111511111111111 11;111111111111 11111111111111 11111111111111 11111111111111 11 1111 111111 11 1111 111111 11111111 11111 11111111111111 1■1111111I1111 111 111 11 1111 111iii1il= °u 111111115111 ParDR1LLED AND rAc_KFII.LED WITH CLAYEY SILT (SOFT) SAND LAYER, APPROXIMATELY } FOOT BECOMES SOFT TO MEDIUM STIFF (BECOMES SOFT) CRrANIC LAYER, APPROXIMATELY FOOT ORGANIC LAYER, APPROXIMATELY ; FOOT SAND WITH SILTY SAND AND SILT LAYERS (LOOSE' CLAYEY SILT ( In .;OFT) VERY SOFT SILTY SAND AND SAND (DENSL TO VERY DENSE) PROBE TERMINATED AT 3?, FEET DUE TO PRACTICAL REFUSAL ON 9/5/87 GEt 68 -85 DEPTH BELOW GROUND SURFACE (FEET) 0 - 3.0 3.0 - 5.0 5.0 - 8.0 8.0 - 9.0 0 - 2.5 2.5 - 7.0 7.0 - 9.0 9.0 - 11.0 LOG OF TEST PIT GROUP SOIL CLASSIFICATION SYMBOL DESCRIPTION TEST PIT 1 APPROXIMATE ELEVATION: 18.0 FEET BROWN SILTY SAND WITH GRAVEL AND ASPHALT FRAGMENTS UP TO 2 FEET IN DIAMETER (MEDIUM DENSE, MOIST) (FILL) BLUISH -GRAY FINE SANDY SILT WITH GRAVEL (STIFF, MOIST) (FILL) DARK BROWN SILTY SAND WITH GRAVEL, OCCASIONAL COBBLES AND MINOR CONSTRUCTION DEBRIS (LOOSE TO MEDIUM DENSE, MOIST) (FILL) LIGHT BROWN SANDY SILT WITH GRAVEL (STIFF, MOIST) (FILL) TEST PIT TERMINATED AT 9.0 FEET ON 9/22/87 DUE TO REFUSAL ON CONCRETE DEBRIS SAMPLE OBTAINED AT 3.0 FEET DENSITY TEST AT 3.0 FEET, 114 PCF DRY DENSITY WITH 13% MOISTURE CONTENT TEST PIT 2 APPROXIMATE ELEVATION: 19.0 FEET GRAYISH -BROWN SILTY SAND WITH GRAVEL AND ORGANICS AT 2.0 FEET (MEDIUM DENSE, MOIST) (FILL) GRAY FINE SANDY SILT WITH GRAVEL AND A TRACE OF CONSTRUCTION DEBRIS (MEDIUM STIFF, MOIST) BROWNISH -GRAY SILTY SAND WITH GRAVEL (MEDIUM DENSE, MOIST) (FILL) BROWN SAND AND GRAVEL WITH SILT (DENSE, MOIST) (FILL) TEST PIT COMPLETED AT 11.0 FEET ON 9/22/87 DUE TO VERY DIFFICULT DIGGING SAMPLES OBTAINED AT 4.0 AND 9.5 FEET DENSITY TEST AT 4.0 FEET, 89 PCF DRY DENSITY WITH 23% MOISTURE CONTENT DENSITY TEST AT 0.0 FEET, 104 PCF DRY DENSITY WITH 14% MOISTURE CONTENT THE ELEVATIONS AND DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FEET, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FEET. AS GeoEngineers �� Incorporated LOG OF TEST PIT FIGURE A-29 LOG OF TEST PIT DEPTH BELOW GROUP SOIL GROUND SURFACE CLASSIFICATION (FEET) SYMBOL 0 - 5.0 5.0 - 11.5 11.5 - 14.0 14.0 - 17.0 DESCRIPTION TEST PIT 3 APPROXIMATE ELEVATION: 18.0 FEET BROWN SILTY SAND WITH GRAVEL AND OCCASIONAL COBBLES (MEDIUM DENSE, DRY) (FILL) NOTE: BECOMES GRAY, MOIST AT 3.0 FEET GRAY SANDY SILT WITH GRAVEL AND OCCASIONAL COBBLES (STIFF, MOIST) (FILL) DARK GRAY SANDY SILT WITH ORGANICS AND CONCRETE FRAGMENTS (GRASS NOTED AT 11.5 FEET OL DARK BROWN TO BLACK ORGANIC SILT WITH PEAT (MEDIUM STIFF, WET) TEST PIT COMPLETED AT 17.0 FEET ON 9/22/87 SAMPLES OBTAINED AT 3.5, 12.0 (23% MOISTURE CONTENT) AND 16.0 FEET (109% MOISTURE CONTENT) DENSITY TEST AT 3.5 FEET, 114 PCF DRY DENSITY WITH 12% MOISTURE CONTENT TEST PIT 4 APPROXIMATE ELEVATION: 20.5 FEET - 6.5 GRAY AND BROWN MOTTLED SANDY SILT WITH GRAVEL, OCCASIONAL ORGANICS AND CONSTRUCTION DEBRIS (MEDIUM STIFF TO STIFF, MOIST) (FILL) BLACK ORGANIC SILT WITH SAND (MEDIUM STIFF, MOIST) (FILL) GRAY AND BROWN SANDY SILT WITH GRAVEL AND OCCASIONAL CONSTRUCTION DEBRIS (MEDIUM STIFF, MOIST) (FILL) DARK BROWN SILT WITH VARIABLE ORGANIC CONTENT BRICKS AND CONCRETE DEBRIS TEST PIT COMPLETED AT 17.0 FEET ON 9/22/87 SAMPLES OBTAINED AT 5.0, 6,5, 14.5 (57% MOISTURE CONTENT) AND 16.0 FEET 6.5 - 7.5 7.5 - 14.0 14.0 - 17.0 - 7.0 7.0 - 12.5 12.5 - 17.5 TEST PIT 5 APPROXIMATE ELEVATION: 18.5 FEET GRAY SILTY SAND WITH GRAVEL AND OCCASIONAL CONSTRUCTION DEBRIS (MEDIUM DENSE, DRY TO 3 FEET, MOIST) (FILL) GRAY FINE SANDY SILT WITH GRAVEL (MEDIUM STIFF, MOIST) (FILL) ML /OL GRAY SILT AND DARK BROWN ORGANIC SILT (MEDIUM STIFF, MOIST) TEST PIT COMPLETED AT 17.5 FEET ON 9/22/87 SAMPLES OBTAINED AT 3.0 AND 15,0 FEET (787 MOISTURE CONTENT) DENSITY TEST AT 3,0 FEET, 117 PCF DRY DENSITY WITH 167 MOISTURE CONTENT � GeoEngineers ��Incorporated LOG OF. TEST PIT FIGURE A -30 GEI 68 -85 DEPTH BELOW GROUP SOIL GROUND SURFACE CLASSIFICATION (FEET) SYMBOL LOG OF TEST PIT DESCRIPTION TEST PIT 6 APPROXIMATE ELEVATION: 17.5 FEET 0 - 2.0 GRAY SILT WITH A TRACE OF SAND, GRAVEL AND CONSTRUCTION DEBRIS (STIFF, DRY) (FILL) 2.0 - 9.0 BROWN SANDY SILT WITH GRAVEL AND A TRACE OF CONSTRUCTION DEBRIS (STIFF, MOIST) (FILL) WITH GRASS AT 8.0 FEET 9.0 - 12.5 GRAY SILT (SOFT TO MEDIUM STIFF, MOIST) (FILL) 12.5 - 17.0 ML DARK GRAYISH - BROWN SILT WITH ORGANICS (SOFT, MOIST) NOTE: GRASS BETWEEN 12.5 AND 13.0 FEET TEST PIT COMPLETED AT 17.0 FEET ON 9/22/87 SAMPLE OBTAINED FROM 12.5 TO 17.0 FEET (44 TO 73% MOISTURE CONTENT) 0 - 11.0 11.0 - 17.0 - 3.0 3.0 - 11.0. TEST PIT 7 APPROXIMATE ELEVATION; 18.0 FEET CRAY AND BROWN MOTTLED SANDY WILT WITH GRAVEL AND OCCASIONAL CONSTRUCTION DEBRIS (MEDIUM STIFF TO STIFF, DRY TO MOIST) (FILL) POD OF ORGANICS FROM 7.5 TO 8.5 FEET ML /OL .GRAY SILT WITH VARIABLE ORGANIC CONTENT (SOFT TO MEDIUM STIFF, MOIST) • GRASS AT 11.0 FEET TEST PIT COMPLETED AT 17,0 FEET ON 9/22/87 SAMPLE OBTAINED FROM 15.0 T0.17.0 FEET (86 %. MOISTURE CONTENT) TEST PIT 8 APPROXIMATE ELEVATION: •18.0.FEET GRAY SILTY SAND WITH GRAVEL, WOOD AND CONCRETE DEBRIS (MEDIUM DENSE,'DRY) (FILL) GRAY SILTY SAND WITH GRAVEL .(LOOSE, MOIST) (FILL) TEST PIT.COMPLETED AT 11.0 FEET ON 9 /22/87 DUE TO CONCRETE �� GeoEnglneers Incorporated LOG OF TEST PIT FIGURE A-31 GEI 68 -85 DEPTH BELOW GROUP SOIL GROUND SURFACE CLASSIFICATION (FEET) SYMBOL LOG OF TEST PIT DESCRIPTION TEST PIT 9 APPROXIMATE ELEVATION: 20.0 FEET 0 - 5.0 BROWN SANDY SILT AND SILTY SAND WITH GRAVEL, BRICK AND CONSTRUCTION DEBRIS (STIFF AND MEDIUM DENSE, MOIST) (FILL) 5.0 - 12.0 GRAY AND DARK BROWN SILT WITH SAND, GRAVEL AND OCCASIONAL CONSTRUCTION DEBRIS (STIFF, MOIST) (FILL) 12.0 - 14.0 ML GRAY SILT WITH SAND (VERY STIFF,MOIST) 14.0 - 16.0 ML DARK GRAY SILT WITH A TRACE OF ORGANICS (STIFF, MOIST) TEST PIT COMPLETED AT 16.5 FEET ON 9/22/87 SAMPLE OBTAINED FROM 14.5 TO 16.0 FEET (50% MOISTURE CONTENT) 0 - 8.0 8.0 - 10.5 10.5 - 12.5 12.5 - 16.5 TEST PIT 10 APPROXIMATE ELEVATION: 18.5 FEET BROWN SILTY SAND WITH GRAVEL AND OCCASIONAL CONSTRUCTION DEBRIS (MEDIUM DENSE, DRY TO MOIST) (FILL) CRAY SILT (STIFF TO VERY STIFF, MOIST) (FILL) DARK BROWN SILTY FINE SAND WITH GRAVEL (LOOSE TO MEDIUM DENSE, MOIST) (FILL) BROWN SILT WITH A TRACE OF ORGANICS (SOFT TO MEDIUM STIFF, MOIST). GRASS FROM 12.5 TO 13.0 FEET TEST PIT COMPLETED AT 16.5 FEET ON 9/23/87 SAMPLE OBTAINED FROM 13.0 TO 16.0 FEET (63% MOISTURE CONTENT) TEST PIT 11 APPROXIMATE ELEVATION: 11.5 FEET 0 - 1.5 BROWN SILTY SAND WITH GRAVEL AND CONSTRUCTION DEBRIS (LOOSE, DRY) (FILL) 1.5 - 6.0 ML BROWN AND ORANGE MOTTLED SILT (MEDIUM STIFF TO STIFF, MOIST) 6.0 - 9.0 ML /OL GRAY, DARK BROWN AND BLACK SILT AND ORGANIC SILT WITH PEAT (SOFT TO MEDIUM STIFF, MOIST) 9.0 - 13.5 OL GRAYISH -BROWN SILT WITH FIBROUS ORGANICS (SOFT, MOIST) 13.5 - 14.0 SM GRAY SILTY FINE SAND (LOOSE, WET) TEST PIT COMPLETED AT 14.0 FEET ON 9/23/87 SAMPLES OBTAINED AT 3.0 (36% MOISTURE CONTENT), 7.0 (125% MOISTURE CONTENT), 11.0 AND 14.0 FEET (81 -154% MOISTURE CONTENT) MAJOR SEEPAGE AT 13.5 FEET �� GeoEnglneers �/ Incorporated LOG OF TEST PIT FIGURE A -32 GEI 68 -85 DEPTH BELOW GROUND SURFACE (FEET) GROUP SOIL CLASSIFICATION SYMBOL LOG OF TEST PIT DESCRIPTION TEST PIT 12 APPROXIMATE ELEVATION: 14.5 FEET 0 - 0.5 TOPSOIL AND ROOT MASS 0.5 - 3.0 ML BROWN SILT WITH OCCASIONAL ROOTS (STIFF, DRY TO MOIST) (FILL ?) 3.0 - 7.0 ML BROWN AND ORANGE MOTTLED SILT WITH OCCASIONAL ROOTS (STIFF, MOIST) 7.0 - 12.0 ML GRAY AND ORANGE MOTTLED SILT (MEDIUM STIFF, MOIST) 12.0 - 14.0 SP -SM DARK BLUISH -GRAY FINE TO MEDIUM SAND WITH SILT (LOOSE, WET) TEST PIT COMPLETED AT 14.0 FEET ON 9/23/87 SAMPLE OBTAINED AT 8.0 FEET (66% MOISTURE CONTENT) MAJOR SEEPAGE AT 13.0 FEET TEST PIT 13 APPROXIMATE ELEVATION: 15.0 FEET 0 - 3.0 BROWN SILTY SAND WITH GRAVEL (LOOSE, DRY) (FILL) 3.0 - 8.0 BROWN SILTY FINE TO MEDIUM SAND WITH METAL DEBRIS (VALVE COVERS, BED SPRINGS) AND A TRACE OF GRAVEL (VERY LOOSE, DRY TO MOIST) (FILL) 8.0 - 14.0 SM BROWN SILTY FINE SAND (LOOSE, MOIST BECOMES MOIST TO WET AT 12.0 FEET) TEST PIT COMPLETED 14.0 FEET ON 9/23/87 TEST PIT 14 APPROXIMATE ELEVATION: 14.0 FEET 0 - 2.0 DARK BROWN SILTY SAND WITH GRAVEL, CONCRETE AND BRICK FRAGMENT (MEDIUM DENSE, MOIST) (FILL) 2.0 - 5.0 SP -SM BROWN FINE TO MEDIUM SAND WITH SILT (LOOSE, MOIST) 5.0 6.5 ML BROWN AND ORANGE MOTTLED FINE SANDY SILT (MEDIUM STIFF, MOIST) 6.5 - 11.0 ML /OL GRAY AND BROWN SILT, ORGANIC SILT AND PEAT WITH OCCASIONAL ROOTS TO 1.25 INCHES (SOFT TO MEDIUM STIFF, MOIST) 11.0 - 14.5 ML GRAYISH -BROWN SILTY WITH ORGANICS (SOFT, MOIST TO WET) 14.5 - 16.0 SM BLUISH -GRAY SILT FINE TO MEDIUM SAND (LOOSE, WET) TEST PIT COMPLETED AT 16.0 FEET ON 9/23/87 SAMPLES OBTAINED AT 8.0 (140 - 256% MOISTURE DENSITY) AND 12.0 FEET (60% MOISTURE CONTENT) MAJOR SEEPAGE AT 15.5 FEET PA GeoEngineers •I4k Incorporated LOG OF TEST PIT FIGURE A -33 to c co co w 0 z' DEPTH BELOW GROUND SURFACE (FEET) 0 - 2.0 2.0 - 7.5 7.5 - 12.0 12.0 - 16.0 LOG OF TEST PIT GROUP SOIL CLASSIFICATION SYMBOL DESCRIPTION TEST PIT 15 APPROXIMATE ELEVATION: 16.0 FEET BROWN SILTY SAND WITH GRAVEL AND CONCRLTE FRAGMENTS (MEDIUM DENSE, DRY TO MOIST) (FILL) SP -SM BROWN FINE TO MEDIUM SAND WITH SILT (LOOSE, MOIST) SP -SM BROWN WITH ORANGE OXIDATION STAINING FINE TO MEDIUM SAND WITH SILT (LOOSE, MOIST) SM BROWN WITH ORANGE OXIDATION STAINING SILTY FINE TO MEDIUM SAND (LOOSE, MOIST) TEST PIT COMPLETED AT 16.0 FEET ON 9/23/87 SAMPLE OBTAINED AT 9.0 FEET SEEPAGE AT 15.5 FEET ��1� GeoEngineers 4 Incorporated LOG OF TEST PIT FIGURE A -34 APPENDIX R LABORATORY AND FIELD TESTING All soil samples were brought to our laboratory for further exami- nation. A series of laboratory tests were performed during the course of this study to evaluate the index and geotechnical engineering properties of the subsurface soils. Descriptions of the types of tests performed are given below. Selected samples from the borings were tested to determine their moisture content and dry density. Selected samples from the test pits were also tested to determine their moisture content. The results of the moisture content and dry density tests are presented on the exploration logs and in figures presenting the results of laboratory tests, where appro- priate. A grain size analysis indicates the range in diameter of soil particles included in a particular sample. Grain size analyses were performed on representative grab samples obtained along the riverbank (G -1 and G -2) and two samples from the borings. The results of the grain size determinations for the samples are presented in this appendix. Three one - dimensional consolidation tests were performed on selected samples from the borings to provide data for developing settlement estimates. Porous stones were placed on both the top and bottom of the sample to allow drainage. Vertical loads were then applied to the sample incrementally in such a way that the sample was allowed to consolidate under each load increment. The rebound of the sample during unloading was also measured. The results of the consolidation test are presented in this appendix as a plot of consolidation (strain) versus applied load (stress). Direct shear tests were performed on selected samples from the borings to evaluate the strength characteristics of the supporting soils. The, direct shear test imposes both a normal and shear stress on a sample to induce a failure at a predetermined location. An internal friction angle can be estimated for each soil type tested. The test results are presented in this. appendix. GeoEngineers Incorporated Atterberg limits were established on a selected sample from one boring. Atterberg limits are used primarily for classification and indexing of cohesive soils. The liquid and plastic limits are defined as the moisture content of a cohesive soil at arbitrarily established limits for liquid and plastic behavior, respectively. The results of the Atterberg limits are presented on the boring log. Laboratory maximum densities were established for three bulk samples obtained where nuclear densometer tests were performed in test pits. The laboratory maximum density represents the highest degree of density which can be obtained from a particular soil type by inducing a predetermined compaction effort. The test determines the "optimum" moisture content of the soil at the laboratory maximum density. The laboratory maximum density tests were performed in general accordance with ASTM D -1557 on .a bulk sample of material. The test results were used to determine the percent compaction of the existing fill soils. Nuclear densometer tests were performed in several of the test pits to indicate the in -situ dry density of the fill soils. Representative samples were brought back to the laboratory for moisture content determinations because the nuclear gauge moisture content is not accurate in trench conditions. The moisture contents and the dry densities are presented on the appropriate test pit logs. Geo Engineers incorporated 0 0 0 o O o 0 0 0 0 0 0 0 0 0 0 al 00 P. lid v, 4' nrs N .- • — 11-1913M A9 iHN 13 1 W3')213d • IN MILLIMETERS W N to z tY l7 SILT OR CLAY O z 4 N w _z LL W z _ LL W SOIL DESCRIPTION 1 FINE SANDY SILT AND SILTY FINE SAND (SM-ML) SILTY FINE SAND (SM) SAMPLE DEPTH RIVER BANK GRAB SAMPLE RIVER BANK GRAB SAMPLE RATION IBER �-+ N 1 1 0 L SYMBOL I -43 GeoEnglneers Incorporated GRADATION CURVES FIGURE 8 -1 r-4 1- Y N O GEI 30- 85 Do 2 o 0 • 0 0 MEW ��.�._----- - - - - -- T1-7-7-1 1 1 tit i-- S. t -r- -t- -+- —r -*- — - O O O O O� OQ O O O .-4 0 0 O O 0 O O 0 C) O O N. .0 Lt\ .7' «' CV .-n .-+ 1H9 i JM Aq d:-3N i zi )2J-(A SILT OR CLAY 0 z W z 2 w 2 W z U- N W J SOIL DESCRIPTION GRAY SILTY FINE SAND (SM) GRAY FINE SANDY SILT AND SILTY FINE SAND (SM-ML) 1PLE 'TH CI ..1' .--1 N .ORATION UMBER .j' N I I CO !n SYMBOL �Si GeoEnglneers lip Incorporated GRADATION CURVES FIGURE 8 -2 DIRECT SHEAR TEST DATA 00 O a) •rl H .� 4-4 • U) 0 0 a a v 0 1+ U O O Li') lf1 O .+ r4 — O 0 O. to O O C 0 N u- O. to N CT N N -4 O O O O . O O O N t!l CT N to tT U1. .-I ••t .-t ••-r .-i ••■ N 0 .0 oo a .0 CT CO CO r` rn 0 n M - M M N N N ui 50 -4 t 0 N. N .0 0 N v 'C1 G G •rt CO w N u 0) + u ^1 . G ' r-1' . .-1 •r4 . •r4 •r -I . •r.1 Cr) R. :tn GeoEnglneers 0 Incorporated DIRECT SHEAR TEST DATA FIGURE 0 -3 JR(:KKT 119'3 -u2 -1 LL / -257 CONSOLIDATION (INCHES /INCH) 0 . 02 . 04 . 06 . 08 . 10 . 12 . 14 .4 .5 PRESSURE (LBS /FT2 x 103) 2 14 5 10 20 30 40 50 1 I I i I t I I 1 I I 1 I 1 1 I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I KEY BOEING NUMBER SAMPLE DEPTH (FT) SOIL CLASSII I(AT ION MOISTURE CONTENT DRY ' DLNS I T Y (LBS /FT3) - B -1 19' GRAY SILT AND CLAY (ML -CL) 35.1'' 34.7 GeoEngineers 40 Incorporated CONSOLIDATION TEST RESULTS FIGURE ® •4 PRESSURE (LBS /FT2 x 103) ,,,.1 .2 .3 A .5 1 2 3 4 5 10 20 30 40 50 CONSOLIDATION (INCHES /INCH) F N O kJ, C t I I I I I 1 I 1 I I I I I I I I I i I I I I I I I ! I I I I I I I I I I I ILI I I I I I i iii i ill I 1 I� I I I I I 1 I I I I I 1 I I 1 I I I , I I I t I t I i I I I i I I I I I I I I I I I I I 1 I KEY BORING NUMBER SAMPLE DEPTH (FT) SOIL CLASSIFICATION MOISTURE CONTENT DRY DENS I TY (LBS /FT3) B -3/2 11.5' GRAY SILT (ML) 43.0° 75.7 --- -Alp GeoEnglneers %W Incorporated CONSOLIDATION TEST RESULTS FIGURE 8-5 I- a 0.1 U z to W v 0.2 z Li z 0 CONSOLIOAT 0.3 .1 .2 3 3 .4 .5 PRESSURE (LBS /FT2 x 103) 1 2 3 4 5 10 20 30 40 50 1 1 ( 1 KEY BORING NUMBER SAMPLE DEPTH (FT) SOIL CLASSIFICATION MOISTURE CONTENT DRY DLNS I T Y (LBS /FT3) TP -11 11 BROWN SILTY PEAT (PT) 86.4 ". 49.9 �� GeoEnglneers `0 Incorporated CONSOLIDATION TEST RESULTS FIGURE 8 -6 JOB Eft 12.ram..e..I 93-T- ocio-o ct l3.2c. • :RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS SHEET NO 2. S12.---\ OF 1605 12TH AVENUE • SUITE 18 CALCULATED BY DATE 7 • al -cl'Z SEATTLE, WASHINGTON 98122 206-324-6160 ikELs,FpNc.A.-. 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I• ! :Tti Rapti * Gl" •�..'. . y m TABLE NO. 25-J-1—ALLOWABLE SHEAR IN POUNDS PER FOOT FOR HORIZONTAL PLYWOOD DIAPHRAGMS 1,t7 9:4"‘) �y9 WITH FRAMING OF DOUGLAS FIR -LARCH OR SOUTHERN PINE PLYWOOD GRADE Common Nall Mee Mlnlmum Nominal Ponelrallonln kerning an Inches) Minimum Nominal Plyywwood Thickness (In Inches) Mlnlmum Nominal Width of kerning Member (Inlnehos) BLOCKED DIAPHRAGMS UNBLOCKED DIAPHRAGM (pJcl al diaphragm undaries ( II eases), a1 eon. Ilnous pan I edges parallel load lCs s 3 and 4) and al panel edg s (Cases 6 and 6) WlIa ed6'nusat wppor ed end Loadperparr dialler to um blocked edges andeontlnuoua • panel joints (Cm 1/ Other conilgutatlons (Cases 2. 3,4,6 and 6) 4 12' 2 22 t aliapawolfether plywoodpnwiedges $ 6 J 4 j 3 STRUCTURAL 1 6d 1% ' Y1 lo 2 3 185 210 250 280 375 920 420 475 105 r 185 125 140 8d 1% % 2 3 270 300 360 400 530 600 600. 675 240 . 265 180 2.00 10d) 196 13/32 2 3 320 300 425 480 040 720 730 820 285 320 215 240 C-D, C-C, STRUCTURAL II and other grades covered in U.B.C. Standard No. 25.9 Od 1'/ 5 /1a 2 3 170 190 225 250 335 380 380 430 • 150 170 110 125 36 2 3 185 210 250 280 375 420 420 475 165 185 125 140 8d 11/2 2 3 240 270 320 380 480 540 545 610 215 240 100 180 13/]2 2 3 270 300 300 400 530 800 000 675 ' ' 240 265 180 200 10d3 1% 1%2 2 3 290 32.5 5 385 430 575 650 a ® 255 290 100 215 19/32 2 3 320 360 425 480 040 720 730 820 285 320 215 240 • m • .r•■ r. 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CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 JOB R. t� • la2ADLE r SHEET NO a I OF �} DATE 9 - 27 1 E CALCULATED BY _..._ ___ . _ . __.._.... _i_ _ ___ 1_ - --_._ _ �_. 1Z rS..__._ _.... %92rtc.E..TO.. _ _ - ____ _.. _- _.__I'__ . __ -___u. _.1%-v.4:44.. - -- Ttle._a_N W_1h-h _ _ii_ ro_ /(L 7ii, _ k ?_1 _l..Os) . ,.... . +__._(_(..0 - _0F. e. - c!-(..__Wl_t.... Stfc±►2._ .b4.t_. ...__st± ro _ - _._ (..15_11-, ._To. Lanici._I l A`ZE- CPNU2.E.7� i1.6.- II _S7eu(..7 oM_Nf` __.. 'S ..tom 1-_ ...PO4 ..NIA .. i I'i 'iIAh1.. 4. N..L AL _.. ray ,, 4_c,.. (in*L,__ Gi9_1-- -_ . 7pf... G±t_ ions ME,. _ivy__ _..1__..._.. 1)411.1 _, _. . ` Ile . _ :I __ .. h.'1j'_ciR1D _..4} ?¢. ._$ _._(,*,(1_I SNca�.►.. Io.Cr7._. - -!VI _........._ _ 9_r` nt.1 27 , - _ _i_ h.. .._... La. _51 .14(Ps_a .-7t tap_ _....- ... I�_ tF . oviL Pl. _ 14.4_P‘ .5d7p_.0 -'1 fr - : 1 ps .__15t-- _._._.. _- N ..._. zot:r .E . L. 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SHEET NO �I✓'�1 CALCULATED BY G a V-1 OF Q DATE 8 -21-9 i--/'f u?EaL. � 1 _ i S w I j 1 1 1 . 1 I 0 .9 I s its ; �__ . I:::. /. -. -._ _ __L_____ _ttr .Pi. __ _ __ ___ . _. __..._. - -- _ - - -. -__. ___.--__.r. V./t,,-L.. °_._ 32 n_ . i2kfileV .(4)....-._ 2.5 -7 _P. 1 F _. - L r ..13`1 w',. _ w ' W.._ _..__ ...._..... L.314-11+___ 9c 1 -C.1?) (.,1375. °� . i L. Ings-. _. - - -. _._._ .._ _. ._ ._ . _. _ _ .. ...- j...... { 3.1-9 ._3441.t.. _ .1- _ 1 6,o 35 62> Cli±.C.1 ........__ 17. . - 5; ._..__ __.... . . __..... . - _ _ •01 .._....__ , -._, ...._n -_ _._ LP._ _� _._ _, _ -_ .. __, _ _ _ __ _ __ ___ _ _ . ___ RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324.6160 JOB E. V., F,:421a1D L9 IRL■4 ISO) SHEET NO 12.1.-Z. OF CALCULATED BY DATE 21-93 •-t- IZE,17,)11.11. Frzo'ItA_ ....i ... tr.S .. _ .1 - „, • • .- ----I- - - ' . , 1 1 1 ......_,............ 1 1 , -- -1- —............ ...._.__.___._........ I I 1 I -V-LXCTS --1-, I 1 i ....i..../ .2: ISA•Z I a 1 'T 7 c , ,."5712.0.G1._.1 .. I ! I 1 1 riii I I I ...,-.r.,...—.... 1 '1 1 r fi_Clt B., 92k.254 ...L •.o .cH.Lcs4 1L .45/11 ef-x.01 us L.... J 4._ 1-4 100,-144 a, ITI i\SSL) ix. .k.....12-S1 I'Lliii; .__ 1. liek-N _ __ 1010__T 1---1, - - .'j.. IGL-fit - ..____ , ._. ._..._ I ,I • l; - I- I 5 ____ MAxI i:fs ..1,r i1 _. 1 I- 1 -- IA-- - 1- • -I . - -- 1.- cl %et 5, jzo 4.. coNstm, ' of 1' 6 Page 3 of 3 Report No.1952 TABLE NOM-ALLOWABLE SHEAR IN POUNDS PER FOOT FOR HIGH -LOAD HORIZONTAL BLOCKED DIAPHRAGMS WITH FRAMING OF DOUGLAS -FIR, LARCH OR SOUTHERN PINE" FOR WIND OR SEISMIC LOADING' PANEL ORADEaAND MINIMUM NOMINAL THICKNESS (Inches) FASTENER MINIMUM NOMINAL WIDTH OF FRAMING EMBER (Inches) LINES OF FASTENERS CASES 1 AND r Futons, Spacing Par Una at Boundaries (Inch's) 4 ' 214 2 • 'MN Ty Minimum Panalratlon In Framing (Inches) Futons, Spacing Par Lino at Other Panel Edges (Inch's 4 4 4 .3 3 APA Structural1 Plywood 23h2 10d Comi Nails s 1 sit 3 2 650 870 940 1230 — -- 4 2 3 755 940 980 . 1305 1080 1375 1410 1810 — — — — 14 gauge Staples 2 3 2 600 600 840 900 1040 1200 4 3 840 900 1140 1350 1440 1800 Rated Sheathing APA S C•D C-C Structural 11 uriz 10d CNails n I% 3 2 645 870 935 1225 — — 4 2 3 750 935 980 1305 1075 1370 1395 1510 — — -- — 14 gauge Staples 2 3 2 600 600 820 900 1020 1200 4 3 820 900 1120 1350 1400 1510 Allowable shear values fur fasteners In framing members of other species set forth in Table No. 25.17.1 of the U.B.C. Standards shall be calculated for all grades by multiplying the values for fasteners in Structural I by the following factors: Group III. 0,82 and Group IV, 0.65. ',Fastening along intermediate framing members: Space nails 10 inches on center for floors and 12 inches on center for roofs. except 6 inches on center for spans greater than 32 Inches. 'Plywood conforming to U.B.C. Standard No. 25.9: other panels conforming to NER•IOB. Obis table gives shear values for Cases I and 2. The values shown are applicable to Cases 3 and 4. pros Wed fasteners at all continuous panel edges are spaced in accordance with the boundary fastener spacing and provided the maximum shear is limited to 1200 pif. .m ow* —..... • • • ••■• q ~~ ■ TABLE NO. II SPACING 3" NOMINAL --TWO LINES , TABLE NO. II SPACING " 4" NOMINAL-TWO LINES • • • • •-0' -- .. • .wow _.. -•... • TAST, E NO. II CING 4" NOMINAL -THREE LINES • • T TABLE Na II I TYPICAL BOUNDARY FASTENING, .SPACING ' NOTE: SPACE PANEL END AND EDGE JOINTS V. INCH. REDUCE SPACING BETWEEN LINES OF NAILS AS NECESSARY TO MAINTAIN MINIMUM 4i-INCH FASTENER EDGE MARGINS. MINIMUM SPACING BETWEEN LINES IS its INCH. FIGURE NO.2 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 JOB *E.:5 . ?larZZ.Z) SCO . SHEET NO. 2. L- 2C4.••■ OF DATE CALCULATED BY C-4,1 . j I 1 • ' _... IL tcEp.g... - .... - _ _...... _ 1.11cTi#_ 1c)8 loa . LC) , ..... .e .....*c!......itg, 1,-<:41z)...i. 21_ '.e. 1 1 Z..... Poi - 1._ i ■pc i _M_Ivi•-.... _.*111.14_..... .1 '' ..7-1-___It), 1 . - i •.'I , (..'LL..8 I F. _. ALIA-. r.L.,.. T L NtLE. 1"..i2.A.m f_ai.___.1 ...._ i I H _ _ . _____ i ___. _12 ci 2.. ---1 ____.."4, _ _.?!...f..,__...:_____ ___ = _____ ....73.0. . FL. ___ •---- _ _ _ • - ...L... . ---- ------ -- • -- . ----- • ..... .. ..... . ---- _ ... 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Ike k ; 6.1 Igo _ Let I ..5t8),- = T 0$. ....3'curr wk,L... .1e)ei _.. l? :7.' 413 - d05 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE a SUITE 18 SEATTLE, WASHINGTON 98122 206- 324 -6160 JOB e.2), Ntxt.e.1 -ID SHEET NO RI- CALCULATED BY c- 1 OF DATE S. _ 'i ____..1.0tkr) lo__ .1.‘tf11...L.____Q-_.. I cigiu . ! .. __V .=_.._ _ t ),1 A......J..._k.c4.6_12t_._4)7.b._::_..._ M62a 1 .‘,0,3....... . ' - «. ... __1(:).7_,..z._P.k.kr, _ A.. it • -- 1- . . a ...3.6 -E'= __ 115. .. 2. ___ .___ .0.■ .` r- _ _ - ...._ _.._. __._ _...4 __ - S _ �._..__I 7 pa. A4..__ _- fi. _« SNre? L _ClIZI:_ k- _1110-1....75.. -c-. _. 1 Fritts- ktv... �t t ' V 1 (j1S) 7• I2,5 Cil ' RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 JOB E.. .1"L 122.4.1z) LC( SHEET NO CALCULATED BY OF DATE S■ -27-13 ca 191, Lb .... 402.2)1,14.111 zzia. 142_ I ; 440; (7iri2._ ; D a — • I -1-- _141:1044, I Zact;-4 . 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CONSULTING ENGINEERS 1605 12TH AVENUE SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 1. 4 JOB SHEET NO Z..L9 OF CALCULATED BY DATE ea, - 2.7- 9 S _Lis — Jr ! - I • \NA -- _...] ; sto.t, - 1 • • 141* i — * IG. . • _.`71._..1)SICA>ge • -1 ( i.. J._ , _{.. r- _......,_,.. 1 t.1_1701.. L . _ ., _ r=i ■ 1 - f I I ..., :--1- T WN AI? „7.. __ CAD Tx --- . .•—• -.— — —917-0_ '.1.4.. . 1 •.4...,., 11 fides_ (-Qa4,--- toi rrsTC7 7-6-10 /?). ezats_4. 1\-a. 6.. 15 I .a. 1_1 ,$,. S _lb._ .1022_, 105'1 11 4,40 IsMo --- 1 -1 e(Fo 4'1 t ,).3237L . 22,e) 5 41 VI RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 JOB SHEET NO CALCULATED BY OF DATE S • -1 . - - • . - . _ 4 - • - - 33(b.0 to\ft IN 4 5 tit 6 L..._ rUP6 4- "T- • -9-o 5 23 (4 B3 ISS 1 tol,s-___61,4 * 9.7-4‘1 1 • "-- ------- (1,4)----: .7 ideCsL-) , , t. I -"NI ---- • z'.1 --- N1 11= 27,6 Ln. TO RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324.6160 JOB Fr ,TS SHEET NO 22.2"*a- CALCULATED BY G,N1 OF DATE -'E. Is , . . r te ; _FRA 1 _ ,____ _ ._ _I-- _- --_1__ _ 4.17_ -- ..._�Z1Z_(' -- --------- ___.____._...___ _...___ Z`-.. _- t?... — — ___ ......... f I _ � i ___. -e _.._. ___ - ..._ ._..___ ..__.1..........1...i� �._,-- c..r k- /9ik. l2 ___ ...Csk!` _ C �i _...1 }w z- .. . . .._... .L `. - 'F..�._ 50.1 • -) - __•-___ . _ 131 . i C I /63) so. -__. 1 "�. -- . -- .- --- -- .. ----- X 1.5[ ___ P.,Atti--- .. _._ __ ___ _az ts l - ----11-7- .. .-'2 - - _. 1 olC ..__ _. _ ._ . ..:_....._.. __.__._- i t 1 ' ! t ! .._ 1 f.._ _.. .... ; _ - .. N 1..8,Ni 3 _ �," =._ 22 (07. _..__..._.__ _. _ __ :k_ __ _ ..._ ..___ .:..���.. _ - ',41i!---,11.2 ; __I_ _ ____ RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 JOB s . gszaoLs..`i SHEET NO 1212- I CALCULATED BY OF DATE ..._...'kE.N.tmtc6„... - .. 1 .... . RFok,m/w% , i 1 • 1 ...1. 1. ..... _ _... _ _________._. . _..... ____ ......._ _____._... _ I -• - _...... . ,...u..- 16.%. t . .9_:7Lf' ---- ----- i T, PI 1 / LZI.1)) —I c _ ___.4,,, i .11.2? 19Y- _J_ 'f;- (52.9-- Litk ( -•/"2. ''I - - 1 ..4____ • _.• • ____ ji 9 __Fs..t. - 12 2.4fr r.., rst 1 L • _ . .. _ .51 . ..__ ... .............. • ... ......... .. _\4.8 ..._ •_n■......... _ _ ..... .. __ _.._.. : . 71. .3 ..j .M.. 1 ....... .......... ..... „ 17 ..„.......__. _ . .... ......1 .„. 7..-7 _ ....1.2; .. _ ...<4?..1,_ .. • ) • ' .... . ..... - - .i .i.. .... ...... 116' kl. = xI. IL C( .._?,..0 ..._.. . . ..... ___. _....... , -1 - " .. RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324.6160 c .. 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UN _E.: J9!3- - -_- H .... . ...... .. -•--•-- N.1.-..GuLt, ..o. _ _ -_J Gr• r` ! . �� -_ w . _.._ _ ,,,,__,�la AL tv _._ .. - _ -1.-- �.___ k _._ i_- _ _...__ _. _ p _ fhb, ___ 'TV 2ER IT UK EN __ ILA ER . ..._ _ 7 RICHARD HUDSON & ASSOCIATES, INC. • CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 JOB SHEET NO CALCULATED BY OF DATE .. __ __- .... __. _ - ________ __ -- ._ 5 -_ 5 0 ____ 0 i_. __ 0 . g,c- 0 - -_. _ . -. 6d ! ... _. __ _ s % , _ ._. __ �0 __ —� .. — — .. _ ..__. --1. _ — — __._ _.__ .____ _ . _- . . _-... _ _ _ _. ,1 _..__._- — — - _-i___ . - -- _ __ - -_..--- ..-•- . .. z� _...... -- _ r r _ .. IT-- I 0 _ ___ _ I M_ : _in 4. _.._ • • . k INJ a-1 ■ , ,..._. I s I {I , ttQ C .......... i 1 le ca t;.os • 1 _.._ ___ --J ...... I. , _ - -_ r_ ..___g......,11,34,...i..._. . ....._5T I EF __ _ - -- f..i l; .3-i A ___ a ‘94 ._' . 0, 2 . 0 __ _ ___ _ _ -._ _ ____ _ -_ ....... __.. .... ._ _. ._. — .... ... .. .ri ....t. 14.4k .LQ ..... I.-- -4.—r......._, •_�__• - _4...... .1pNta3.- � . I~ RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 JOB � 1') ?Slaw? f._E, SHEET NO CALCULATED BY G-.J M OF DATE _ 12.6.o F2141nIN .. _�� _ _ .__ _ � i ._.. _. .. . . - -_ -._14 SP " J-a_ T E).(3 _ =. ,x.ml _ri.F _ __._ .:.............l__ _ _�___ ..._ FcR __�— Gµo2D5 _._.._ W _ �T,}_ __. UPI N , . L1• : _ __. -' P _ ..3.....6.________ _ � - (. 9_ 10 it _ __.%?. . . J...t_ ___TTI_Co_._ s , ._e_ 41-.... _ ._ . _ _._ $. 1 ._.kirs __. ..... _ - -.. _�14_x..24.4t1.7 _._ _.......... ...._-_-_ I�i L k. 1 1 Ij 111 I ; ... .. .io L T . I f3� , 3 -/� k I 1!12. , 4� RICHARD HUDSON & ASSOCIATES, INC. JOB E.?). LS.1 CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 CALCULATED BY SEATTLE, WASHINGTON 98122 206-324-6160 SHEET NO g OF DATE I 1 -A 1-• 11- 12xLc)r 1 1 -I —II !., .2.N ....17.__. ..41,_..1...--Gri-L-. 1........1 1 ', ' ai! I i I i ' ra- , , • , - 2. ---1- 1- I z i t . 1 etz 1z5z. 1 : 1 _al .1 .1...,01.161% 1...H.........1....___.....t.:......,.... 1 ......:.:_ziatt_.... ......i..._.,..._,,,L.,.... 353 I • t- , ,-. 1 .1 ..1.. 1. ,, 1 1 4-. 374._ -Szli-1) .171...L.f....-1.. 93. 2-..;Ds......___...,..__ 1 _ • I 1-- 4. . C.F) 11.04 1 [ 4114"Eiti. 1 - -- ---f--- r7:1 •---r- 1 4 • 4.7:__:..._ t5 • Cf,)( .4(% .. . C177.6_,_ • %O. RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 JOB 5. I IL. r26T3 LE-1 SHEET NO 4+' CALCULATED BY 1 -31 1- • ; ! 1_ I j ' JD_ 111._;11.1`,1111 -- - 1.0 _L _ I L. 1 I ' • L.P•ir-* 1:1 OF DATE fru 1 (3) — Ct. 2180 as co J 1 (4 . -13. -1- .1 I sfi. -- -I-- - ---- -1 1 ...1. ...‘-_....._ __.[...... As! ! , 4.7.1...n.. ....i , 1 ! „I. 1 .. .... i .. • , '.. --.-..--1.11 i;i -_ -2.--. 1 1. --,1-.7.--,-1.--1.i. ' C . - '--ci—rr;j ', i --k-.-7.;i tL• , . ..4...1.t.\ . =; .-2/.7.7!-7v 1:.-11;.7, • .()74 .c 2. ...-4 --L5. 1 1 , i i . ;--7• - ,7 Iir1: A .1a ‘ k - 9 i 1 1 c0 -;I ! k ; e% )- - • . 4 . ; i1 1 1, r1 - - .- . .. ..- -- . .- .-- .' i 11' . I I 1 , i - - - --,. - .-.-1 11 I ,1 , I,F. - --- . ....l. - RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 JOS , 1 . •'Tzr'. SHEET NO OF CALCULATED BY GJ DATE .161 rz 1— 504'6 ?y . G � S P rNkk _40 _.._ _ -_. _. s i, . i 1. E.. -. ., a�( 4 _a 1 PSG r RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 JOB SHEET NO CALCULATED SY _Call OF DATE I 1------I -- ,31-- _ _-- ---- _ - .... i d ---r 0).: aws.orwro -i i_-- . r- , -, ._._ 1..._ . f_ „..___ I , -1 I--- ....... .Z...). .rn:D.PAN__.... r- 1.- - . I ____Cike..cie......_.P4o,t4c., r— ' ._... ___ L.;-. tl •t- ”- B 2127 C 41 312,... L . ., .h. _...t _ i ___ _____ ' i_....1_ _ - -----. -r . .. , I ,c1.- - r.F.....p.— Z:47...1,11x,1 .. . .. . . _ ... - _] .. . . .. _______ .._. . • i- . _. H , _ .._ ______ _ ___ ... --- __. -- I i _ . _ ...... _ .... , - - . ........__ ...- - , - -- _ RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324 -6160 JOB E.,1 • , SHEET NO V,4"'+ CALCULATED BY �JP1 OF DATE __.... _ 1 _ ._._�..._...__.�_.._�__{ !`` - 1 i i i Z I 47 , .4, = ..I Ii,, • _ C+ Fi _-_lft'IfJQ_... ..._.` C1.. ~1— .• 4 . .1 1%f"--_. ..... _..__... _.._. i-J fc.� C.. I 1 1 1 'i i 1 i t. 1 j RICHARD HUDSON & ASSOC. CONSULTING ENGINEERS 1605 12TH AVE. SEATTLE, WA Title :E. B. BRADLEY Scope :GATEWAY NORTH Number: &. Misc : Dsngr :CJM Date:08- Jun -93 TILT -UP CONCRETE WALL PANEL STRIP DESIGN Page DESCRIPTION » TYPICAL WALL » WITH TRUSS LOAD WALL DATA CLEAR WALL HT. _ PARAPET HEIGHT = WALL THICKNESS = REBAR SIZE # REBAR SPACING DEPTH TO STEEL CONCRETE WEIGHT = MAX DEFL. RATIO = MIN VERT STEEL = MIN HORIZ STEEL = Max. Vert. Spacing = Max. Horiz.Spacing = LATERAL LOADS WIND LOAD = POINT LATERAL LOAD = ...HEIGHT FROM BASE = ...1:Seismic,2:Wind ? UNIFORM LATERAL LOAD PER FOOT WALL HT. _ ...HT TO TOP OF LOAD = ...HT TO BOTTOM " " = ...1:Seismic,2:Wind ? 20t 2'ft 7.25 in 5 18 in 3.375 in 145 pcf 150 0.0020 0.0012 18.00 18.00 % in in 14 psf ft 1 w/s plf ft ft 1 w/s DESIGN DATA f'c : CONCRETE = 3,000 psi Fy : REINF. = 60,000 psi PHI 0.90 SEISMIC ZONE (0= Wind)= 3 WALL : ZICp = 0.225 PARAPET : ZICp = 0.6 EFFECTIVE LENGTH = 12 in COMBINE LL & ST INCLUDE PARAPET ? Y ? N y/n y/n % FIXITY @ BASE - - -> (Set to 0% for UBC methods) VERTICAL LOADS ROOF /FLOOR LOADS: DEAD LOAD LIVE LOAD LOAD ECC. ADDL. DEAD LOAD " LIVE LOAD Note! These Vertical = 320 lbs = 570 lbs = 2.5 in = lbs lbs and Lateral loads are applied over the "effective length ". CHOICE OF DESIGN METHOD 1988 UBC 2614(i) : Exact, Non - Iterated Enter - -> 1988 UBC 2614(i) : Iterated - -> ACI Method #1: Eq. 9 -7 and iterate deflections - -> " #2: Eq. 9 -7 w/ deflection @ Mn - -> Empirical Method #1: Use Icr and iterate defl. - -> " " #2: Use Icr and deft. @ Mn - -> DESIGN SUMMARY Seismic Moment Capacity: Mn * Phi Applied Moments: Mu @ Mid - Height = Mu @ Top of Wall = Actual Axial Stress Allow. Axial Stress = 0.04 f'c = Max. As %: 0.6 * RhoBal = 0.012 : vs. Maximum Service Deflection = Height /Service Deflection Ratio Maximum Bar Spacing For Parapet Mu = _ 41,844 32,867 2,657 25 120 0.0051 0.184 1,695 18.00 in 0 1 2 » 1 « 3 4 5 in -# in -# in -# psi psi in Wind - - -- 41,844 in# 19,750 in# 2,657 in# 25 psi 120 psi 0.0051 % 0.134 in 2,327 18.00 in FACTORED LOAD ANALYSIS Basic Deflection w/o P -Delta Basic Moment w/o P -Delta Excess over Cracking Moment Maximum Deflection w /Factored Loads Mu : Maximum Moment @ Convergence _ OM *Ma Seismic -- - -- Wind 0.35 in 0.17 29,368 in -# 19,453 4,077 in -# 2.04 in 32,867 in -# in in -# in -# 0.17 in 19,750 in -# RICHARD HUDSON & ASSOC. CONSULTING ENGINEERS 1605 12TH AVE. SEATTLE, WA Title :E. B. BRADLEY Scope :GATEWAY NORTH Number: Misc : Dsngr :CJM Date:08- Jun -93 TILT -UP CONCRETE WALL PANEL STRIP DESIGN Page ....Governing ACI SERVICE LOAD ANALYSIS Basic Deflection w/o P -Delta Basic Moment w/o P -Delta Excess over Cracking Moment Maximum Deflection w /Service Maximum Moment @ Convergence Equation : Loads NOM ONO 9 -2 Seismic -- 0.18 in 21,112 in -# in -# 0.18. in 21,396 in -# ame 41=1 OM 9 -2 Wind - -- 0.13 in 15,330 in -# in -# 0.13 in 15,537 in -# LOAD SUMMARY All factored load analysis is carried out twice for each ACI Eq. 9 -2: 1.4D + 1.4L + 1.4E Eq. 9 -3: 0.9D +/- 1.4E Wall Weight Vertical Loads: P -Axial P -Wall 87.6 psi,/ W1:Wall Wt * ZICp = W2:Parapet Wt * ZICp = `890 plf Pu -Axial • 1,314 U Pu -Wall Total Service = 2,204 plf ANALYSIS E :57,000 *(f'c ^.5) = 3.1E +06 psi n : 29,000 /Ec = 9.29 Fr: .5 * (f'c ^.5) = 273.9 psi Ht'/ Thk Ratio = 43.0 • Seismic = 1,063 = 1,380 Equation: 19.7 psf 52.6 Wind 1,063 plf* 1,380 " Total Fact. = 2,443 VALUES S -gross Mcr = S * Fr. Rho balanced As(eff) = [ Pu:tot + (As *Fy) ] / Fy = 'a' = (As *Fy + Pu) /(.85 *f'c *12) 'c'= 'a' / .85 MOMENT OF INERTIA MODIFICATION FACTOR = I -gross I- cracked = I- effective (ACI) Phi : Capacity Reduction Factor Mn = As(eff) * Fy * ( d - a/2 ) _ 2,443 plf 105.1 = 28,790 = 0.02138 Seismic -- - 0.247 in ^2 /ft 0.485 in 0.571 in 1.00 381.1 18.8 in ^4 11 I 0.9 46,494 in -# Wind 0.247. in'3 in inA2 0.485 in 0.571 in 1.00 381.1 inA4 18.8 I 0.9 46,494 in - # RICHARD HUDSON & ASSOCIATES, INC. JOB E ?,. 'PAll. a t.,1• =`) CONSULTING ENGINEERS SHEET NO Kl -1. 1605 12TH AVENUE • SUITE 18 CALCULATED BY DATE SEATTLE, WASHINGTON 98122 206- 324 -6160 OF RICHARD HUDSON & ASSOC. Title :E.B. BRADLEY Scope :GATEWAY NORTH Number: 5 Misc : Dsngr :CJM Date:07- Jun -93 TILT -UP CONCRETE WALL PANEL STRIP DESIGN Page DESCRIPTION » SIDE PANEL AT » JAMB WALL DATA CLEAR WALL HT. PARAPET HEIGHT WALL THICKNESS REBAR SIZE REBAR SPACING DEPTH TO STEEL CONCRETE WEIGHT MAX DEFL. RATIO DOOR 26 ft 2 ft MIN VERT STEEL = MIN HORIZ STEEL = Max. Vert. Spacing = Max. Horiz.Spacing LATERAL LOADS WIND LOAD = POINT LATERAL LOAD = ...HEIGHT FROM BASE = ...1:Seismic,2:Wind ? UNIFORM LATERAL LOAD PER FOOT WALL HT. = ...HT TO TOP OF LOAD = ...HT TO BOTTOM " " = ...1:Seismic,2:Wind ? 145 pcf 150 0.0020 0.0012 18.00 18.00 in in 54 psf ft 1 w/s plf ft ft 1 to /s DESIGN DATA f'c : CONCRETE _ Fy : REINF. = PHI SEISMIC ZONE (0= Wind)= WALL : ZICp = PARAPET : ZICp EFFECTIVE LENGTH 3,000 psi 60,000 psi 0.90 3 0.225 0.6 12 in COMBINE LL & ST ? INCLUDE PARAPET ? N % FIXITY @ BASE (Set to 0% for VERTICAL ROOF /FLOOR LOADS: DEAD LOAD LIVE LOAD LOAD ECC. DEAD LOAD LIVE LOAD ADDL. n N y/n y/n - - -> UBC methods) LOADS • 4410 lbs • 2248 lbs • 1.5 in lbs lbs Note! These Vertical and Lateral loads are applied over the "effective length ". -- - -- CHOICE OF DESIGN METHOD 1988 UBC 2614(i) : Exact, Non - Iterated Enter - -> 1988 UBC 2614(i) : Iterated - -> ACI Method #1: Eq. 9 -7 and iterate deflections - -> " #2: Eq. 9 -7 w/ deflection @ Mn - -> Empirical Method #1: Use Icr and iterate defl. - -> " " #2: Use Icr and defl. @ Mn - -> DESIGN SUMMARY Seismic Moment Capacity: Mn * Phi Applied Moments: Mu @ Mid - Height = Mu @ Top of Wall = Actual Axial Stress = Allow. Axial Stress = 0.04 f'c = Max. As %: 0.6 * RhoBal, = 0.012 : vs Maximum Service Deflection = Height /Service Deflection Ratio = Maximum Bar Spacing For Parapet Mu = 0 1 2 » 3 4 5 1 « 170,815 in -# 34,013 in -# 6,946 in -# 66 psi 120 psi . 0.0110 % 0.213 in 1,461 18.00 in Wind - - -- 170,815 in# 86,885 in# 6,946 in# 66 psi 120 psi 0.0110 % 2.007 in 155 18.00 in FACTORED LOAD ANALYSIS Basic Deflection w/o P -Delta Basic Moment w/o P -Delta = Excess over Cracking Moment = Maximum Deflection w /Factored Loads Mu : Maximum Moment @ Convergence _ - Seismic -- 0.37 in 31,603 in -# 5,223 in -# 0.46 in 34,013 in -# - -- Wind - -- 2.20 in 73,314 in -# 58,095 in -# 2.56 in 86,885 in -# RICHARD HUDSON & ASSOC. Title :E.B. BRADLEY Scope :GATEWAY NORTH Number: LD . Misc : Dsngr :CJM Date:07- Jun -93 TILT -UP CONCRETE WALL PANEL STRIP DESIGN Page ....Governing ACI Equation SERVICE LOAD ANALYSIS Basic Deflection w/o P -Delta Basic Moment w/o P -Delta Excess over Cracking Moment Maximum Deflection w /Service Maximum Moment @ Convergence Loads 9 -2 9 -2 Seismic -- - -- Wind 0.20 in 0.50 23,431 in -# 58,108 39,466 0.21 in. 2.01 24,504 in -# 68,255 LOAD SUMMARY All factored load analysis is carried out twice for each ACI Equation: Eq. 9 -2: 1.4D + 1.4L + 1.4E Eq. 9 -3: 0.9D +/- 1.4E Wall Weight Vertical Loads: P -Axial P -Wall Total Service = 87.6 psf = 4,410 plf = 1,314 " E :57,000 *(f'c ^.5) n : 29,000 /Ec = Fr: 5 * (f'c ^.5) Ht / Thk Ratio 5,724 plf ANALYSIS 3.1E +06 psi 9.29 273.9 psi 43.0 W1:Wall Wt * ZICp = 19.7 psf W2:Parapet Wt * ZICp = 52.6 Pu -Axial Pu -Wall Total Fact. VALUES Seismic Wind = 4,630 4,630 plf. = 1,38,0 1,380 " 6,010 6,010 plf S -gross Mcr = S * Fr Rho balanced As(eff) = [ Pu:tot + (As *Fy) ] / Fy 'a' = (As *Fy + Pu) /(.85 *f'c *12) 'c'= 'a' / .85 MOMENT OF INERTIA MODIFICATION FACTOR I -gross I- cracked I- effective (ACI) Phi : Capacity Reduction Factor Mn = As(eff) * Fy * ( d - a/2 ) 105.1 inA3 28,790 in -# = 0.02138 Seismic -- - -- Wind 0.753.inA2 /ft 0.753 1.476 in • 1.737 in 1.00 381.1 inA4 92.7 " 0.9 189,795•in -# in' 2 1.476 in 1.737 in 1.00 381.1 inA4 92.7 n 0.9 189,795 in -# RICHARD HUDSON & ASSOCIATES, INC. JOB _.5.1312a0t..el CONSULTING ENGINEERS SHEET NO. 1605 12TH AVENUE • SUITE 18 CALCULATED BY e..4 141 DATE SEATTLE, WASHINGTON 98122 206-324-6160 • 1 , _itt.........._____...s...........-_-___4 1 , .4- •-• • -1---1-4 I. ! _.!_ L)..,1c- ,......,_ r-It• I ! , ( , ! -i-- -I ! 1 __..........,.._ .....L._..._!__ .... _ ._..'!.'S _t..5 .itZ,.4.).._._ ..7-...__.. --_--.—...._._.._ 4 -- :.___1.. - _ !. ‘01 ! I 1-, 1 ! ; ‘4? 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JOB 2g0L-9 CONSULTING ENGINEERS SHEET NO 10 1605 12TH AVENUE • SUITE 18 CALCULATED BY DATE SEATTLE, WASHINGTON 98122 206-324-6160 ■11•1•71.1■31. OF 1 U. ••-i 4- lx.1 I'L.L 1(1:‘qj _ C _ C41 tS_4 Wi a; 1- 1 Crt, I . ..i.1,..._...„... Si■a\s-L,.....pt.m I. Zokr.aloci _1 .c,IN : It. ..i_. 1. I ... .. t_.. j .. 1 ! ' • , 1 _i____..i......i.......Sit.110C.e.. Lr.›AtZ ,I, 1 ■ . . ; : . i , -1-1,----L,4----1›i.1 . L -:. - ..., : . , ., , . , , . , , , .1.._.. i 1 ..;,-.--.-1 .. i . i • 1 , .., ..g. .... ,:...tstzb ...,. .....s.) 1 7— A. , ! , , - i ; 1 i • I , : . • , ! .... .. . ! .. i , . ..4ii... i _, ..;' ! i _,, • I . • . 1' 1 . ', • ,, ,' ",. 1 -.., -1. , •. 1 ...),....._ .1_ .1.....: i , .,i _.,. 1 ....v .4 /1 . 1 i 0 e. _ ......PE-latUw, ir .: ...<: it. ........... , 1 1 1 : ■ i • RICHARD HUDSON & ASSOCIATES, INC. 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CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 CALCULATED BY SEATTLE, WASHINGTON 98122 206-324-6160 JOB, SHEET NO 17,1 OF DATE I I c • tt.r-f • --- .•. _ I ._ 1775. 21-Sk! '''' 1 /2 . . 1- chlf..t.1c,t; ts 1. i I 1••, _Now I- c ,F ..>I i . ' ....,.,_ .t......(..1,4V..... 1 : 4■4......,-__ I ....1 . ! 2 4,1' (I•3) 1 -USE:...._..1..Z.71_....CD...4.: I. ... ... .1 .....1........ I I i .t... .I... L .1.. , . ,_,IIII•• I .-.1.,'' -1,-- 1-• --I [ 1-1 -I- -;- . • __ ; • . -4 0 Sir'4 131- __ l3Ii1i - - 1-; 17;-" ki-71 , 1 . -.;- 47C. Fiztf• 17 _ _.1.'riL.-,...1 ... .... 1 ei • i Co RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 JOB g.-/TS , SHEET NO _L- CALCULATED BY C.b ti OF DATE 1, 1 • ..: _1 1 .1. 1_ .1t_ 1 1 1 1 1 ,- — - LJ. 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CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206.324-6160 .JS. ] O B ) .1 (i .. . 1 2 HEET NO. VV .._1-U i O1 F CALCULATED DATE TE _1 f2 ! —_0 0 zi zv .1, ___1 2 04" 40 - 1 - 1 i 2, T:ai 4 2 o __ _ - -4- 1• . it . 71 CeZk 111... ..„.. 2_L. V 4<. ..;- -.......-- .....i-.. I- IH . __..__.._... .. ._._ L. ... , 4.r- L_ •' T4 . J.r.:1 . . 1. -3 1 .• , i !I I r 2 .1. I 1i ,1I i 1 - .; _ )2 , . -.1.4* 1 01 ..:), ,' r , " I 0 _ . ,• ,F5 .. 2 , , 1L 0 ..- ..n -. b ..- _•- , O12 l.. [-- -- 2 2 ,/ ts 72: +1,$)z5(•0 --- • -I — _.__.I • cgeLL I p; . uci-1.6) 23 iir ( ; S-)c- 1..f) -90 --- • . 4 RICHARD HUDSON & ASSOCIATES, INC. JOB *E- 1 CS 0 Fy-act (12r F CONSULTING ENGINEERS SHEET NO Yht 55 1605 12TH AVENUE • SUITE 18 CALCULATED BY DATE SEATTLE, WASHINGTON 98122 206•324-6160 .... ____ ..-1- 1 1,1,:e.su ',La.: -1- '6 tirriersia-tive i , . 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SUITE 18 CALCULATED BY DATE fEATTLE, WASHINGTON 98122 206-324-6160 , i vra d.Q,. ----1---1-- 0 ... . .. ______ __.__ _ -- ____; ___A___ ' 1 I ,� U. it. I 4 11 2 II _ 1 : n 1 �c. - P.Q.. ___. a-`�' ___ / ____ l.. l_E- -1_EV.1,1 N - S _ _ .._.__...._ ........ . .... atr(-J Co, 0 ' Looms. () - � �._...Q - -._t. , 3 B o- �` KT— U hJG.. WHC.L I ....._�._.._ .... 1._ . �O14 Z1 - �C ..i , 1 i•- • i Y ..k_ i_ —{ __, I _ : e.• 0.IIIIII 1L ` q� Gt aG' q a i i I 1 g��I r 1 • ,, ..:._,.._....._..1...._. .._...._ I __....._ 11 �q.3v __ .............1- _1— _vale �_e ceS._Fa ac,� RICHARD HUDSON & ASSOCIATES, INC. JOB t�. Pyra� CONSULTING ENGINEERS SHEET NO Melia) Ltrkoar Z OF 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206.324 -6160 CALCULATED BY DATE l a 4cy l = I ,IX).. l41...".. _ (.itIx 1S' 1 3� l2 G �", (nz64A, I I (-0.0 ''.C) I 71 I_� 1 _1._.-- j__.._. r._ -.- . � r - 'lf 1.1 r2 /3 ? 2g1►4/, • r • o g+ "con �Klw INDEX TO DRAWINGS SDI Site Plan 1.of 3 Grading & Storm Drainage Plan 2 of 3 sewer & Water Plan 3 of 3 Notes & Details L -1 Landscape Plan L -2 Irrigation Plan L -3 Details A -1 Moor Plan A -2 First & Second Floor Plan A-? Elevations A -4 Room & Door Schedule A -5 Wall Sections Stai A -? Details A -6 r Section M _t3 p A $ Si of o Foundation Plan S2 of 9 Roof Framing Plan S3 of 9 Floor Framing Plan S4 of 9 Notes & Details S5 of 9 Roof Details S6 of 9 Tilt -Up Details 87 of 9 Panel Joint Details S8 of 9 Tilt -Up Details S9 of 9 Tilt -Up Details pm: NtAN #+cC M *10 wog) LI!P t,ul!i D AMISH I Riven egmee Oil , rte, PO .41.E 50II,oING 4, 51 tE �rQ T I rrIGS I. BUILDING •TYPE: V -N 6PRINI:LErtED 2. BUILDING COPE: S. LAT 6! zX : 4. ZONING: . °.11IWING AREA q. GROUND L4 - UBc 411 Actza,St Her h'!•i OGF,c . (°S2) 1.00. 04.41 W42rH J9 52 �r . L52.) = I, 4ey. malt.. G. PAR- -ING RSQ■IIF -D Or rice : ',,u -4,0 4o0 = 17 W42E ti OUP :$4-,N.4- 4100o 0 34- '1OTAL. = 51 h!7.w7 '7. PARKING SHOWN 5rLrIO4RD: 4to WI I�NJ� I 7 HANDIGAFY P ToTAI_ : 'b uh 't"UIt 4 FttWc. hlfw2 ofr 4).11‘94't CC 1-I fil IL`>' afro, ! 62, VEtR'E7'AT(ON "tI E frUKW1LA PROPERTY LANE 1: Fi.YI(.M.FR.)(9Oa4 CFS) - (Mett+{katl \\rst•:n tsar -) - pmeocwr Fwi -5s ass Mc=1 Tor Ot act., k. '� J �•�L -112fE LIB F *(9F I i otivAt arm vAU. eft/AO Vtt» ctx Ho WINC442 G1h 'FUTUFEE DEVELOPMENT, L1. �9vrJQn�s �� S IISIe y`rQ T • • S U61H STto _.. T- - 31 ?7ND ST S! 61H ST If.:�G!. G fiI S£ BT ER!IK.4Ft0j' 11;!•:;:tipl? (- Ft2.uDED. LQNG�r'(� GtJ6c�, NORTH „ice FJULLDIi+%, CITY OF TUKWILA APPROVED OCT 1993 r. FaYil. BUILDING DI a ION SITE PLAN EXISTING BUILDINfi SEPARATE PERMIT AND ..5.cdRiseo APPROVAL. REQUIRED i j iii !jilir I iii ir I iii ; Ili Ill;ll lllI j iit III i IIr tit t. pill i tibi r I liji ii Ii } 141 I4 IR r �3 4 5 6 7 8 • MOTE: I£ the microfilmed document is Jess clear than this 1 ' notice, it Is due to the quality of the original document. i 440 1 01 11 (!11111 illll!111!Iti!1111 01il!I 9 10 11.th"SU.M. 12. . r le 7f £ Z t O ��IIIIIIIIIIIIII !I�IIIIII!!Iill!I�I!(litIIIL. „ - Oe 6Z 86 LZ 9Z SZ 7Z 'CZ ZZ t' OZ 6t 81 LI 9t Si £t Zt tt QL 6 8 II!1111!! I I 1 ` ' I I '�I(I!1!�II IN1I �Iiii�l��lili'I�I�IIiIII' Illlill!IIJI��HllifdlilWi 1111II!I�111Y�}(j l41,4 lii!I��I I81(iil! ':�Ibl �I!Ili I' 111! illill !!ilil11111111�I11!.�!Il;lu :j uii III i, I1 • SEPARATE PERNin- REQUIRED FOR: EryECHANICAL _ ELECTRICAL 2/GAS !� GAS PIPING CITY OF TUKWILA BUILDING DIVISION FILE COPY I understand that the Pier Check approvals are asked to errors and etlldsi ons end approval of plan3 does not authorize the 114otesion of any adopted coma or canine& FttobVt of oonbectot`a copy of BY Date — Fat No. erm o -5 -q3 Fp •i , - :993 ,"RECEVED i CRy OF TI%K lKq; AUG 3 i ' 1993" newest CENTER ' SCALE: 1" w 40' _ _ _ ljLGL_ - MATCH EX. FLOWLINE !12 C.Y. 6' - 8" QUARRY SPALLS; ; OF: ..S143PE 410. S BACK NNE _ _vEGETATION LINE_ _ _ t - 8.85 (121/ . I.E. • 8.51 (i51 , N. EDGE GRAVEL RD. tali; ,• S. EDGE GRAVEL • `If ; 11 -r- E Z- X - 8 W ‘. I.E. • 15. NOTE: i8 LF PROVIDE 6" OPENING, IN THE CORD NIO O.C. AL ONG NORTH SIDES Of BIG-SWALE S _ i.E. .16.40- S V 3a LF • /, EX. C.8 •----RIM .18.50/ I.E. • 14.43 1,. @0 0 0 17.8 /43 GRADING & STORM DRAINAGE PLAN CB 5,TYPE I 17.00 Li":. 14.00 ' • - ---- b,„11" LE. • 7.85 112' E wi I.E. • 752 (15' :or( 12' SD :11_5....7„...„%_50. - - _GR. _AVEL, PATH_ S TBACK LINE • ----- 16.0 irp 18 41Ipia \\ `R//' •-.,/ • -1••••••/ •isf 4 •11....411 •II, BLD-6:0VERHANG -LINE (TYP.) 111•1(•■• • 18.35 I. 14.32 C LE. • 15.80 - S.S. MH Rim -18.35 I.E. • 7.95 (IN) LE. • 7.85 (OUT) Clii#6, TYPE I RIM =17.9t EX:-E41, EXOSTONG IBUOLDONG /6. 131/WAIWISH RIVER (-EX. EHOSWALE "5/172ra" ' 16.0 OF PROPOSED BUILDING F.F. 10.0- '11* 16. 8. SD C;4"3 TYP I N STD. ATE )IL 'WA TER SEP. :OP ' 4.90 3.5% "O'S) ° N tk. Pisr. I.E. • 11.8! ICH - FLO'NLNE 1/2' C.'. 8" QUARRY SPALLS • N- . 17.0 4 TYPE I NtSTD. -OP = = 13.44 .3.14 (17' LEGEND: EXISTING' CONTOURS E XIS TING STORM LINE EXISTING SAN. SEWER Ex)STNG NA LR NE EXISTING FIRE HYD. ExiSTING PERF. PIPE PROPOSED GRADING PROPOSED STORM LINE „.... iliwilliplIIIIIIIIIIIIIIIIiluivilitiq illtili 1 pitiwi frollitipil wiwilliplil ikt144,11tiT i ... • 4 , 0 .. T.' .C. 1 2 ilf/3 4 5 6 7 . _____ _8 9 i 10 11 WM. Kr.'" 12- r t NOTE: if the-ttierofiTa;OddocumWrit- is less titan this ! ( . ; notice, it is due to the quality of the original document. , oe 62 84 /2 92 52 72 62 22 Ii 03 61 81 Lt 91 SI. •/( El 21. I.1. 01, 6 8 1 ; 9 S V E Z I 40, 0 imilimlmilmilw:11;;;h11111111;;;Imillill1;;;;I;i1;IRtlitlaituilmilitis]uildttukulnilludo,litu 11114411412thotd;;;;Ilialmilmilindmilit,10141111141111;11;;HIliiiimilmikilmilimlimlimildwilid ; 1 -22 1/ 1» , 4 F. 15.0- 15._0 gi2.4fp. 1.& 1.33 • 14.60 HP % -I I C Le% 15.0 HC 18.3 17.6 733 .15.80 I.E. • ;2.61 -1 --......._ cas` -- jilk, FINISH GRADE /twu.F.. Rim -ri- -.. \_ ,-,f 17 • Paz.,...-__ LE. • IS. ),..-- „, • . - • -.5 ---- -.'.3 I 4 */ ..._ , ?.,.,, cz ,././ = 3 85 -,...........4-.A. \ eil/ %' ikii. 17:85 __,'-i-.-_-.;,/sfili; • (9: E." \ --......,..„.. ---_____ Arco ------„, '"-B !.74,11, CBI: 2, TYPE I SRA ; • •• ■ 4.7'0 - 2"NB*SI CBI: ■TYPE I 6.3• A ars' • .„ EXISTING GRAVEL PATH sEwd: G_RVEL c. LOT LE -- 1:1.0 - s• L. • 17_1, -A•1‘ •- ' r" • s•%.,, • r• 1_01.12.is '• 1:;,-••• S (k . ,:lri.,•,,,':: . 111 ., .,7t,,.•!'''' ..\\ ' \ .4•9 • , : \! 03 0I WA TER L INE - VICINITY MAP VEGETATION N_ LINE _ - ii --7-----PROPOSED LOT LINE • 18 18.0t • ---..._. ---, --------_,...., I.E. • 5.95 IOU'D .7 ir-------___ I.E. • 6.05 ((NI -_, ( / ----J ROA • 16.62 .... LE. • 4.22 1.241 • 4.12 MUT) • 0- EX. C PP •50' SETBACK LINE - _ - - TOP-5(7 SLOPE FUTURE DEVELOPMENT "s..., ' RIM • 17.80 "s. ' . ------, \ I.E. • 12.80 . ...., EX. CB TyPE '1"., -----..._ -Rb.4 • 15.80 ------s--.„ --- -‹ • • .. "---....., I.E. • 11.26 115'; '...,_. ------,A(:_ . • • . , '--L--„, I.E. • 1224 (12') A • 4-- .---•-•••4--• .,••• s•--.41-1's,. • • ri* EXOSTONG BUOLOONG SURVEY DATA • 1, L. * ". • . , L x ' Rm-4 15.80 I.E. • te.72 (15•1 ---------...._ \ t;r- I.E. • 11.92.112'1 .}-----:-■,.....-",-So `...„,, /,_ -. _ '2.-' EX. C8 11U .717.80 I.E. • 1344 r - BOUNDARY FROM A.L.T.A, SURVEY h1,,P BY WILSEY & HAM DATED 7128/87; VERTICAL DA7UM, U.S.C. t G.S. MSL BM # URS 392-6-11. EL. . 11.56 TOPOGRAPHY FROM OARGHAUSEN CONSULTING ENGINEERS, INC. ON 813138 & 10/7/88 THROUGH 10/14/88 AND 11/7188. Ek \ EX. c:B Rim • C7.32 I.E. • 12.32 Eli. ,s. EX, 9. s ILE.. 8.60- II RIM • 21.85' I.E. • 9.32 0.F. • 13.65 ,,•""- - .9;7 F 4.,„, -i-, 0 ,.,• -- - ZO f ; ' .1-::} . •-: ' N'''''......'......."."'".'"-.n."......Ai i< .s VI t•■ ?' RIM • I1.32 I.E. • 13.40 --? I.E. • 6.99 JFH . w F EX. 2' WATER mETLP 80X 1TY OF TUKWILA PPROVED e CT S 139 ? AS NOTED ... cut DING DIVISION sEp 1993 qr7';o: Fac-En° CITY NUG CENTE STAMP 164131 SCALE: 1" • 4O WATER LINf _ VEGETATION LINE p �r Ca \ 3• nil I.E. • 8.85 132'1 O� LE. • 8.51 115'1 N. EDGE GRAVEL RD. w 1 // S. -- -- GRAVEL RD:- I E /-RBA •I 5`- °n- LE. • 7.85 (12' E & WI nil LE. • 7.52 05' N1 OF _ c550• S • BACK • OPE NE t- . EX_ EX.FHI��- II -,- (si XII SAN. SERVER & WATER PLAN DOW4418H RIVER BLD-G.'OVERHANG LINE (TYP.) • __ - - EX. B;0S*ALE -`_ • _ �_ - - 2.9f OF s 5- N 0;- Wa .: AV. • • .t r-r 's : dm ..::I dPi NI R • ;24 ,;. Sr PARK - WA TER -LINE _ - - - VEGETATION LINE - _ PROPOSED BUILDING F.F. 1. N EX. LOT LINE REMOVE EXISTI IG HYDRANT 6' D.I. EXTENSION 8 6' GATE VALVE. INSTALL PLUG RELOCATE EX. IRE HYDRANT TO BACK OF CURB N INSTA _ (- ' TEE (MJ) I --g'-ADAPTOR-(Md.fL)---- 1 - 8'x6' REDUCER (FL) 1 - 6' G.V. (FLxMJ) 5 LF 6' D.!. EXTENSION - F.H. ASSY. PER ' TD.- DETAILS CONC. BLOCKING N RI , =10.00 I.E.= 7.41 EX I END 2' WAITER 0 LERVICE F) I.E. • 16.40- SPRINKLER RISER PROPOSED LOT LINE N. EDGE GRAVEL RD- .. E G:k� .- Ex. aro-SI sWa�� *1 11 ii yr �1L-R VICINITY MAP _ X50' S_ETBAGK LINE TOP OF SLOPE 0 LE 8 D.I. EXTENSION - 8•x6' 90' ELBOW IMJxFL) - 6' G.V. (FLNMJ) 6 LF 6' D.I. EXTENSION - F.H. ASSY. PER STD. DETAIL CONC.. BLOCKING FUTURE DEVELOPMENT N LE. • 15.80 - j w S.S. MM ui - 18:35 LE. • 7.95 11N) I.E. • 7.85 10101 STALL 1 - 8• TEE (FL) I - 8' G.V. (FLxMJ) CONC. BLOCKING S.� RIM = 17.7 I.E. = 6.31 VERIFY LOCATION AND I.E. PRIOR TO CONSTRUCTION. EXOS U ONG BJOL ®003')0 LE. .1 . 1 7.85 �E. •13.85 �......E.EX ASS CONS lECT )'b' xISTING 2' x, s.s, UH WATER SERVICE IE. • tpp40: ,LINE_ LE. 6.0`S tB1) I.E. • 5.95 ,OUT RIM s7.80 / LE. • 12.24 1121 •a�) ao LE. • 1'Q1,,72 115') EXCB +.E. - 11.9E 02'1 Rim • gi.95 , E. - 32 �-' U.F. • 1 13.65 EX. 15. so EX. S.S. MH Rat • 39.(33'1--- - I.E. • 422 (IN) f - 412(OUT) r / EX. CB J{ E 17.10 k' i I E. • 13 0 .•14 Q h/! k 1r .. v.+•OYlP.C/Q:�1�3�i•/JiRIYav:wv ..f{ZA�.T:(aYA,�i.`�3'11',+f.' ...�r.:lo.... i'''_. �aiu4:' S^ Jf'.: aiY '}'i+i���-�.i ?d"r/.d „a•�7i1. ?`: LEGEND: EXISTING CONTOURS EXISTING STORM LINE EXISTING SAN. SEWER EXISTING WATER LINE EXISTING FIRE HYD. EXISTING PERF. PIPE PROPOSED GRADING PROPOSED STORM LINE - -22- *0 -.-- 4 -!- +- ;-- +- .- -r+. INSTALL I - 10-x8' WET TAP -8Y .0 I - 8' G.V. IFLxMJ) CONC. BL.KG. so Ex, 4.;;;-- P' s .s. }� / I , 4p E�x CCee 32 L 1 I.E. •12.32 6.99 • �• SO yob. 7 cll OF TUK'WILA A PROVED p i 8 19 9 3 S NOTED l 17 32 I.E. • 1140 EXOS u ONG BLJOLDONG SURVEY DATA BOUNDARY FROM A.L.T.A. SURVEY MAP BY WILSEY A HAM DATED 3'128187. VERTICAL DATUM, U.S d G.S. MSL BM # URS 392-6-11. EL. = 11.58 O N':I ID 1 >11 I 11. ,x r 11 TOPOGRAPHY FROM BAFIGHAUSEN CONSULTING EN +INEERS, INC. ON 813188 8 10/7/88 THROUGH 10114188 AND 1117188. r_: .#:Pi%t.aeSnr."5t a .7axcttr- :re•..a,. :sr�.-- ,cmz.. �°`•, .. ...- .. .. .. .� ,�,�. Vic. w...:. .............: '.._...-- _....v...._ N • ��i�jii�����l��i����j����iiil ;�;�i�ij ►n�����lir�i�iii����j�fij 11 t!i►111 111 11111 111-1 iii �ijiiijr� 'W1(1i111i101144;1i11;1 4144ilitiiii liI viiiiiii IIiliii1111;1111111i111 0 , "M " ( NOM 1 2 * 3 4 5 6 _ 7 _ 8_ 9 10 11 „"•Mx 12- t NOTE: If the microfiimed document is less clear than this • notice, it is due to the quaLlty of the original document. (:)€ 62 ae c z 9a sz tiz ez ea la 0Z Et 81 Lt 9l S1 VII el 21 a pL 6 8 LI 9 s ry e z ( •= p 1111111111111I11I11II 111111111111011 IIIIIIIII11Ii111li.11111 lllNl llil)lllll) ; ul�l ;l1i�lJyuJliu 131)��411j Jjjj�JI�' ;I111111nr11111 WIi11l 11illuil1l)dl!Il��ij ,III 111 Il 1111111 iU IIIII111 111111.11111111it1lclllln111111ull1uldII11I111lhul1 EX. 2• WAT_ER__I METER BOX li BUILDFNG DIVISION SIL? 13\9. RECE1 OF CITY UKWIA ADG 3 i 1993 LE. • 7.84 --- S /ONAL -0 EXPIRES OYIO/ AMP ,- GRADING & STORM DRAINAGE PLAN 1E. • 10.65 MATCH EX. SWALE FLOW - L!NErv1 /2' C.Y. 6'rv8' OUARRY SPALLS CB* 8,TYPE I W1STD. GRATE & OIL/WATER SEP. TOP 17.40 I.E. 11.25 I.E. • 10.82 MATCH EX. FJ.OWLINE 1/2' C.Y. 6'r1/4/8' QUARRY SPALLS CB# 2, TYPE I 'I tl. 'ATE 8 OIL /WA.E1 R�7 TOP 14.32 I.E. 12.02 (I 2'Nrv8'S) VICINITY MAP 2 w 2 Ct 2 0 t- oo oe TYPE I TOP 14.32 I.E. 12.82 18'N) Bra IN AL OF 116th STREET 4, FUTURE DEVELOPR fl In W TD. TO 16.E I.E. 13. I.E. 13.4 LXDSTONG l UDC.; DD'QG LE. • 12.80 c" C8 TYPE Il 15.80 I.E. - 11.28 881 LE. •12.249321 rIPoRARY 4rif3/s /dit/ GD,V7.072,. "VcrWt.'/fd s',VrGLL 8a . / P1 ',. r✓r.E sps / c,E.r .4 y .ar 72:W ,t7e.cr o rosd' or ,g,(44/ %4W- ra Atr -sue 54,1A,Y8vriQridN e4v7o 07#✓F.� P/&,,3s•A%y e.2 /4777 774=2 4;:r /Sr Z49' „172W ,a4.o /46,14 - - sxf-x, r57Y. 2. 7•tr.E s .E* .5-41,44t. .HAv p,W- .V4i i7- 41Rorm,v GDN.7?al ftE.4SU.'PEef Ave Pa.FG• .z stv.V "4S ,WSS,444a- A,r%L=R' �iN'.4L. ef.s'RO/NV/ 1,445' 445-11 .3 . ,s7vRry GLPA /N'.4y.G - - - / S.(4o64 etavc,y4--,"4.- aa° ,CE/,YS'o fr x) . Dj' P/PF. >:Ua`:i3eo LE. • 10.72 05'1 LE. • 11.g& 112') \ LE. • 9.32 O.F. • 13.65 EX. 15. ;D EX. I.1 LE. • 8.80 1 EX. S.S. RIM ^18. LE. •4.22c 3 • 4.12 IOUs I.E. • 33.44 CITY OF TUKWIiA APPROVED AU r. G 1993 AS NOTED F3OTt DING DIVISION LEGEND: av 444 R.044- DdHW,f.Pevrs .rQoIL Tip',, r44v z) m GAr N 457.orhstr EXISTING CONTOURS EXISTING STORM LINE EXISTING SAN. SEWER EXISTING WATER LINE EXISTINGrFIRE HYD. EXISTING PERF. PIPE ROPOSED GRADING PROPOSED STORM LINE -22 _ •'7.32 LE. • 12,32 ExosTENG E UDLQNDNG LE. • 13.40 t 17 PERMIT 'ENTER EX. 2' WALE METER 8033 0' 1 I L: 1 1 1 1 r-.. 4.10telm. 01=171■07. .11.777176) .191.1117 MOINflOSMIBIROSOUIVI SURVEY DATA I ry FAIN A.t,..'.A, stiftvv ta,>+P ter• irr. pQax • 1 717-8187: VERPeAL DATUM/ U.S.C. A 0.5. 14M. DU. 1 URS li. 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OE 63 84 LZ 9Z SZ hZ ' cZ ZZ tZ OZ 6t 8t Lt 91 SI ht Et ZL tt 01, 6 8 h IIIUIUUIUUIUUIIUIIII64U011 ,1h U661111dulltl!ulliig lulu 6141 II lb 'All ,iln III HOP lik6004140d :.� 1 f}r ( III111111I .I1111111111111111i1101111111'ry 9 ` 10 11 :.mow' 12. e 1 s E ww 0 hi Z � ii 11111111 11 hilt llllllilllli�l 'IiINIIiIIIIIIIIIIIMII '1111I 1111111111 SCALE: 1" ea 40' SANITARY SEWER AND WATERLINE PLAN 11 �uwA4I►,SN RIVER 0 s z 4 INSTALL 1 I- 8'x9Q' BEND (MJXFL) (-8'x6• REC1)CER (FLxFL) 1-6° GATE VALVE(FLxMJ) 2OLF.v6'f DJ. EXTENSION I-F.H. ASSY:- FER-BYD. DETALS — .CONC. BLQQ&6 • 1.£.•1619 • - 6' GATE VALVE (FLXMJ) 4 L.F. - 6' DI EXTENSION I • F.H. ASSEMBLY PER STD. DETAL. CONCRETE BLOCKING INSTALL CONC. EE BLOCKit1G / �-- ` INSTA,I II -WV 'TAP BY C.O.T. ,I>•8' GATE VALVE IFLxM4) CONC. BLOCKING • z i CO ezt i W I 7 /.- SA-0. _______./----110.4 • 17.7 -"` I.E. • S.31 -' VERIFY LOCATION AND I.E. PRIOR TO ( CONSTRUCTION EXOSTONG UOLDING V• 1 12EMOVE XT.d6' GATE 4IALVE. INSTALLPLUG . — • v� LE. w 030 cta INSTALL I -6" WET TAP BY C.O.T. 1 -6' GATE VALVE IFLxMJ) 2OLFev6` DJ. EXT. I-F SSY. PER STD. DETAIL CO OCKING EX. 'Ky S.S. r LEGEND; EX18T1NG CONTOURS EXISTING STOMA LINE EX1STiMG SAN. SEWER EX/STING WATER LINE EXISTING FIRE HYD. EXISTNG PERT. PIPE PROPOSED SEWER PROPOSED WATER .32 LE. • 12.32 FOECE " ED h :CE1VEQ juR 17 m3 co- os 7m JUN 17 J23 = as .o an • a2 LE. • I:.4o E.XISTING BUOLDON :f':`1, t -..j YOC /ii 170LL9LE 1JEi.U'GYOR ch' -'k 161.414[:- ASse`".ga,,Ly ate? /,✓srou.. PU TUKWILA IC 1NORAAS PE( :MI CENTER T more 744 -1—i 1 1 4 4 1 4 1 D 0 wc.111+ IIIIIIII111( IIIII111111llll ll111111llllll111111 IltititrPt arms 1 1 2 /3... 4 1 NOTE: not.i.ce, 0€ 6Z 8L L.2 92 SZ 3Z CZ ZZ Iz QZ 1nuhnl1uu11111 iIiIIIIIiu 111111 i�11Im11111 i11111111Jilldll �LIIII Il �� :::s.%s�ctr.1�S�:rr. F •.g!,= rr_t,:s� IIIIIIIII,��.111111 Iii ''ITT Hip II I Ili II ,1114,1411 IL the ,icrofilwed aucuQent is leas clear than this it is due to the quality of the original document. APPROVE DER PUBLIC WORKS LETTER DATED d a9 ' II I1i` llllill111 1111 1111 111111 111111Iij i2. 9 S 7 CZ I nw e iljlllr1niiliiu1--- dnn1uiihn11111diu11i lnlnu1luilnn� .n /fir ._.�'`�h r STORM DfxINAC F; 1, ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH "STANDARD SPECIFICATIONS FOR MUNICIPAL PUBLIC WORKS COKTRUCT1ON" PREPARED BY WASHINGTON STATE CHAPTER AMERICAN PUBLIC WORKS ASSOCIATION, 1981 EDITION (APWA) AND CITY OF TUKWILA STANDARDS AND SPECIFICATIONS, 2. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE MEANS, HETHODS;AND SEQUENCES OF CONSTRUCTION AND FOR THE SAFETY OF WORKERS AND OTHERS ON 1HE SITE. 3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PROTECT IN -PLACE ALL UTILITIES AND /OR STRUCTURES, WHETHER SHOWN OR NOT SHOWN ON THIS PLAN. DAMAGE DUE TO CONTRACTOR'S OPERATIONS SHALL BE REPAIRED AT THE CONTRACTOR'S EXPENSE. 4. PROVIDE AND MAINTAIN TEMPORARY FILTER FABRIC SILT FENCE TO INSURE SEDIMENT -LADEN WATER DOES HOT LEAVE THE PROJECT SITE. THE FACILITIES RUST BE`IN OPERATION PRIOR TO CLEARING OR OTHER CONSTRUCTION AND BE MAINTAINED UNTIL CONSTRUCTION AND LANDSCAPING ARE COMPLETED AND POTENTIAL FOR ON -SITE EROSION HAS PASSED. AS CONSTRUCTION PROGRESSES AND EXPECTED (SEASONAL) CONDITIONS DICTATE, MORE SILTATION CONTROL FACILITIES HAY BE REQUIRED TO INSURE COMPLETE SILTATION CONTROL ON THE PROPOSED PROJECT. THEREFORE, DURING THE COURSE OF CONSTRUCTION. IT SHALL BE THE OBLIGATION AND RESPONSIBILITY OF THE DEVELOPER TO ADDRESS ANY NEW CONDITIONS THAT MAY BE CREATED BY HIS ACTIVITIES AND TO PROVIDE ADDITIONAL FACILITIES, OVER AND ABOVE MINIMUM REQUIREMENTS, AS MAY RE NEEDED TO PROTECT ADJACENT PROPERTIES. 5. ALL TYPE I CATCH BASINS SHALL BE PER APWA STANDARD PLAN NO. 52 WITH APWA TYPE 60A OUTLET TRAP AND APWA STANDARD PLAN NO. 49 FRAME AND GRATE. 6, ALL REQUIRED STORHWATER RETENTION /DETENTION FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO PAVING AND BUILDING CONSTRUCTION UNLESS OTHERWISE APPROVED BY THE DEPARTMENT OF PUBLIC WORKS. • 7. THE BACKFILL SHALL 'BE PLACED EQUALLY ON BOTH SIDES OF THE PIPE IN LAYERS, WITH A LOOSE AVERAGE DEPTH OF SIX INCHES (6 "), MAXIMUM DEPTH EIGHT INCHES (8 ")•, THOROUGHLY TAMPING EACH TAXER. THESE COMPACTED LAYERS MUST EXTEND FOR ONE PIPE DIAMETER ON EACH SIDE OF THE PIPE OR TO SIDE OF THE TRENCH. MATERIALS TO COMPLETE THE FILL OVER PIPE SHALL BE THE SANE AS EXCAVATED' FROM THE TRENCH, EXCEPT THAT ORGANIC MATERIAL, FROZEN'LUMPS, OR ROCKS OR PAVEMENT CHUNKS MORE THAN SIX INCHES (6') IN MAXIMUM DIMENSIONS. OR OTHER UNSUITABLE MATERIALS SHALL NOT BE USED. 8. ALL STORM DRAIN PIPE SHALL BE CONCRETE RUBBER CASKETED ASTM C -14.2 OR ASTH C -76 -ii OR 16 CA. GALVANIZED STEEL OR 16 GA. ALUHINUN HELICAL CORRUGATED METAL PIPE. STEEL OR Al/ININUM PIPE SHALL HAVE WATERTIGHT CONNECTING BANDS CONFORMING TO THE REQUIREMENTS OF APWA SPECIFICATIONS SECTION 60- 30202. STEEL PIPE SHALL RECEIVE TREATMENT 1 ASPHALT COATING INSIDE AND OUTSIDE, OR BETTER. 9. BEDDING FOR RIGID PIPE (CONCRETE OR IRON) SHALL BE CLASS "8" PER APWA STANDARD PLAN NO. 62 (PEA GRAVEL FROM FOUR INCHES (4') BELOW PIPE TO SPRINGLINE). BEDDING FOR FLEXIBLE PIPE (CORRUGATED METAL OR PLASTIC) SHALL BE CLASS "F" PER APWA STANDARD PLAN NO. 62 (PEA GRAVEL FROM FOUR INCHES (4') BELOW PIPE TO SIX INCHES (6') ABOVE PIPE). TRENCH WIDTH SHALL BE 40 INCHES MAXIMUM OR 11/2 TINES PIPE DIAMETER PLUS 18 INCHES, WHICHEVER IS GREATER. BACKFILL SHALL BE PLACED IN SIX INCH (6 ') LAYERS COMPACTED TO 95x MAXIMUM DENSITY. 10. EXTRUDED CURB SHALL. BE BOND£[ TO THE ASPHALT SURFACE WITH AS EPDXY BONDED AGENT SUITABLE FOR THAT PURPOSE. PLACE 18 INCH, 04 REBAR AT 8' -0' O.C. 11.. IN ALL AREAS, OTHER THAN ROADS, WHERE CONSTRUCTION REQUIRES THE REMOVAL OF SOD, ETC., THOSE AREAS SHALT. BE HYDRO- SEEDED W1TH RYE CRASS FOR THE PREVENTION OF ON -SITE EROSION. 12. ALL PIPE SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION ACCORDING TO WASHINGTON STATE SPEC. 7- 02.3(1). THIS SHALL INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIAL, AS WELL AS PLACEMENT AND COMPACTION OF REWIRED BEDDING MATERIAL TO UNIFORM GRADE SO THAT THE ENTIRE LENGTH OP THE PIPE WILL BE SUPPORTED ON A UNIFOi3.HLY DENSE UNYIELDING BASE. IF THE NATIVE MATERIAL IN THE BOTTOM OF THE TRENCH MEETS THE REQUIREMENTS FOR "GRAVEL BACKFILL FOR THE PIPE BEDDING' THE FIRST LIFT OF PIPE BEDDING MAY BE OMITTED PROVIDED THE MATERIAL IN THE BOTTOM OF THE TRENCH IS LOOSENED, REGRADED AND COMPACTED TO FORM A DENSE UNYIELDING BASE. 13. STRUCTURES SHALL HOT BE PERMITTED WITHIN 10.00 FEET OF THE SPRING LINE OF ANY STORM DRAINAGE PIPE(S), OR 15.00 FEEI FROM THE TOP OP THE CHANNEL BANK. 14. THE STORM DRAINAGE SYSTEM SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED 'PLANS WHICH ARE ON FILE IN THE DEPARTMENT OF PUBLIC WORKS. ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIRE WRITTEN APPROVAL FROM THE PROPER AGENCY, CURRENTLY THE CITY OF TUKWILA DEFARTMENT OF PUBLIC WORKS. 15. A COPY OF THESE APPROVED PLANS MUST BE OH THE JOB SITE WHENEVER • 16. ALL DRAINAGE STRUCTURES NOT ON PUBLIC RIGHTS -OF -WAY SHAD- HAVE ROUND, SOLID - LACKING LIDS, UNLESS OTHERWISE APPROVED BY THE DEPARTMENT OF PUBLIC CONSTRUCTION 1S IN PROGRESS. - WORKS. • 17. ALL ROOF DRAINS'. ND FOOTING DRAINS SHALL BE' TIGHTLIHED TO TILE SUMO? DRAINAGE SYSTEM.: 18. ' ALL SPOT ELEVATIONS SHOWN ON PLAN ARE TO TOP OF PAVEMENT, UNLESS OTHERWISE NOTED. 19. THE FACES OF CUT AND FILL SLOPES SHALL BE PREPARED AND MAINTAINED TO CONTROL AGAINST EROSION. THIS CONTROL MAY CONSIST OF EFFECTIVE PLANTING. THE PROTECTION FOR THE SLOPES SHALL BE INSTALLED AS SOON AS PRACTICABLE AND PRIOR TO CALLIN3 FOR FINAL APPROVAL. WHERE CUT SLOPES ARE HOT SUBJECT TO EROSION DUE TO THE EROSION- RESISTANT CHARACTER OF THE MATERIALS, SUCF! PROTECTION HAY BE OMITTED. 20. SEE ARCHITECTURAL SITE PLAN FOR DETAILED INFORMATION AND DIMENSIONS RELATED TO CURB RETURNS, PLANTER DIMENSIONS, SETBACKS, PAVEMENT EDGE LOCATIONS, ETC. . , • 21. ALL EXISTING UTILITIES SHOWN ON THESE PLANS WERE OBTAINED FROM A FIELD SURVEY AND FROM AVAILABLE PUBLIC RECORDS. CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UTILITIES WHICH MAY CONFLICT WITH CONSTRUCTION, WHETHER SHOWN ON IF:ESE PLANS OR NOT. ENGINEER DOTS NOT WARRANT THAT ALI.UTILITIES HAVE BEEN SHOWN. 22. IT SHALT. BE THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE TELEPHONE COMPANY, THE GAS COMPANY, THE POWER COMPANY, AND THE CABLE TV COMPANY PRIOR TO CONSTRUCTION SO THAT THESE OTHER UTILITIES CAN PREPARE THE NECESSARY PLANS FOR THE EXTENSION OF THEIR RESPECTIVE UTILITIES. IT SHALL BE THE CONTRACTOR'4 RESPONSIBILITY TO COORDINATE THESE ACTIVITIES: 23. THIS CONSTRUCTION SET OF DRAWINGS FOR THIS PROJECT INCLUDE A TOTAL OF 3 SHEETS. GENERAL NOTES AND DETAIL PROVIDED THROUGHOUT THE DRAWINGS SHALL APPLY TO ALL SHEETS AS APPLICABLE. SPECIFICATIONS OR DETAILS PROVIDED ON ONE SHEET MAY APPLY TO OTHER SHEETS. --�- �- �.. s7ia�s�v:, nawn.. eaeiaa�sur. iiKstar' �6 'w;f(e�.wi�1`iy_iMugl�.< SAN. SEWER NOTES: Construction shall L•• In actor Jt,nce with Vol Vas Sawa jtsWa1[Igt Ceetenet Epecl Ications`8 Ihe City Tukwila MSsYks o tr ll •n vtopl y ,s dB. suer Is more Stringent. Contractor shall provider Certlficato of itsg4a40t¢af M.)Inq'VN Sewer District In Iha amour•! of 1,000,000 Dollars *ammo aktgle• boday injury and Properly Dernags. AO .WVC Op* and �Itttln�gs shall meet extra slrsn Ih minimum of sir -53 of the requirements of a+�S+3,6t spscillcatlons D- 2- 3,4-T.i and may be PV :. 7 46, DI or equlyalent, . 3. Maximum allowable deflection at earn.Joint shall act a:cccd ono•balf of the manufacturer's recommended permissible detlectio.. 4. Slope for side $cwe rs shall be re. 5. AN side sewers shall be capped w,AWntutight plug, and shall be marked to location w/2r14 stake, painted while, marked 'sewer' with depth; unless otberwhe approved by the eagineei. 6 New connections to misting- facilities shall be seated off until upstream aotutructioa n finished, tested, cleaned and accepusL Ai! eonsuuctbs debris and water shall be removed prior to opening the seal. 7. Bedding for all PVC icwerpipe :halite class B, with minimum of 6" over top of and 6' below PiPe- uenches shall be compacted prior to testing sewer Hues for acceptance. 9. Side sewers shall be tested for 'emplace at the slate time the /asalo sewer is hated. 10. Ncw cone:alons to calming mentions or sewer lieu shall s(*IO I Off midi upstream construction is Wand. totted, cleaned mid aanptca. Alt CeLria and 'hater shall be removed prior to opectieg the seal. : 11. Contractor shall verify locations and dimensions of all avriaIn g utilities and bnpavvements prior to construction wbc•ber shown on those plans or not. The existents and approximate bottom • of these structures and utilities was determined by searching avail:0i public docameap, and the actual locations may be somewhat dills eaL Engineer does sot warrant that all existing utilities have been shave It shall be the matractor's responsibility to sanity the appropriate utilities involved prior to construction activities. 12. Contractor :hall adjust all manhole rims to flush winos! finished grades. 13. Number and location of side main noun are appends st& only sad may be changed as requited during construction contractor shall notlly engineer when ezlat Iootbos are determined. 14. Contractor shall maintain a minimum of 10 feu separation between all water and sewer lines. Any conflicu shall be reported to VAL VUE =wen district and the engine:cc prior to construction. 15. It :ball be the contractor's responsibility to ensure that no conflicts exist between sanitary sewer lines and proposed or adsting storm lints prior to construction. 16 The deaaouu to be installed ns shown en each side sewer at the bullding connection 17. It shall be the contractor's responsibility to notify the telephone company, the gas company, the power company, and the mble t.v. company prior to construction so that these other utilities can prepare the necessary plans for the extension of their respective utilities. It shall be the contractor's responsibility to coordinate these activities during Construction. 18. AU manholes to have minimum ol 2 ten, oI rubble and 6' of pea gravel under the base. 19. AU main lines to have a minimum of 2 loot ol Inundation rubble and 6' • pea a grovee pipet. l under all lines. and to havo an adequate d equal compaction of nU tides WATER NOTES: N I. Contracot shall verify ail existing utilities an the field. 2. C :ontiactor shall notify engineer a minimum of 45 bouts in advance of ail requests for staking, testing or inspection. 3. Contractor is responsible for control required at the time of slaking. 4. Contractor shall furnish shop drawings for approval where required by the detail specifications and for variation from the engineers design. 5. Contractor shall install equipment in accordance with nanufacturcts recommendations and Water District #125 specifications. 6. Contractor to furnish all materials. 7. 6', 8'. 10' and 12' ductile iron pipe class 52. S. Mucllcr gate valves and Fire. hydrants. 9. Cut -ins and live taps to he made by contractor. Water District #125 superintendent and engineer must be notified 48 hour it. advance. 10. Cast iron mechanical joint sleeve couplings required. 11. Mueller 1 -1 -615 tapping sleeve with flange outlet and Mueller H-667 tapping valve with mechanical joint outlet required for live taps. Any exception must be approved by Water District #12.5 superintendent. 12. Contractor is responsible for verifying all existing pipe types and sines for couplings, connections, cut -ins, and live taps. 13. 3.1,2 foot minimum cover. 14. Developer to pay for state, city and county inspection fees. 15. Coordinate meter location with Water District #125 superintendent. 16. Fire hydrants and mains to be operational prior to commencement of construction. 17. No changes are to be make without written approval by the Water District #125 superintendent or engineer. 18. Refer to conditions and standards for all remaining oath and details. 13. All Water line Construction shall be C:,mpleled in Accordance with Water District #t25 and the City of Tukwila Public Works Waler Construction & Development standards whichever is more Slringenl. vCATICAL BLOCKING roe it 1/46•22 i/2••10' etHOS PIPi Sin v s Cu FT A D . l�1m I � trlamINlulrFKs1 1tI>�TfLJIU G]it�1R'llrWl Mai ir31111111111M11311 NIi:11101 i r11110 /1twAY hiratigasmoi i Ili #L-� [?[i1 A l'4w i 9J1 C?lilti itimpl it Ills i•Lie>•ti i �'� 11s iL.S�,L�.1# Ul<d/:1ilif�l�l1 101111ZiNNIAWRIAIMillikiiIILME t 11 i4 it* )144CiLft!iItri[ 3 VEATLCAL BLOCKING P01t 45' BERN 3/4,. Mai - 1��1 p I11EIDI IiEI/31 *r • *) MI /bii Era 111111110111101110,211•1111 , IRfi11E1R311110 /kAt7Lio: I TES: 1. CONCRETE BLOCKING BASED ON 200 PSI PRESSURE AND 2500 PSI CONCRETE 2. 3 /4" IT RESTRAINING RODS REQUIRED TO DEAD MEN PER FIELD REQUIREMENTS CONCRETE BLOCKING [TAP 8 "AND LARGER] MALES. TAPPING VAL('E WITH MJ OUTLET MUELLER H -66T OR EQUAL. NOTE' ROMAC SST WITH STAWLESS STEEL FLANGE IS ONLY APPROVED EOUAL. APPING SLEEVE WITH OUTLET, FLANGE "IUELLER H - 615 OR EQUAL FOR DI AND CI. MUELLER H -619 FOR AC. NOTE. IMSYAi,± CIANOARO 4X i CONCF'ETP VALVE MARKER SEE S:AN;;SRO OETMIL NO.5 STD. DETAIL No. 3 - CUT INTO EXIST. MAIN GALVANIZED, THREADED RODS AND PIPE CLAMPS VERTICAL„ BLACKING FOR 114', 22Lf', 30 °, 45° AND 90° BENDS CQNCRETF_ BLOCKING DETAIL DUDE (RUST .00K FIRE HYDRANT TO SE PALMED WITH PAO COATS OF "RUSTCLt:iJ4' 1659 YELLOW GLOSS. NYORANfS TO 8E M ELLI;R FAmB4til15 OR MUELLER A -419, OR EQUAL, A -423 HYDRANTS TO CONFORM TO A,W.W,A. SPECIFICATIONS C 502 -54; SHALL BE COMPRESSION -TYPE AND SHALL HAVE 2 -PIECE BREAx- IhJ"° FLANGE WITH BREAJCU'G THIMBLE AT THE GROtr -1D LINE OF STEM. /6.74. HYOR MTS SHALL. CONFORM TO CITY CRDINANCE's+Ti4'. Pt_5 ER TO FACE STREET OR AS DIRECTED BY FIRE CEPAR1) ENT. HYDRANT SWILL HAVE A SELF-OILING DRY BCeNET WITH FACTORY FILLED RESERVOIR, HOLDING APPROX. 18° 8 MN= Of' OIL. OIL RESERVOIR SMALL NAVE NOT LESS THAN TWO "0" RING SEALS. TIE UPPER STEM SHALL HAVE A BRASS SLEEVE. ;,�• Yes ... ION • Alemelmere `. % ;W: (V. /Y4»"+ ,%v /N' Hydrant yaEP77/ MIN1M04 3' AND HAXIMU4 10' .I 4• 0 r .r- si YD. ORME GRAVEL. OR ROCK (3° to 34) /yam„ pe../S,vro S " `aTonrz ,4. HYDPSNT5 SMALL BE EQUIPPED WiT.1 TwO ZI ' S2Li Hose PORTS AND GtE-440=e44R4`, PAMPER DZSOSARGE FOR; AMM TriA1.t. HAVE A L " PENTAGON OPEN-LIFT CPERATING NTT. HYDRANTS SWILL HAVE A 6' H.J. BOT'TCY't CTUY! AND 5I" MAIN VALVE OPENING; MO VAIL HAVE 15" ABOVE GRAD+°. LEVEL re Pt4- PER. DISQiARGE•KAT. 6'. To SE U. L:. APPRCYM) AND HAVE A 2" OPERATING OJT. (,fWS/4rk/rr snsv!E) C. 18" TCP SECTION CAST IRON VALVE SOX WITH SLIDTIIG exrepaION (RI(T•1 K /TABS). D. 1 - CAST IRON 'BEE - M.J. X H.J. X F. L. (Cz,sv vr.Gw* -) .u. 2 -3 /4" COATED STEEL tSMACL(tE ADM. ("e5A s o- Co v>-o, G• I6 CY - 1:3:6: CONC. MIX POUT IN PLACE TO BLOCK MAINTAIN CLEARANCE FOR BOLTS. . HYMNO INSTALLAT1CNS TO BE PER THIS STANDARD PLAN AND REQUIREMENTS OF TUKWILA MLR,IICIPAL COON 14.24 AND CITY OR.7JNANCE ids /62G 3•Mar. COMP. DEPTH CLASS 9' ASPHALT CONE. PAVEMENT 6`MW. COMP. DEPTH MOS CRUSHED ROCK GRAVEL BASE MAY BE REOUREO BY SOILS ENGINEER DEPENDt4G ON Sods COIDt11ONS TYPICAL PAVING SECTION HEAVY DUTY TRUCK SECTION NTS CONCRETE CURB ASPHALT PAVEMENT CURB BREAK DETAIL N.T.S. : FL TEE n W 1 -a i LOCKING CLEANOUT r25S BOLTS TO BE PROVIDED FOR CLEANOUTS W RIGHT-OF-WAY NaPRIIVATE PROPERTY TO BE 6' BELOW SURFACE Wl5# FERROUS SCRAP ATTACHED. LOCKIN EA2/13QUisLc.Q. RATING - H -20 vrxvr-- WYE WITH 6' BRANCH -2' -O' SOUARE CONC. PAD 6' - 4u• BEND " CQMPACTED BA $Fgj LIMIT OF PAY ITEM FOR PIPE lrISTALL WATERTIGHT PLUG LIMIT OF PAY ITEM FOR CLEANOUT 11 "x8" LOCKING CLEANOUT DETAIL 9Y4-4 M.v/.O. FlY136A141- (MUELLER HYDRANT OR EQUAL) N/ OIL OATH RESERVOIR • a :• :..'..': x•:• y 1. -1 ttj' i : - 3 FT. HIM. BEII1liO CURB If£t,. ° WHEN NO SIDUALK EXIS S l OR PROPOSED !N COMP. SIDEWALK PLAYS. `ere IAL.PlM& FINISH FAwato r,.tiT I• TI VIIMMOLO• CAST ITI.Obt ViALNIE. 'liToOK �`RC�SIL.tMAMe Y4IEChGv ; awrte.. WAAL.Ve. CAG,T wort 'f1;::1». MI (_Lt k lRC1M.J r -WeVireeL tk.4404$.1.e ROOK .� .. .A p e cow. 10Lo'_!( sfts�.vr�r�eor�0 ' -r.-, '� -_-1k wacA4ED 4„K.Ave 3 FT. TO 10 FT. l) .44.44t: -ice so OAK &;. GuTf'CK 1S ttarmrALLED FITC� i1`CGTegeLle- r.tiAt s_ iota. L•OKAa- c.Ct?t FSt LATtr,Sa.M TO rear c e.T HVEIK. t bps ) 00,44?• -rep ot,4 TIte C AWIMG.S. 1011 m°E. Ct-ri' LAM t-r . ,g-c SYORTz 14YT T-41-6. To Kikve 2- 25`t'l1.6.I.;dOGe Pergx 4 t Flam ? rotr;.Y-.(btAr1c 4AL. •)1.0.4-a°VAV.1"." '11- 1RIEtA i) daunt i.e. .1 .....-"ec"Al'"c-AL 400ST or TUKWILA !PPROV D MG 6 1993 AS NOTED d t±° FIRE HYDRANT SETTING DETAIL E31gt DING DIVISION RECEIVED CIry o u 'MLA JUN i 7 1993 JUN 1 7 1993 rr' t' TUKWILA PUBLIC V SRKS PERMIT CENTER FIRE HYDRANT DETAIL -� -- -. v^nrABLE_ E X TRUD_EaLcDRUIEJEcelilla DETAIL NTS N • sf `3 .. i.A? 1i r .tee :- i+tiYrY+Slf,4 IIITIITNIIIIIIIIIIIIIIIIIIITITNIIIIplII tiviglui It ,oli(IIIIII 1119111 Ile ` `` •IILIII Itli11 {1 11i 1( 0 ..,». "''. 1 2 T' 3 4 5 6 7 8 If the microfilmed document is less clear than this it is dye to the quality of the original docuwen!•. t I 41.11 ! MILLI ;IIII111IIIj11111 111111111111111111 • 9 i 10 11ao<„ 12• 6t 81. Li 9I SL hi El 2l It Q� 6 D L ; 9 Iliniltli"li�.. i lihi�li i �llii-�i- � i, : i iim-r l.l.iiu i in S- ,Iku:i•!u•.", i,�ic_rF �i il»i.n. . :it.lJ ,-n" n wi3Kal,';Sr.�tt? lld l. Wr" 11} �.il t�Si `l' .l„'�; . ✓ ✓ aJr.. , l u3,., u�ll, lh p lli5 .-. � f j 1 �,'�'�4".d-rc3 IU III 1il.i lll � j; I µ i 1 ... ii�l. l�ji:.; `ll. r .. h li> i iilir ll i ur I!iu I ii� li . r I ui� I u,l I i�lilinil 1775,7 HANE�.fl 'LiTi�N PLAN PLAN EAST T MARGINAL RGINAL WAY SOUTH RECHANNELIZATION —WITH TYPE 2e DOUBLE YELLOW PER DETAL THIS SHEET SCALE: ' 50' his hA 4' ei did os do v/cbv.4a' --. City Ari % /«Ieu.z& $.4•* SC.^ Or 7 -X' I Jy✓ ✓� r' /J0 /'..3 EXISTING RAISED ISLANDS — TYPE I DOUBLE WHITE BUTTONS WITH PER DETAIL2T REFLECTORS HIS SHEET 1q 0 • to � I nti i illa' 10�_ if EX. RAISED - I 15LAN0 TO BE REMOVED i 111111. i MITE �— EfXIS ORE TING LINE 100' L 100' 140' 100' 140' -4 EX. SOLID DOUBLE YELLOW STRIP•TO BE REMOVED all BIKE PATH so. TYPE 100UBLE WHITE BUTTONS --WITH TYPE 2e REFLECTORS PER DETAIL TARS SHEET EXISTING SOLID DOUBLE YELLOW STRIPING TO 8' REMOVED c-- EXISTING CURB d WALK I East — —EX. 4. 0 - EXISTING WHITE FOG LINE EXISTING STOP SIGN Marginal - - -1 EXIST. STOP SIGN EXIST. STOP LINE -- -EX. T - 6' DUCT -- --4 PROPOSED WI-2R SIGH ON POST LEFT TURN ARROW (TYPE Pp THERMOPLASTIC PROPOSED 12' WHITE THERMOPLASTIC STOP BAR STRIPE PROPOSED WHITE THERMOPLASTIC - LEFT TURN ARROW (TYPE 2 -L) — EXISTING CURB d WALK m TYPE I DOUBLE YELLOW BUTTONS WITH TYPE lid REFLECTORS (PER ,WITH THIS SHEET) S 11 4,'24'56" E 388.92' S 07 °12'12" E 593.29' EXISTING CURB EXISTING FOGLINE TYPE I WHITE BUTTONS WITH TYPE 2.- REFLECTORS PER DETAL THIS SHEET PROPOSED WHITE THERMOPLASTIC WAN ARROW (TNT a -R 12^ THERMOPLASTIC STOP BAR \\ is, 7TY.e L DOUBIE YELLOW ... • VARIES \ l0' TYPE 2d REFLECTOR ►---�i °8800"400V 0881W88o8So888o0880300000 00 0 0 0 0 E %�. EXI. ION w> Y3 00 1 --Ir_- UV as 00 (4 wW met i2 aim :.N •• TYPE I DOUBLE YELLOW BUTTONS WITH TYPE 2e REFLECTORS 'PER DETAL THIS SHEET TYPE 2e PROPOSED WHITE DETAL THIS SHEET PROPOSED WHITE LEFT TURN ARROW (TYPEP2-L)IC STOP BED STRIP WHITE THERMOPLASTIC - R U) U) L CO •W▪ � r▪ - CO cts 0 Si C CO ems en ri en eco es- L.. >4 0 03.1: lea .d N et cn IC 56. GATEWAY NORTH r' SURVEY DATA BOUNDARY FROM A L T A. SURVEY MAP BY VIILSEY AND HAM DATED 07128187. VERTICAL DATUM' U.S.C. 8 G.S. MSL BM # URS 392-6 -11. EL. = 11.58 TOPOGRAPHY BARGHAUSEN AND IULTING ENGINEERS INC. CN 08,03188 AND 10/07/86 THROUGH 0 0 0 0 0 0 0 O O o 0 0% 0 0 0 0 0.0 0 0 0 0 0 o 0 2, G C 0 00 0 {{ 0 0 0 0 - --- �r -- -30, �, v �THERHCwASnC ARROWS 12' 00 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 S ',SOS 0 0 0 0 0 0 0 0 O O o 0 0 0 0 0 TWO WAY LEFT TURIN LAME VICINITY MAP NOTE: ALL TRAFFIC ARROWS, TYPE I• BUTTONS S 'OPE )I REFLECTORS SHALL MEET THE REQUIREMENTS OF THE APWA /WSUOT STP.NEARD SPECIFICATION. AND OETAII:S. 0,„°° s e g o °o $ °o g g o 0 0 0 0°° ca o TYPE I DOUBLE .7117E % 0 0 0 0 THERMOPLASTIC ARROWS ' TYPE 2e 8888 88888 8 888888 0 0 0 0 0 00 0 p %? ° ° 0000 00 (0 O op 12' BUT IONS 28' SKIP TYPE 2a BI- REFLECTOR UNITE AND RED Oo' C---�i T' 0•)000 TWO WAY LEFT TURN LANE DETAIL LEGEND _ — -- -- EXISTING FOG LINE TO BE REMOVED EXISTING FOG LINE TO REMAIN PROPOSED SOLID WHITE FOG LINE gr- TYPE I' WHITE 0 0 0 O 11' 1 N N vin U 70 am to ei; h N N N SUM tn.& C - m A y,, was a4 Ntion wan Ness may. c m t~ �, c.: °p t( C 11' 10' • - CURS S GUTTER_ TYP. LEFT TURN iSLAND AND RAISED MARKING DETAIL NELI�ATiON Ci ANNELIZA.TlON DETAILS (NTS) 34Awt-O CITY OF 1UKWIIA APPROVED AUG 6 1993 AS i4O1ED milt DING DIVISION r,1TY nFr IKWILA MAY 9 t991 PERMIT CENTER 447 8 1991 s?s +- vii•_* ^,.l',. ( 1111111) 111111! I1111111I111IIIII11111III1111IIIIU11111I4{ > W_ '1 ' 1111/I III 0 ...HS M. 1 2 7' 3 4 ! NOTE: I • ; notice, 0€ 6E e!e LE 95 SE 1 2 ' CZ iS tS OZ 111111ll111lllllPIIIIIIIIIIIIIIIIIIIIIIIIIIIIlIlI111111IIII11II{ J411l11�1' 111�11111111I11811 [11Uy�I�'{}'JI . i `.i'lfM5l .''i. LSrTl� C' ut1Ill 1'Il1r 11r.11 lull I 1111 Till 4,41444t it 1 6 7 8 If the microfilmed document is less clear than this it is due to the quality of the vaginal document. 6I�t 8t Lt 9t St ht et Et ll Ot• 6 8 IllAllIIIII1446 11111:111111 111111 4.111,141!II1M111P 411 111 11 lII11t ;IIIIIIi11ItIIItItItIIIt1tI It111titlII11tItI 10 11 wDs1,, 12. L 1 9 S O E 2 t nn 11I II11111 IAI11 IiIIIIIIIIIIIIIIIIIIIIIIili11I111111111I111111111III1111111I .24,1%xr, L7'✓.Tea 2r Y a'aF;X/$ 91Y%r — BIOFILTRATION SWALE DUWAAAISH RIVER ACCE;$ ROAD PICNIC TABLES (N.I.C.) EXISTING BIOFILTRATION SWALE \ EXISTING TREES TO REMAIN (TYP.) s >" EXISTING LAWN TO REMAIN. RESOD ARE DISTURBED BY INSTALLATION OF IRRIGATI LANDSCAPE NOTES: 1. ALL EXISTING VEGETATION TO BE CLEARED AND GRUBBED FROM THE SITE PRIOR TO COMMENCEMENT OF LANDSCAPE WORK. SUBGRADES FOR ALL NEW LANDSCAPE AREAS INDICATED ON THE LANDSCAPE PLANS TO BE SET AT 6" MINUS FINISH ELEVATION. 2 GROUND COVER. TO EXTEND UNDER ALL TREE AND SHRUB CANOPIES AT THE SPECIFIED SPACING TO PROVIDE COMPLETE COVERAGE IN ALL PLANTING BEDS DESIGNATED TO RECEIVE GROUND COVER. 3 LANDSCAPE AND IRRIGATION DRAWINGS ARE BASED ON THE SITE PLAN PREPARED BY DAVID KEHLE ARCHITECTS. IMMEDIATELY NOTIFY OWNERS REPRESENTATIVE OF ANY FIELD CHANGES TO THE SITE PLANS WH :CH MAY REQUIRE ADJUSTMENT OF DESIGN. 4. REFER TO CIVIL ENGINEERING DRAWINGS FOR GRADING AND DRAINAGE INFORMATION. IMMEDIATELY NOTIFY OWNERS REPRESENTATIVE OF ANY ADVERSE DRAINAGE CONDITIONS WHICH MAY AFFECT THE HEALTH OF PLANT MATERIAL. 5. NO PRE - EMERGENT HERBICIDES TO BE USED ON THE PROJECT SITE DURING THE FIRST YEAR WARRANTEE PERIOD. 6. REFER TO THE IRRIGATION DRAWINGS AND SPECIFICATIONS FOR ADDITIONAL NOTES. PLANT SCHEDULE EXISTING BIOFILTRATION W SYMBOL BOTANICAL DAME /COMMON NAME SIZE NOTES TREES ACER PLATANOIDES 'EMERALD QUEEN/ NORWAY MAPLE 2' CAL. B & B ()b0 12 ACER CIRCINATUM / VINE MAPLE 8-10' HT. B & B. MUTT -STEM 10 BETULA NIGRA/ RIVER BIRCH 2' CAL. B & B • ......... 2 td PLATANUS ACERIFOLIA I LONDON PLANE TREE PRUNUS C THUNDERCLOUD'/ FLOWERING PLUM 3' CAL. 2' CAL. B & B B & 6 a ti ' THUJA PLICATA 'EXCELSA' / EXCELSA CEDAR 6' HT. B & B SHRUBS Ott CORNUS STOLONIFERA! RED TWIG DOGWOOD 21.24' HT. •: CORNUS S.'FLAViRAMEN /YELLOW WHIG DOGWOOD 21.24' HT. O PIEPIS'FOREST FLAME' /LILY -OF- THE - VALLEY SHRUB 21 -24' Aft-. FULL FOLIAGE 0 PRUNUS L. ' OTTO LUYKFJJ' / OTTO LUYKEN LAUREL 21 -24' SP. FULL FOLIAGE 11 PJ4ODODENDRON'P..J.M `/ RHODODENDRON 2430' SP. FULL FOLIAGE 0 THUJA OCC.'PYRAMIDALIS / PYRAMIDALIS 4.5' HT. FULL FOLIAGE GROUNOCOVER `.U` • 0:441e�; EUONvNMUS F. EMcRA! D GAIETY./ EUONYMUS 1 GAL. 18' O.C. I111111111 - HEDERA I iEUX WJ JS' / HAHNS IVY 4' POT 18' O.C. ' SOD LAWN SEE SPEC. EROSION CONTROL HYDROSEED SEE SPEC. il�lll! II1I11111111111111111111111111 111111111 LANDSCAPE PLAN Scale 1" = 20' - 0" 5 I LJI.I lll►Il{ I� .11111111I•K ,;fili,� ,�, , 31IIfliItittt'I1I 11111111 01144,1111 ? t.4 iIjIIIII' I, IIIIIIIIIIIIIIIIIIIIIII11011111 0 16iM1NG4 1 �3 4 5 6 7 8 9 'y 10 11 ' .. * 12• f ` NOS: If the microfilmed document is less clear than this l • notice, it. is due to the quality of the original document. +� t• 0£ 6Z 8C LZ 9Z SZ 42 ! E'Z ZZ IZ 0Z 61 81 Ll 91 St 4L £1 ZI ll OL 6 9 L , 9 S 7 E Z 0 I 111. i1! 1IIIIIII 'liltiillnlllltl611iiill!I Nd llihdR1lll41D6uII�1R11U40 Ul14111�j116 III I II�IJI,I,�,eL",lil ! 1 lug M Uj�hdphl blih� dmilly �Iiili Ilunb��boh�nl uhdinnhi! Ilr��h�uli !i1h�i!I��11h�nillnhnd � emu- STATE OF WtS; L'. :vTON REGISTERED LANDSCAPE ARCHITECT H. BRUMBA.UGH CERTIFICATE I#O.. 466 MY OF TUKWILA APPROVED -OCT S 1993 A5 NOTED 91lR.D!NG D!V!S!ON Landscape Architecture 133 Sevent:■ A venue West Kirkland, WA 98033 -5301 Phone 206 822 -5895 Fax 206 822 -1105 1 ..._. -.... sE7, 1993 vS :z >p QZ,0 __ tu w r� noa co c) Cre3.12 Litaa z c. V �r. 1 osoi cc '!Q Ix� tr tj {j.r. 0 U. GATEWAY NORTH WASHINGTON RECEll't ne OF TU 6311993 EHA1fT CENTER • ' w. i oV 1• Irk h1 .�1Ai�. 0 �7 - DUwAMISH RIVER CITY OF TUK WILA ACCESS ROAD - 'oNTKOLLE.pc I'A1,. %q' .$r \ �psrE.A REMOVE AU.- �)IITINC� --� OR�'il'GE IRIt :GAM OKI 0•170NE"I4r,. PROPOSED BUILDING Iy, /// / /// j/// c') IRRIGATION SCHEDULE SOL .Gll. k3 0 4 t3 ti • `?, Q M. lak V !] O (21 .a 0 c DESCRIPTION RAINBIRD T12FCC T30 -2.5, i2' POP -UP STREAM ROTOR RAINBIRD T12FCC T30 -1.3, 12' POP -UF STREAM ROTOR RAINBIRD T12PCC T22 -1.3, 12' POP -UP STREAM ROTOR RAINBIRD T12PCC 722 -0.65, 12' POP -UP STREAM ROTOR RAINBIRD 1006- PRS -15F, 6' POP -UP SPRAY RAINBIRD 1806- PRS -ISTQ, 6' POP -UP SPRAY RAINBIRD 1806 - PRS -1511, 6" POP -UP SPRAY RAINBIRD 1806 - PRS -15Q, 6' POP -UP SPRAY RAINBIRD 1806- PRS- 15VAN, 6' POP -UP SPRAY RAINBIRD 1806- PRS -12F, 6' POP -UP SPRAY RAINBIRD 1806- PRS -12H, 6' POP -UP SPRAY RAINBIRD 16C61•PRS -120, 6' POP -UP SPRAY RAINBIRD 1806- PRS- 12VAN, 6' POP -UP SPRAY RAINBIRD 1806 - PRS -8H -FLT, 6' POP -UP SPRAY RAINBIRD 1806 - PRS -6Q -FLT, 6' POP -UP SPRAY RAINBlRD.1806- PRS- 15SST,6' POP - UPSIDE STRIP SPRAY RAINBIRD 1806- PRS- 15EST, 6' POP -UP SIDE STRIP SPRAY RAINBIRD 1806 -10H -PCS - 040.6' POP -UP SPRAY RAINBIRD 1806. 100 - PCS -020, 6' POP -UP SPRAY RAINBIRD 1606 - 1502 -SBH, STREAM 'BUBBLER P.S.I 35 35 35 35 30 30 30 30 30 30 30 30 30 30 30 3G 30 30 30 30 RADIUS 31' 31' 22' 22' 15' 15' 15' 15' 15' 12' 12' 12' 12' 8' 8' 4' x 30' 4' x 15' 5' 5' 3' G.R.M. 2.5 1.3 1.3 0.65 3.70 2.78 1,85 0.93 1.85 2.60 1.30 0.65 1.30 0.79 0.39 1.21 0.61 0.40 0.20 0.50. DQ RAINBIRD 150- PEB -B, 1 -1/2' REMOTE CONTROL VALVE MQ RAINBIRD 100- PEB -B. 1' REMOTE CONTROL VALVE Ctutil FEBCO 805Y, 1 -1/2' DOUBLE CHECK VALVE ASSEMBLY WITH RAINBIRD 150- PES -B, 1.1/2', MASTER VALVE j RAINBIRD RC-1860AB, ELECTROMECHANICAL IRRIGATION CONTROLLER w/ PED, PEDESTAL MOUN1 O RAINBIRD 44RC, 1° QUICK COUPLING VALVE --- 2' CLASS 200 PVC MAINLINE CLASS 200 PVC LATERAL LINE (SIZE AS NOTED) - = = 1 SCH. 40 PVC SLEEVING (TWICE SIZE OF INTERIOR PIPE) , , • 'NOM ALL RAINBIRD T-RIRD ROTOR HEADS TO BE T4C, 4' POP-UP BODIES NOZZLED IS ABOVE IN LAWN ZONES. ALL RAINBIRD 1800 SERIES MEADS IN LAWN AREAS TO BE 1804 -PRS, 4° POP-UP BODIES NOZZLED AS INDICATED ABOVE. IY1 y9 co �zco Q 0 m�� c _ �.� LF F �m N N a, Lv7,0r3.2 1..442 G^f' () E.XITII% 1'42" LA E.KAL -‘7 AN ✓ IV- .10VE. ALL- SOI F/ - IrCKIGAZ"ION GOMrGNENT' . z 8 IRRIGATION NOTES 1. GENERAL CONTRACTOR TO PROVIDE INSTALLATION OF 110V ELECTRICAL SERVICE FROM ELECTRICAL SOURCE TO AUTOMATIC CONTROLLER, INCLUDING WIRE HOOK -UP INTO MOUNTED CONTROLLER. CONFIRM LOCATION OF CONTROLLER WITH GENERAL CONTRACTOR PRIOR TO COMMENCEMENT OF WORK. 2. GETIERAL CONTRACTOR TO PROVIDE AND INSTALL 2' IRRIGATION METER PER THE LOCATION SHOWN ON THE IRRIGATION PLAN. GENERAL CONTRACTOR SHALL PROVIDE A 2' THREADED CAPPED PIPE OFF OF THE WATER SERVICE AT 18 BELOW FINISH ELEVATION AT THE IRRIGATION SOURCE CONNECTION LOCATION INDICATED ON THE DRAWINGS. • 3. IRRIGATION OONTRACTOR SHALL OBTAIN AND PAY FOR ALL NECESSARY PERMITS AND FEES AS REQUIRED BY APPLICABLE CODES AND ORDINANCES FOR THIS WORK. ALL WORK TO BE INSTALLED PER LOCAL CODE REQUIREMENTS AND MANUFACTURER SPECIFICATIONS. 4.. IRRIGATION CONTRACTOR SHALL PROVIDE PROTECTION OF ALL PROPERTY. -PERSONS, WORK IN PROGRESS, STRUCTURES. UTILITIES, WALKS, CURBS AND PAVED SURFACES DURING THE INSTALLATION OF LANDSCAPE AND IRRIGATION WORKS. VERIFY LOCATIONS OF ALL UNDERGROUND UTILITIES PRIOR TO COMMENCEMENT OF WORK AND PROTECT SAID UTILITIES. 5. HEAD AND P-1PE POSITIONING IS DIAGRAMMATIC. ADJUST IN FIELD AS NECESSARY TO PROVIDE ADEQUATE CO"ERAGE. 8. IRFt1GATION CONTRACTOR SHALL BE RESPONSIBLE FOR WINTERIZING THE SYSTEM AND ACTIVATING THE SYSTEM (ONCE EACH) PER THE SPECIFICATIONS AS PART OF THIS WORK. • 7. REFER TO SPECIFICATIONS AND LANDSCAPE PLAN FOR ADDITIONAL NOTES AND INFORMATION. foiNT cr coNNEe-TIoN1 IRRIGATION PLAN Scale 1 " =20' -0" GAr. EXI5T11.1 LAT�tCAt_ -- STATE OF WASHINGTON REGISTERED LANDSCAPE ARCHITECT H. BRUMIBAUGH 1647 CERTIFICATE NO 45A • IIIIIIIIIIII1IIIIIIIIIIII11111IIIIIIIIIIIIIiI11 ►ju.1f1111 ILI 1, III IIII 11111 I._IIII, II I1 II LIMN II I LIMIT {,1,111 I1 fi I I�IIIIIIIIIIIIIIIIIII!I II�IIIIIIIIIIIIIIII 9 y 10 11 • to....,,, 12. 4 5 6 __7 _ _ 8 NOTE: If the microfilmed document is less clear than this notice, it is due to tine quality of the original document. 0L` 6Z Be LZ 4? GZ 7Z £Z ZZ IZ 0? 6l Bl IIInlnn1iiu111111u1111) 111111101111imllinlniiltilli u! liWl!!IiI!UkgU,I IIuu MILD Et Zl ll OL G 8 L. 9 S 7 £ r,w O 1111.1i;ilidiq il�nl!u!)1i14 L!rl�i �IIIIi,!I1; Alin ;1!! ;il1n11111;n1iliuilnII!II I1flI II1I1!1111111!I CITY I TUKWILA APPROVED OCT 8 1993 AS NOTED RIP DING DIVISION Landscape Architecture 133 Seventh Avenue West • Kirkland, WA 98033 -5301 SE , " 23 Phone 206.822 -5895 '' Fax 206 822-1105 r: r - c.•, . is T!1 NOTES, DETAIL APPLIES YO ALL TeES. TRIPLE STAKE ALL DECO.30.1S TREES LAMER T41. 3' CALIPER •ND ALL EvERGREEN TREES LARGER TON 10' i4TSIGHT. TEE STAKING CITY APPROVED VAULT tilt LID DOUBLE C.44ECK vALvE ASSEmBLy INSTALL PLUGrN TEST COCKS (TYP.) WC< COUPLING VALVE MASTER VALVE • GALV. PIPE STUB OUT FROM METER POINT OF CONNECT ION ' , 7 • 17 o --- DRAIN ROCK MN 12' DEPTH 5 vt.or wt.moiter tre0049;740745 0 0 - SET C.ROtNI AT NuRsERy HEIGto BANK MULCH PER 6f.E-CS. BACKFILL TO CONSIST F - TOIL PER SPECS. ADD FERTILIZER PER SPECS. 4r41 4i0-Aur.-.101104.-. _ _2 X. RCIOTZ34,1,1,..* SCARF ROOTBALL ON CONTAINER MATERIAL. REMovE TOR V.) OP 5111.4y ON 54E3 MATERIAL SHRUB PLANTING lir IN LAWN AREAS 2 IN BED AREAS PROvIDE FOR A 24" LOOP OP EXCESS (UWE WATEWROOF WIRE CONNECTORS I� APIETER VALvE BOX (2) REMOTE CONTROL VALVE - - INVALL POP-UP SPRINKLER wEAos ABOVE GRAPE AND AGAI57 TO FINISH GRADE SEE Pi FOR MODEL AND BRAND PvC LATERAL - LINE PvC SOL 40 ELL (OR TEE). NOTE': 1. ADAPTORS OR BLIE44114Ge MAY BE RECuIRED FOR pRcRER INSTALLATION ARE NOT e44004. 2 WWEN I.e. AO INSTALLATION IS REOUIRED ADJACENT TO HARDSCAPE, INSTALLED HEADS SHALL BE PLACED 3• FRO-1 CENTER OF READS TO PAVED SuRFACE. TRIPLE SWING ,,,V-..trY2..PFXITESARA3474.1t2s1AP7, 3070877:71•772"07711:717777777..INTRAYPArnepx..Nyx.e7-77A,FTPCY'rnritY77,1"0>>..1CA(RtArAtew,v7A,r,,,,,Ax-T,%Y.LIS.74,1"Alnrveris",AnArx.nr-Ans1770x)ntRe .9141141-16O,FAAP,zsr).--T4 ,s31118ii, BARK ii.LcH EDGE OF EED-- X „....7,019:.4,4a ;014 AT: I - • 91144, L CURB OR HEADER NOTE, 5PACIN3 FOR GROSSVCOveR TO taE TRIANGULAR PER DISTANr-E S440u.N ON PLANT 5C4.E00..E. SPACING DETAIL In- IN LAWN AREAS 2" !N ISED AutmAS FIN1i544 GRADE 4 • AMETEK vaLvE eckx i4ARLAPE - • - tr MIN. CLEARANCE , LUCK COUPLING VALVE 47,,,tts PEA GRAVEL G AL v NIPPLE (3) GALv. STREET ELLS - PvC FITTING PvC MANLINLE ALL GALv. FITTINGS TO BE PANTED sWTH reC.CCiNc.; TAR EUISION. - COMPACT SUEIGRAC)E PER DACKFILL TRENCHING 5PECIFICATIO'NIS - PayINC.: • : . QUICK COUPLING VALVE PvC 5C14. 40 SLEEvIAS N134 2X DIAMETER ENCLOSED PIPE SLEEvING DETAIL NOTE, BACKFILL TO Et:E T.FE CF ROCK OR DEetlis LARGER THAN r DIA. ABSOLUTELY No ROCK OR DEBRIS 644A•.L BE PLACED DIRECTLY ADJECENT To ANY PIPE. ACCURATELY NOTE LOCATION AND DEPTH OF ALL SLEEVES ON IRRIGATIO1 DRAWING. , WitaktIVIRMAMeatitittiggifilikfir i 42! J Pv LATERAL -. PvC Maim VALvE WIRNK, TRENCHING DETAIL 111441111111141Itiwilliprili411411,Nytiri4 14444 Ir144 Tr 14441 4q411111,41 4 ,I.R1411 10 N14111111111poplipliplippopplivi -1, 0 ''' MS 'NC. 1 2 ',!173 4 11 .w“"v"",,, 12' :'. 5, 5. ...7_, .,...._, _ . Q.. _ _ 9 i io ! NOTE: if the'iiiOOfilmed ;lot:agent is less clear than this { 1 , notice, it is due to the quality of the original document. i I . ' - I Oe SZ $c Z.Z 9Z SC SC CZ CZ IC CyZ 6t 91 It Ot SI SI Cl CI It Cl 6 8 L 9 S .7 C Z 1 .''.7, 0 IIWIIIII61!01111111111111q11111Aiillid61,1,1111HIChildidninhAttillijkatigtkillb. WHIM/ . 41)1111111161141111,11.11114111111H11111! 1,1,11j11!ig4t1, ,10111)110111.16111111111111111111ffill 1111 ill IIIIIII 1111111111 - STATE OF WASHINGTON RLGISTERED LANDSCAPE ARCHITECT H. flitldvIELADGH CERTIFICATE NO..nag■ CITY OF TUKWILA APPROVED 'OCT '1993 RP!! DINC DIVISION Landscape Architecture 133 Seventh Avenue West _ Kirkland, WA 98033-5301 Si. L s". 1993 Phone 206 822-5895 Fax 206 822-1105 '1"\PI' PROPOSED FACILITY FOR RECEIVED CITY OF TIAGVILA AUG 3 1 1993 DEVELOPED PERMIT CENTER L-3 / / 215' _ 2'-6" 0 s>' F- 1 ‚Xl FOR OFFICE LAYOUT SEE SWEET A -2 OFFICE OUTLINE 0 Ii i AX. A ABA 8.IS'VA Ste $ N R SC4 • 1F wti5m. AREA , X I R . eA t 1M� 5 V N tMrr5 (J0(42E1)00s.. pgat. mectit. tITA C r i t4 1 o63 Tois t K71 IXI K� IXI V.y SEPARATE PERMIT AND ,6 APPROVAL REQUIRED A- / 12 4•6' -4 1/2" f2e4' -9> 2 ®6'-3"2 ®h' -3" 25' -ra" o 24' -Fz" 25' �,, t2' -6" �, 12' -6" 5o' ® © o ® 0 j ern ere b' PEEP DRAFT CURTAIN W/ 25 GA. METAL DECKING TYP. TYPICAL 4'x8 °,11OKE VENTS /SKYLIGHTS IXI K/� fxl V. N 2 ;v. '.. Xw �i� SCALE I/I6 "=I -0" t`m 53' STUD WALL FOR PHONE BANKS 21' -0" rSCREEN WALL - SEE SITE PLAN FOR LENGTI -i 9 rXI 12 0 le rms we. Iijlilltllltltlllil,ILtl li! 1! iillllt !ij1IlI1(IIII1Jl1ljllljl� 1 JI I tl 1:1; ., jiII't jIIIji!IIIII'('1IIIj 11 I 1II 14II r NOTE: If the microfilmed document is less clear than this . 2 ( notice, it is due to the quality of the original document. 0€ 6Z 8C LZ 9L se bZ EZ ZZ LZ oz Il 6L LL 9L SI 7I LI Zl U pl 6 8 L 9 S 7 C Z L ." p I!nillln�llii!Ipllimhulllll h will ■Ihni ylilnulul�KUul�auiu; iultl�u� Jl�u;iuwul,i��ltlljyrii!lu ! ;iii lu�l�ul n t hu�iluluu�lulluulnl IIt!utl %u;llulhll dnlllnnlruIlnLul1ulllru1ull !nu1unhln1aululll 11' 141111111! 1111111 !11111111l111111!IIIIIII!IIII 9 I 10 I N .1 • 4 Q w I >0 z 3r co cow cosset 33244 tt3 ' M.4AX. CITY Of TUKWILA APPROVED OCT 199; r. !!! IN(, DIVISION RECEIVED CITY OF TUKWILA AUG 3 1 1993 PERMLT CENTEF SE? 1 :i l9 291 -b" SHELVES (N.I.C.) 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SFSEPTI 4 FURR OUT COLUMN OU CONDUITS FOR 8 3/4 "" T TO OUT t 34;'UPLExEB I i -.Ir- -1L .� r —t L_J Li f__ I Lei mEs64, n nn I L_! J II L f�JL_ _. I AIL JILL __IL�f_ r.7G CONDUITS FOR PHONE/DATA 4 4 DUPLEXES Si- ONG Wta --- — 3'w x 4'h 43' AFF. 2 PLACES TILE 80P•DER ARET n 2411b' °3" i I2'4' I2`-b" L I2'_b" 7 FO.Fh.-(c) SCALE 1/8" =1' -0" TYPICAL b" STEEL STJD WALL W/R -19 INSULATION 10' AFF. PPUOtte S„4. (e; GA4 -itti o& DL S 1 raogs pea a Jac. . Gan. EP »*•r. ° ".:_.,..L �:'- r.,.:; <'. r /^-"+ ...yT:i .� -�-i° ( *a- :+.H'ES «✓wy.; v� u vtc, YiT SC 4R=171148, SUSPENDED CEILING • +8' -6" DRAFTSTOPS ARE NOT REQUIRED SNCE CEILING IS OPEN TO WAREHOUSE A43OVE. INSULATE ALL CEILINGS W/R -19 INSULATION. 171 ./e R��LEG7E2 GaILINC -s Yom—. SCALE 1/8'=1' -0 " • IllllllllIPIIIllllllIPIHIllli llllllllplllljlllJLIJipil €P°i l IIIIIIIII f pitiful . t IIIIIIII I III 11 II ilil 44:1111111 ",,,, ! 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Oe 6Z Se LZ 9Z SZ 7Z CZ Ze tZ OL 6t 8t LI 9t St ^t 1nui11uan111tu. 11111111 .11111111111111I1n1.11111111111111K11 illb11 uliu1111j1' 1 IIU1401111.4I4 In11il. 1.I 11.1111 affklbz. cam, Mret1cil e .rLh1e' 6s to . LL -- ititit41119 4), (1-440 -I EG. F Mao cf et; 19 - Vlsiwa 1414 11111111111111111111111111111111111111111111 9 10 11 a ,■, 12. El Zt t: OL 6 8 L 9 S 7 E Z l �� IWIII Mll.Id1111n6 11411101111l�^ 1M 11116lml1111.Milifi11.11ul 1111u11h111.n11hu11 DING !VISION RECEIVED CITY OF TuKWiLA AUG 3 1 1993 8 ;7', vi 1/2G• et- - claw - W ,. • SAFETY DOOR SCHEDULE ALL HARDWARE TO BE LEVER HANDLES 1 MARK I 2 1113111111111111111111 3' -0" 3' -0' 9' -0° 8' -6" 8' -6' 10' -0° 13/4 13/4 TYP • DOOR ALUMINUM ALUMINUM LABEL GL DETAIL FRAME HARDWARE REMARKS MATERIAL YP LCK CLSj cc xi co cc ° •• RUBBER J r - 5 S - - - ALUMINUM ° m d - 0 0 0 NOTE 1 ALUMINUM STEEL H. METAL an • EXPOSED STRUCTURE • ®Q e - . • 1 3 STEEL I< < HEIGHT A.F.F. 4 3' -0' 1' -0' i 3/4 H. 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UM 010,4111411.41,111.1.0611141641611. ,... 1 1 • ' ." =• • , - • - „ ,;‘ ':" CI1Y OF •UKWILA APPROVED OCT 19_3 !!! rg 0 VISION S1.7' .1 1993 rj Z , rn ...• fra E.4 1:4 ` 04 (.4 rra 0 0 al .• e 1:4 .... 4 >. .. • C'D 5 z . al a r.-.4 (......., E.--, ..• . 0 • at /...1 al -.• CA .. 0 LT-1 al . . - . .. ) -.. .- ciIrryuGmocF -ri3EveuiiiKDwsis3 LA PERtAtT GENIES 331' -6" 25' -6• 3' -0" 24' -6" 2.5' -0" 50' -0" 50, -0- 53' -0" 25' -6" 25'1 -0" _ 25' -0" 25' -0" 25• =0" 26' -6" .ire,. G -6 - 5' -6 ") ( -5' -6" 6.0 F6.0 ( -5' -6" CLOSURE_ STRIP TYP ERECTION PAD SCREEN WALL RE: ARCH. & ELEVATION SHEET S -6 8 -1 A -4 6.0 ( -5' -6" 4 F6.0 1' -6 " -., FTG _. F6.0 U) N ( -5' -6" F6. F6.0 1 1+ A+ F7.0 F7.0 A -4 (-5 ° -6 ") LOCATE 0 X BRACE - BASE CONNECTION RE: ME2Z. FRAMING PLAN & ARCH. FOR LOCATION. CLOSURE CLOSURE STRIP TYP. L -1. J F7.0 20' -0"OC MAX. 5. -0 "- CLOSURE STRIP (- 1' -6 ")" 0 In 5" CONCRETE SLAB W/ 6x6- W1.4/W'1.4 W.W.F. ON VAPOR BARRIER ON 4" FREE DRAINING GRAVEL F.F.E.= DATUM 0 -0 3' -0" L'f`J F5.0 L .� J F7.0 STEP FTG 0 N OPENING RE: ARCH. DRWGS SHEAR WALL WING WALL - 5' -6 ") - 3 ° -6 ") F6.0 STEP f-TG FA 1.-4" FTG - 3' -6 ") ( -5' -6" F6.0 KNEE -� WALL E -4 1' F6.0 . �•; STEP FTG F6.0 ! 3' -0" 6" 2' -6" 25' -6" 24' -6" F6.0 E -4 2 .5'• -0" F6.0 F6.0 - 3` -6 ") 12'-6' } 25'-0" 50' -0" F6.0 F6.0 F6.0 F6.0 F6.0 12'-6" 12'-6" 12' -6" 50' -0" 2' -6 6 50. -0" 53' -0" SIM. FOUNDATION PLAN SCALE: 1e" 1' -0" ROTES: 1) FINISHED FLOOR SLAB AT ELEVATION IS REFERENCE DATUM 0' -0" 2) ELEVATIONS SH0101 THUS: ( ) INDICATE TOP OF FOOTING ELEVATION BELOW REFERENCE DATUM.: FOOTING SCHEDULE ' SZE _ OF. NF'0 4t `f F4.0 4• -0" x 4' -0" x 1' -6" 4 -05. BOTTOM EA. WAY F5,0 5' -0" x 5' -0" x 1' -2" 5 -#5 BOTTOM EA. WAY F6.0 6' -0" x 6' -O" x 1' -4" 6 -15 BOTTOM EA. WAY 7' -0" x 7'-O° x 1' -•6" 7 -17 BOTTOM EA. WAY FA 3' -O" x 15' -0" x 1' -6" 3 -#6 TOP & BOTTOM LONG WAY #5 0 18 "0C TOP & BOTTOM SHORT WAY FB 6• -0" x 3Y -O" x 2' -6" 9 -f9 BOTTOM LONG WAY 5- #5 TOP LONG WAY #$ 0 12"OC BOTTOM SHORT WAY #5 0 24 °OC TOP SHORT WAY ^J. isipis WING WALL RE: ARCH. 3' -6" (5'-6" 0 SIM.) 4' -0" MAX. 1' -0" MINIMUM FREE DRAINING BACK FILL FULL HEIGHT OF WALL GRADE RE: ARCH. (EA. sAR SIDE OF re) I 3Iex3Y4x34/4 #4 16 "OC VERT #4 0 16 "00 HQRIZ. 2 "CLR TO `BERT. REINF. 46 VARIES 3" GROUT COVER (MIN.) 2 "0 WEEP HOLE 4' -=0 "OC ASPHALT RE: ARCH. 1'• -6" MIN. L 4x4xV4 x O' -8" W/2- #5x3' -0" �+ 4" GA. 41tx3 x 0' -6" Ve GROUT (TYP.) (RE: PLAN) Y4i "x101" x O' vt /4 se'l$ " x 8 "W.H.S. CONT. FTG W /3- #5 1' -214" 51.1" 10" 2' -6" SCALE: Ors' 1'-4" LOCATE CONNECTION ti 3' -0.00 DETAIL D V4 W 6.0 - 1' -6 ") 0 0 0 1 0 m 1 0 M 0 I 0 12" 1 " 2 ° -6" FTG 11 W'- - PANEL ABOVE 2' II I PANEL 6.:;0) I -- ABOVE PANEL ABOVE .O" SHORT PANEL - KNEE HIGH PANEL PLAN A-1 SCALE: V4" '+ 1. -0" THESE DOCUMENTS REVIEWED FOR CONFORMANCE WITH THE FoLtOW IN0 014DWANCi:S tn-y-leUCTURAL PER UNIiOR;t 3thl.0% CODE 146-6TROOTURAL RED Ux17CRM DU:LOvC. C• 100E WAC E1.EG BARREN-FREE REGL:: ATYY.NS THE AFftlCM4T 18 NEST /4*LE FON C "Call: •+ Ins Ai Ai.PLICADLi` 0RD1NANCES SUBJECT TO k:.%iAt.MEn)s AND IN3FRPRETATIONS OF THE 110VERNI :J ALITHOFUTY. 9a+.In .. Data C4:.(e` Di: ROBERT FOSSATT1 ASSOOC.IINC. 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(6 TOTAL) SECTION E-1 SCALE: TA" = 1' -0" CITY OF TUKWILA APPROVED 'OCT 1993 ING D * 1SIO'I REINFORCING PER SCHEDULE -STEP ® PAD FOOTING `TEL (206) 324 -6180 FAX (205) 324 -8248 RICHARD HUDSON UDSr�OyyNp/. ASS MATES, fbRF. 1605 1211; AVENUE, SUITE 18 SEAMS, , WA IINGTON ;98122 N 0) Cs c0 c0 c0 1 1 .4- N r. r. MD to c' N W 2 0 X L1. L!_ SEP i 3 1003 RECEIVED' CITY OF TUKWILA AUK 3 1 .1593 331' -6" DIAPHRAGM NAIUNG MARK RE SCHEDULE 4 50'-0" -17i I 20' -0` 3x6• OF-L. 2x6' DF -L SUB PURLIN SUB PURUN 56 -0" 5x -0~ 25 _6• 53' -0" 18' -0" ALL SUB - PURLINS TO 26' -01 BE D.F. -L PANEL RE: ELEVATION RE. A,-7 FOR REINFORCING W -0 "> TYP. 8- 6y 26' -8 AS REO'D TRACK W /14 "6x11/4" RAWL ANCHOR 0 12 "0C ^ -7 LOW `26' -0 "] A -6 CJ 1' -0" ® RE: ARCH. 26' -8"] r) 0 x, N " ° - - OP 4s: 26' -0 ")/ co �x c-- C 2S' -6'J / `{26' -3 "1/ el \ \// \\ / \ / /�' ./g. y y 47" L 13 ES 0 8.-O OCR LX . >' , / \. / / // 4x12 x 20' -0" ! / / / -u /` l \° /r / °° L -5 LOW ._;+._:-8•� I I all I i I / ) c, I o C • YI , )47" LAM - TRUSSES 0 8' -01 `{27' -11 ") / I / I 27' -1 ") l n T Yi" O,S.B. W /2x4. STIFFENERS M x W4N x <o •1- + UNi/F2F_SS NOTEDTYP. . + + x , 47" t.AU- TR1iSSF^• 8'- OS�`LZC 4,,,,,• .47~ LAM- `RU$3ES 0 Y" -G1 "o�C_ , 44" LAM -TRUSS 0 8'- O1b"Oc 28' -0 "1 1 27--11 1 H -5 ,[28'- -01/21 -- ST2215 STRAP OVER --' 1ST 3 TRUSSES 0 48 "0C 314 "x20 GA. STUDS 24 ~OC 27' -3 ") SMOKE VENT VAYUGHT RE: ARCH. FOR LOC. [VARIES x 4x6 v14 Q SKYUGHT (TYP.) [27' -D" 20 GA. l 0 :o 0 SECTION A-2 SCALE: 3'4 [27' -3 } t-- \ / \ : \ / / /a) / / D -6 •1s:y4x1Z k /LU - -t ' / / / N / / / / ' x / / \/. \/. \ C -5 n / J */ / � , / \, \ / / RIDGE MAKE UP TRUSS SPACING NEAR CENTER OF BLDG AS NEEDED. 0 1114" -MST STRAPS NOT REO'D THIS BEAM PANEL RE: ELEVATIONS FOR REINFORCING 0 �/ •/ \ / 4x12 x 20' -0" r D- \ X / \ / \ /r // C -5 1 r \ / <\ /�\ / / N / / l/< \ / / M ,/ \/ / // x L -5 -'I \ ° / \/ / / /. - 4 ''" T --6 "t ,/ / / / mot / 27' -6"] 27' -3l] 0 t 0 8 -5 [ 27' -3" , , / / / !' / / , / ! 1es.. ! ! * /1), !! / M-5,4! / / / a. / / / w / r/ / o N I N .1 L -5 x LOW 0 C' N to CI In CO CO ) .. .. N 00 / / / 26' -21h" 4x6 LEDGER 8' -0 "> rrp. IE V4x8 x 0' -8" W /2 -144"0x6" W.H.S. 26' -8 ". / a I . (26' -O" .26,_8 "1 26' -0°1 V) TYP. 4x6 LEDGER TYP A -5 L -5 LOW G-5 G -5 5J 2.5' -6" 24' -6" 25' -0" 50' -0" 1 50' -0" 25'- 0" 26' -6" 26' -6" 53' -0" 53' -0" SECTION B-2 SCALE: 3/4" = 1' -0" 11Y4" ` MARK, ROOF Ff I AMING PLAN SCALE: lie" = 1' -01 NOTES: 1) ELEVATION SHOWN TIaUS: [ ] ARE TO TOP OF FRAMING (BOTTOM OF PLYWOOD). ABOVE REFERENCE DATUM. NAIL SPACING ALONG COMMENTS ALL PANEL, EDGES roc T.S. COL. P2 39x8 x 0' -8" W/4-1/4"0x6" W.H.S. 2) ELEVATION SHOWN THUS: < > ARE TO TOP OF PARAPET. 3) NAIL ROOF SHEATHING PER ROOF DIAPHRAGM NAILING SCHEDULE. NAIL SPACING MARK SHOWN THUS: ri 4) PROVIDE MINIMUM HI" GAP OR PER MANUFACTURER'S RECOMMENDATION BETWEEN ROOF SHEATHING. 5) AREAS SHOWN THUS: k ,i TO HAVE 2x6 HEM -FIR OR D.F. -L AS NOTED ON PLAN SUB PURUNS 0 24 "OC W/ 26N HANGERS. 6r 6) AREAS SHOWN THUS: TO HAVE 3x6 D.F. -L -1112 SUB PURLINS 9 PLYWOOD EDGES. W /F36 HANGERS USE 2x6 AT OTHER. 7) USE 4x STIFFENERS (SAME DEPTH AS ADJACENT SUB PURUNS; 4' OR 6") ADJACENT TO WALLS WHERE MIT OR LTT208 STRAPS NALL BE USED. 8) SUB PURUNS WITH SPANS GREATER THAN 8' -0" USE SUB PURLINS AS FOLLOWS: CR) SPSCIA_ PROV.jQEtS DURihrG THE . Np+1L.IhG .A'1' 1.40.141( :.E 2 ONLY " IN5T•l6ATION 514ALL FER CO itb EVALUAT10N• REPORT • a< SPAN 2x6 H.F. 42 8' -O° >S > '1O' -O" 2x.8 H.F. 12 10' -0" >S> 13' --O" LQTES: 1) ALL NAILS TO BE 10d COMMON (.1413 "4x W /14§" PENETRATION INTO FRAMING MEMBERS). 2) NAIL All EDGES W /1Od 6 "0C UNLESS NOTED. .3) PROVIDE 10d 0 12"0C ALONG INTERMEDIATE FRAMING MEMBERS. 4) PROVIDE 2 RO o 10d e 4`0C. STAGGERED AT DIAPHRAGM BOUNDARIES. 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I I ( I j ..ni1!11 1IIIII!II11I. 111!I11 IIIllI !IIIIIPII!Iilllllll!Ilil�illil M 31e t' -6" 2 -e T.& B. (RE: PLAN) FTG BELOW RECEI "E'`a SEP 3 0 1993 gt1R {gt u)SSAib AaS' SECTION C -2 SCALE: 34" = CITY OF TOKW1LA APPROVED TRL. (266) 324 -6160 FAX (206) 324 -8248 RICHARD HUDSON & ASSOCIATES, INC. CONSULT-0M ENGINEERS L605 12Th &VENUE, SUITE 18 SEATTLE, WASHINGTON 98162 in 1 CONT. 14 GA. TOP TRA;)K 'X'- BRACT: FOR— FUTURE #.1EZZ. H -3 LOW D' -3A Ti!. @� 24 "OC G -3 TOP' SIM. _= I- -DRAFT STOP WALL RE: ARCH. U3A 'X' -BRACE FLAT 2x4 0 END BAY) 0-3A -Q. Er" TJL 0 24 "OC x 2x1 0 2 0 C. EXTEND TOP 14GA. TRACK WELD SPLICES FOR FULL STRENGTH (K 4. 10" OF WW" FILLET" WELD . l ci 1 N EDGE OF PLYWOOD 21" TJL 0 48.0C 21" 'fJL 0 48 "0C 4 "1TJL 0 45 "OC 22" TJW 0 19.2 "OC 3 -6 "x16 GA. HEADER TYP. 2x4 FLAT ® 48 "0% NAIL TO EA. TRUSS W /2 -16d w Td:G PLYWOOD 3 -6 "x16 GA. HEADER TYP. 0 TOP H-=3 TYP. o BASE 3"x12 GA. 'X' STRAPS AS SHOWN DOUBLE JOIST 2x6 0 24 "OC C -3 B 3A A -8 12' -r," 3' -0" 22' -0" 25' -6" 22' -0" 24' -6" 100 -0" I EZ ANJNE FLOOD FRAMING PLAN SCALE: 1 4" # i. -O" !VOTES: 1) FINISHED FLOOR SLAB Al ELEVATION IS REFERENCE DATUM 0' -O" 2) UNDERSIDE OF PLY OOD SUBFLOOR ELEVATION 11'- 10/4 ". 3) TJI TO BE TRUS JOIST 11743" TJI 35C. 4) GLUE & NAIIti: SHEATHING. NAIL W/10d(.148 "0x 214") 0 6 "OC ALL SUPPORTS & BLOCKED EDGES. FIELD !VELD AT -a- tSTUD WALL 25' 0' 12' -6" 50' -0" i CONTRACTORS OPTI6N. L 3x3x14 x 0' -6" FOR JOIST BEARING larcermaxenaseautAwaram mama. T.S. 7x7 W6 WT 5x16.5x1' -0" W/4 -3'4 "0 A325N 2 ROWS 10d 0 6`OC 3x6 2-#10x1 1/2" 0 6"0C T.R �6 "x14 GA. TRACK CONT. �-- -6 "x20 GA. 0 24 "0C SECTION F-3 SCALE': 44" = 1'= PLYWOOD 3x6 14 GA TRACK 2' -6" P.C. PANEL SIMPSON LT7208 0 48 "OC (W /i0-lo4 COMMON) 2x4 FLAT W /2 -16d /TRUSS 4x4 WOOD e W/) : 0 M.B. F1i 48 "0C L 6x4x34 COP; 35x4x1 • -0` ----- W /2- W0x4 "W.H.S. 0 8" GA. SPACE 0 48"OC If 3bx4x1' -0" W /2- % "ox4"W.H.S. 0 6" GA. SPACE 0 48 "OC SECTION A-3 SCALE: 44" = i' -0" 2x4 FLAT 0 48 "0C ---\\ 2 -16d 1' -101h" -RE: 1-5 FOR STUD FRAMING - STOREFRONT RE: ARCH. 4x4 LEDGER L3x3xV4 CONT W/ 'h "0 M.B. 0 24 "0C I I STOREFRONT I RE: ARCH. RE: L -5 FOR STUD FRAMING SECTION C--3 SCALE: 34" = 1' -0" 11" STRAP ONE SIDE OF DOUBLE STUD ONLY 0 G -3A. — R 12x12xllie WELDS TO BEAM 0 SIM. SECTION 2 - 6 "x14 GA STUBS 6" 144" 6 "x20 GA STUDS 0 24" O.C. TYP. EA. STUD: 1b SCAL r W ea .1f.,6* 3"x12 GA STRAP (Fyy5Oksi) 2 STUDS PER PLAN S CI'ION IH" 3 SCALE: 34" 3 "x12 GA STRAP 12x12x31c W/2 - 1 "0 EX BOLTS EMBED 6" FOOTING RE: SCHEDULE it!r.'F %: i'Tr `✓.0 h3:iti`Yl�..24. .�' - <:,.. i; P.C.PANEL REINFORCE PER PANEL ELEVATION e !!ARIES GRADE --- RE: ARCH. 3" GROUT COVER (MIN.) $4 CONT. F-- CONC. SLAB 1 CD" 145 N. M IN. 11 V4" 1 MIN. 3" CLR CONT. FIG -•• W/4 -#5 (2T.& 28.) RE: PLAN I. DETAIL 12" EJ) PILASTER #6 BAR -- i2 x 0' -34'i (43 EA. BAR) #4x 2' -O" 0 24 "0C (MIN. 3 EA. LEG) L 4x3xA1a x 1' -2" W/3- #6x3'-0" O 4" GA. I 4isx3 x 0' -11" 3/4" GROUT (TYP.) (RE: PLAN) 44 "x6 x 2' -4" W/5-1/4"0 x 8"W.H.S. 0 6" GA. (USE IP 3/4x6" x 1' -4" W/3 -7/11 "8x8" W.H.S. 0 6" GA. O SIM. SECTION (SINGLE PANEL CONNECTION)). cb - -PANEL JOINI SECTION A-4 SCALE: 114" = 1' -0" 10 -#3 0 5 "OC --, V4V LOCATE CONNECTION 0 EA. PANEL JOINT DETAIL A 4 #7 VERT. BARS 0 EA. PILASTER #3 0 TIES 0 10-0C L 4x3x4i6 x O' --10" W/IP & 2-#6x3.-0" BARS 0 6-GA. (WELD REBAR TOR RE: A -4) 12" DETAIL 0 SKEWED PANEL SIDEWALK ---� RE: ARCH. 1' -6" j DEPTH RE: FTG SCHED. 3 "CLR MIN. e 4iax3x8 3' -0" FP V4X4 x O' -10" W/2 -7i5"0x8 "W. H.S. P;C.PANEL REINF. PER PANEL ELEVATION SEE FTG SCHEDULE FOR SIZE & REINF. 6" SECTION C-4 2"4.- SCALE: 34" = 1` -0' STOREFRONT RE: ARCH. 4" WIDE CONCRETE STRIP 0 EA. DOWEL DOWEL - -- PER SEC.A. -4 EXTEND SLAB 0 OPENING 12" ON 10" 3 "CLRJ, NSULATION RE. ARCH. RE: PLANT 4 ",1,_ 3 CLR 11/2" x 71/4" KEY WAY SET PANEL IN GROUT 2 -4f4 CONT. SECT! ONLF 4 SCALE: 3/4" = 1' -0" 2" :� 1 /2" 3'4 "BRGie W/4 -3/4"0 EXP BOLTS (EMBED 5" MIN) •1116 4x6 LEDGER ---Y ---- L 4x4x3/4 x 1, -0" HW2.6 HANGER PANEL EMBED RE: C -5 GLB 4x6 LEDGER EXTEND AS SHOWN SE01 0 B -4 SCALE: 44" = 1' -0" 1'- I" FOR T.S. 7x7 0' - -10" FOR T.S. 4x4 1 W TYP ISOLATION JOINT j ---- -- COL. RE: PLAN 1" LEVELING GROUT DEPTH RE: FTC SCHED - I' -1O" DIAMOND ISOLATION JT: 0 EA. COL. (OR 22 "0 ROUND BLOC:": OUT), rCONC SLAB b 11 SEE FTG SCHEDULE FOR SIZE & REINF SECTION D-4 SCALE: 44" = 1' -0" 3" CLR STUD WALL. RE: ARCH. 2x IQ W/3/4"0 EXP. BOLT 6' -O "OC 4RE: PLC SECTION F-4 SCALE: 44" = 1' -0" 2 -y5 CONT. JOINT LOCATION RE: FOUNDATION PLAN JOINT LOCATION RE: FOUNDATION PLAN (20' -0 "OC MAX.) TALL MATERIALS, 1YCRKMANSHp, DESIGN AND CoNSiRUCnON %TAU CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE APPLICABLE UNIFORM BUILDING CODE (1901 EDITION). 2. STRUCTURAL DRAWINGS SHALL BE USED RI CON.C1NCTION WITH ARC A itCTURAL DRAWINGS FOR THE WORM AND CONSTRUCTION. CCli1R'L'TOR SHALL VERIFY DIMENSIONS AND COMMONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. 3. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL AU. FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. 4. CONTRACTOR SHALL EE RESPONSIBLE FOR ALL REWIRED SAFETY PRF.CAU1lOHS AND THE METHODS, TECHNIOUES. SEQUENCES OR PROCEDURE`; REQUIRED TO FERFONM HIS WORK. S. CONTRACTOR-ROTATED CHANGES SHALL BE SUBMITTED IN WR:TLNG TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION CR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WEL NOT SATISFY DRS REQUIREMENT. 6. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. *APE CONDITIONS ARE NOT SPECIFICALLY L4OICATEO BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN. SIMILAR DETAILS of CONSTRUCTION SHALL BE USED. SUB.:CT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTlxiA1 ENGINEER. 7. ALL STRUCTURAL SYSTEMS MACH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHAU. BE SUPERVISED BY THE SUPPLIER DUABNG MANUFACTURING, DELIVERY, HANDLING. STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPUER. 8. SHOP DRAWINGS FOR REISOKDNG STEEL STRUCTURAL STEEL GLUED LAMINATED MEMBERS. AND CONNECTOR PLATE W000 ROOF TORUS -3ES SHALL BE SUBMITTED TO THE ARCH.TECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. 9.ENi NF.PR OF RECORD SHALL RENEW SHOP DRAWINGS FOR DESIGN INTENT ONLY. DIMENSIONS AND QUANTITIES ARE NOT GUARANTEED BY THE ENGINEER OF RECORD, THEREFORE, MUST BE VERIFIED BY THE GENERAL CONTRACTOR. ORAY11N;S FOR COMPONENTS DESIGNED PNIMARLLY BY OTHERS SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO CURSORY REVIEW BY THE ENGNEER OF RECORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE SUBMISSION SHALL INCLUDE A REPRODUCI3LE AND A COPY; REPRO DUOBLE VM1 BE REVIEWED AND RETURNED. SHOP DRAWINGS MUST BE RE'AENED AND STAMPED BY CONTRACTOR PRIOR TO RENEW BY ENGINEER. CODE; UNWORN BUILDING CO OE. 1991 LIVE LMTM* ROOF....25 PSF SEISMIC ZONE 3 7MND...80 MPH, EXPOSt1RE B MEZZANINE....50 PSF U. + 20 PSF PARTITION FOUNDATION DESKS PER NOVEMBER 24, 1987 REPORT AND LETTER DATED JOLT 11, 1990 BY GEO ENG9 EERS INCGFPORATED. SOIL BEARING 2500 PSF PER REPORT. AU. SITE PREPARATION AND FOUNDATION CONSTRUCTION PER PER TI@S REPORT. REPRESENTATIVE FROM GE0 ENGINEERS INC. TO INSPECT AU. FOOTING EXCAVATIONS PRIOR TO PCUR.WG CONCRETE. FILLS TO BE COMPACTED TO 95% MONIED PROCTOR PER ASTM D -1557. ALL EXTERIOR FOOTINGS SHALL BE 18 INCHES MIWUM BELOW LOWEST ADJACENT GRADE. COR : fc - .3000 psi FCR FOOTINGS fc - 3000 psi FOR SLABS ON GRADE fc .4 4000 AND 3000 psi FOR WALLS AS NOTED ON PLAN MAX. SLUMP = 4" PLU:., OR MINUS I" MINNUM 5 SACXS CEMENT PER CU. YARD MIXING- AND PLACING OF AU. CONCRETE SHALL BE RI ACCORDANCE WITH THE USC AND AD COQ£ 318. LATEST EDITION. PROPORTIONS OF AGGREGATE TO CEMENT SHALL BE AS SUCH TO PRODUCE A DENSE, WO VIABLE MIX WHICH C/ BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. 3/4' CHAMFER ON ALL EXPOSED CONCRETE EDGES UNLESS INDICATED OTHERWISE ON ARCHITECTURAL ORAidNGS. IISMFORCE40 ME M.: ALL REINFORCEMENT SHALL .:OVIFORM TO ASTM A6T5- 82(S1) EXCEPT AS NOTED FOR WELDED ROAR. SLAB DOtIiELS SHALL BE GRADE 40 (iy - 40.000 psi). 011-ER REINFORCING SHALL BE GRADE 60 (fy-60.000 psi). LAP CONTINUOUS REINFORCING BARS 36 BAR DIAMETER IN CONCRETE. 1 -7 MIIMUM UNLESS NOTED OTHERWISE. CORNER BARS (1' -i" BEND) WILL BE PROVIDED FOR ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH THE AO DETAILING MANUAL. MARE MESH SHALL CONFORM TO ASTM A -82 OR A -185. COVER TO 111ERWCRCEMENT TO BE: FOOTINGS. 3 INCHES FORMED SURFACES-- WE.ATHER FACE 1 1/2 HONES INTERIOR FACE 3/4 INCHES EARTH FACE 2 INOLES CODED REISAFb WELDED REBAR TO BE A -706, fy - 30,000 PSI. USE FRESH E90 LOW HYDROGEN ELECTRODES TO WELD REINFORCTNG:OONFCRM TO PROCEDURES OF AWS D1 -4, CURRENT EDIr,OH. STRUCTURAL WELDING CODE -REINFORCING STEEL AU. WELDS TO BE BY W.A.8.O. CERTIFIED WIELDERS. PRE STEM SHALL CONFORM TO ASTM A500. GRADE 8 (Ty - 46.000 psi). ROLLED STEEL SHAPES SHALL CONFORM TO ASTM A -36 (Ty - 36. 000 psi). KIDS NOT SPECRED SHALL BE 3/16" CONTINUOUS ERJET MINIMUM. AU. WELDS TO BE BY WAB.O• CERTIFIED WELDERS. USE FRESH E70 ELECTRODES. SU3L.MT SHOP DRAWINGS TO ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF STRUCTURAL STEEL MACHINE BOLTS TO BE A -307. FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH .M50 FABRICATION AND ERECTION SPECIFICATION AND CAGE OF STANDARD. CURRENT EDITION. WELDED HEADED STUDS SHALL CONFORM TO AWS 01.1. 1/2"Gx S-0" PLAIN BAR 0 24"0C-GREASE ONE END SLAB ON GRADE W /6x6- W1.4 /W1.4W. W. M. CENTER IN SLAB.STOP C.J. CONSTRUCTION JOINT JOINT LOCATION #4x3' -O" DOWEL. 40 24 "OC RE: FOUNDATION PLAN SAWN JOiNT,GR FORMED JOINT ZIP STRIP PLASTIC JOINT OR EQUAL SHRIfVACE JarNT(1. RE- ERSIRER I I I I I I I I I I I I I I I I I I I I I I I I I I I I II I W I I I I I I P P I I I I I I I T I I I I i i i i 1 illitillil 1 1 1 1 1 j l I I I I ; . I I 1 1 t I l i l l j l Ii p ifa { _ _ - --. __- -_. _ _� ....8._ ' NOTE: If the Microfilmed document is less clear than this i, I notice, it is due to the quality of the original document. , DIE a B. LIE 9Z SZ I 'E N CZ ii LE 0? 6T Sl Lt 9l SI 71 Cl Et 11 OL 6 9 L , 9 S 7 C Z L "" Q jl I .....I ._�....i__� 11 I I I I t 1 I I 1 I I I I I I I I, , IIIIIiiIIII1111111111111iiiii uIIIIIlIIIIIil�Il Il't IIIdIwJl :a111I,1u;JLl!........... La- RE: PLAN 3/4" CON T. GROUT SIF>=t. STUD& 18 AND 20 GAUGE SHALL BE FORMED FROM MATERIAL CONFORMING TO ASTM A- 446. GRADE A (fy"33,OOC4sai). 12.14 AND 10 GAUGE SHALL RE FORMED FROM MATERIAL CONFORMING TO ASTM A -446, GRADE C (fy40,000). 6' X 20 GA STUDS TO HAVE 1 5/8" FLANGE. A =.?668 LN2, Sx4.743S fN3, 1x-2.2305 IN4. FRAIII42 MOM 2 X 6 JOISTS (OVER OFFICE).....D.F. *2 ft, - 1250 psi 2 X 4 JOISTS D.F. 02 Ib - 1450 psi 4 X O.F. -L i2 fb - 1250 pal LUMBER NOT NOTED TO BE D.F. g2 OR BETTER. ALL DUDES SHALL CONFORM TO WWPA GRADE RULES FOR WESTERN LUMBER-- - CURRENT EDITION. ALL BOLTS READS AND NUTS BEARING AGAINST WOOD SF%AL BE PROVIDED MTH STANDARD CUT WASHERS. ALL WOOD IN CONTACT WITH Cc"CRETE OR MASONRY SHALL BE PRESSURE TREATED. MAXIMUM MOISTURE CONTENT 19% AT INSTAUAT!ON FOR ALL LUMBER. STEEL HANGERS TO SE SIMPSON OR APPROVED EQUAL- FASTEN AU. HANGERS AS SPECIFIED BY MANUFACTURER UNLESS SHOWTM. GLU LAL19LA1Er, 1W00o MOM& C&.U- LAMINATED WOOD BEAMS. KILN DRIED. INDUSTRIAL APPEARANCE. STRESS GRADE COMBINATION 24 -F -V4 (lb -2400 pal; fve165 psi) AT MAPLE SPAN BEAMS. STRESS GRADE 001481NATION 20F -V8 AT CANTILEVERED BEAMS (b.2000 psi, fv = 165 psi)• CLU -LAMS MUST BE OBTAINED FROM AN r.ITC OR APA -EWS APPROVED FABRICATOR. SUBMIT SHOP DRAWINGS TO ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO FARRICATiON. RO• OF SHEATHING 1/2" ORIENTED STRAND BOA FLOOR SHEATHING 3/4" PLYWOOD SURPLODR AU. SHEATHING SHALL CONFORM TO U.S. PRODUCT STA1V'SAh`tf §. 1. CURRENT EDITION. NAN.NNG SHALL BE AS INDICATED ON PLAN. CONTRACTOR IS TO CALL THE ENGINEER FOR OBSERVATION OF ROOF AND FLOOR DLAPHRAM 2/IS TS RUGT 4;8/24 lCy.��_f RROOf SHEA INIj ,.,,29/32 9LYh100D IIyOEiX 48/24 9TRMCT ]'y TRUSSES ARE TO BE DESIGN BY A STRUCTURAL ENGINEER REGISTERED IN THE STATE WASHINGTON. TRUSS FABRICATOR TO PROVIDE AU. REQUIRED BRIDGING AND BLOCKING, BOTH PERMANENT AND ERECTION. SHOP DRAWENGS. STAMPED BY A LICENSED WASHINGTON ENGINEER. ARE TO BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION. DESIGN CRITERIA SHALL MEET OR EXCEED THE FOLLOWING: ROOF TRUSSES: TOP CHORD - 25 PSF U-. 1CPSF OL 4 SELF OJT BOTTOM CHORD - 02 PSF DL DEFLECTION LIMIT - TL 1/240. LL 1/360 MEZZANINE SUSSES TRUSSES TO BE 'MANUFACTURED BY THE TRUS JOIST CORP IN ACCORDANCE WITH HER REPORT NO. 148. FLOOR TRUSS DESIGN CRITERIA: TOP CHORD - 50 PSF LL. 20 PSF PARTITION LOAD. 10 PSF DL BOTTOMM CHORD - 5 PSF DL CONCENTRATED LOATNNG 2000 LB L.L. OVER 2 1/2 FT SQUARE PLUS UNIFORM D.L MIN'.MUM DEFLECTION U1?ST - IL 1 /360. U. L/480 T.1 .GIs MANUFACTURED BY THE TRUS JOIST CORP. IN ACCORDANCE NTH TER 200. 1RU58 BtlPPlk'RS NOTE: THE TRUSS CONFIGURATIONS, INCLUDING DEPTHS AND MEMBER SUES, SHOWN OH THE ORA' :HIS INDICATE THE DESIRED TRUSS CONFIGURATIONS AND ARE TO BE COM UEO RTRH WHEREVER POSSIBLE. IF A TRUSS MANUFACTURER IS UNABLE TO MEET THE LOAD REQUIREMENTS SPECIFIED WITH THE TRUSS CONFIGURATION INDICATED, HE IS TO SUBMIT WRITTEN NOTICE TO THAT EFFECT TO THE ARCHITECT. IT IS THE RESPONSTRIUTY OF THE GENERAL CONTRACTOR AND TRUSS MANUFACTURER TO VERTEY THE WEIGHT AND LOCATIONS OF ALL MECHANICAL EQUIPMENT PRIOR TO SUBMITTING SHOP DRAWINGS TO THE ARCHITECT AND STRUCTURAL ENGINEER FCR RENEW. STE PRECAST PAWLS PANEL LIFTING STRESSES ARE TO BE CHECKED BY THE CONTRACTOR ANO HE SHALL PROVIDE REINFORCING STEEL AS REQUIRED FOR HIS METHOD OF HANDLING AND ERECT'». UST STRONGBACKS AS REQUIRED AT EXCESSR4 PANEL OPENINGS. CONTINUOUS GROUT BEIIMEEN PANELS AND FOOTINGS TO BE A NON - SHRINKING TYPE. SEE DRAWINGS FOR ADDITIONAL NOTES REGARDING PRECAST PANELS. INIPECTION to SOILS ENGINEER TO TAKE COMPACTION TEST Y4THIN BUILDING AREA IN ALL FILL AREAS. COMPACTION TO BE AS REQUIRED BY SOILS REPORT. SOILS ENCAaEER TO INSPECT FOUNDATION EXCAVATIONS PRIOR TO POURING FOOTINGS. AN INDEPENDENT TESTING LAB APPROVED BY THE ARCHITECT SHALL INSPECT CONCRETE, REBAR, AND AU.D'NG AS FOLLOWS (UNLESS MOPE STRINGENT REQUINEMENTS APPEAR IN THE ARCHITECTURAL SPECIFICATIONS): CONCRETE - INSPECT REBAR PLACEMENT PRIOR TO POURING. SAMPLES FOR STRENGTH TESTS OF EACH CLASS OF CONCRETE PLACED EACH DAY SHALL BE TAKEN NOT LESS THAN ONCE A DAY, NOR LESS THAN ONCE FOR EACH 150 CUBIC YARDS OF CONCRETE NOR LESS THAN ONCE FOR EACH 5000 SQUARE FEET OF SURFACE AREA FOR SLABS OR WALLS. TAKE 3 CYLINDERS FOR EACH TEST. TEST CYUFIETERS AT 7 AND 28 DAYS. HOW 318) CYLINDER FOR FURTHER TESTING. IF REQUIRED. ANCHOR BOLTS - INSPECT PLACEMENT PRIOR TO POURING CONCRETE. EXPANSION BOLTS - PROVIDE TORQUE TESTING PER MANUFACTURER SPECIFICATIONS FOR ALL EXPANBON BOLTS. VERIFY SPECIFIED LENGTH AND DIAMETER OF BOLTS. YA DNG- •DHECK QUALIFICATIONS OF WELDERS AT THE START OF WORK AND MAKE VISUAL INSPECTION OF All FIELD WELLING. SPEpAL COMMONS CONTRACTOR TO COORDINATE AU. TRADES AND VERIFY DIMENSIONS IN FIELD. OBTAIN ARCHITECTS APPROVAL PRIOR TO ALL FIELD CHANGES. SEE ARDIITECTURAL DRAWINGS FOR ALL FLOOR AND WALL OPENING DIMENSIONS AND LOCATIONS, FLOOR AND WALL FINISHES. ETC. P.C. PANEL 1/M "MAX. P.C. PANEL SEP301993 InTF.R; H9 H 4. -0" MAX. 4- #5 CONT. CI1Y OF 1UKWI1A 1.5H APPROVED OCT 1'73 ! "I T'IR CitVIS!pN TYPICAL STEP , FOOTING 41.1 jj 111111111II11111111111111111111111I11111111 9 10 11 c "K 12. 4 -#5 1' -0" 1, -0" (RE: PLAN) 43 4'J" CONT. GROUT 4 - #5 CON T. TEL (208) 324 -6160 FAX (208) 324 -6246 RICHARD HUDSON ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE, SUITE 16 SEATTLE, WASHINGTON 88122 *RE: PLAN> P.C. PANEL RE: PLAN 2x8 TOP R (RIPPED FOR WIDTH) j W/1/2-0 A.B. 0 4' -0 "OC (EMBED 4" MIN.) 1W. [RE: PLAN] 4x6 LEDGER BEYOND CHORD STEEL - RE: PANEL ELEV. 3 ROWS 1Od 0 4 "OC 0 1ST 24' -0" EXTEND 2• -#7 BARS TO PARAPET 4 - #3 TIES - O 3 "OC 8 - #3 TIES O 5 "OC 4 -#7 VERT. --- BARS GLB RE: PLAN e ib" EA. SIDE W/34 "0 M.B. BRG IQ Y4x71xt x 0' -11" EMBED I£ 34x6 x 1' -2" W/ 3- #6x2' -6" VERT. BARS (EA. PILASTER) #3 TIES • 10 "OC TYP. 2x 0 24 "OC W /F2_N HANGER PER PLAN 1 a� SECTION A--- N 5 SCALE: 34 " = 1' [RE: PLAN] Z GLB 018 RE: PLAN (SKE44cD 0 SIM SECTION) ye -•<YP. SIDE 12 TO BRG 8 TYP. BRG P TO EMBED It PLAN a ELAN as SINGLE MST48 HGLT3.3 HANGER (TYP.) lift H J0411 - [' -iu 11•••01.. lI ■" .. tit' I nil JR�('.mm�Li��t •, TRUSS RE: PLAN GLB RE: PLAN VB12 STRAP 0 TRUSSES CLOSEST TO COL. SECTION E -5 SCALE: 34" = [RE:PLAN] Izt 2 ROWS 10d 0 4 "OC MTT28B STRAP 0 8'- O1/2"OC W/24 - -16d COMMON WO EXP. BOLT (EMBED 41/2") P.C. PANEL RE: PLAN �— GIB PURLIN W /HB2.6 HANGER 4x12 It LEDGER W/34 "0 A.B. 0 24 "OC (EMBED 5" MIN.) SECTION J-5 SCALE: 34" = 1' -0' 2x4 CURB 11A "� PLAN as DOUBLE TO LEVEL UNIT 2x 0 24 "OC (T1'P.) VERT. BARS N #3 TIES 44 "4 KWIK BOLT (EMBED 4" MIN.) CHORD STEEL - RE: PANEL ELEV. P.C. PANEL RE: PLAN -2x8 TOP (RIPPED FOR 1ec1DTH)" W /Yi # A.B. . 0 4' -0 OC (EMBED 4" MIN.) TYP. [RE: PLAN] it 2 ROWS TOd Jar 4 "OC STAGGERED LTT2OB STRAP 0 48 "OC NAIL W/ 10 -iP't. (.1624x2 W) (SLOPE NAILS AS RER'D) 10d 4 "0C STRAP OVER TRUSSES RE: PLAN W /ST2215 0 48 "0C 4x STIFFENERS 0 LTT2OB W/F4 HANGER EA. END (USE 2x AT OTHER LOCATION) 4x6 LEDGER W/44"0 A.B. 0 48 "OC (EMBED 5" MIN.) SECTION B-5 SCALE: 34" = 1'- RID (WT =750 LOS MAX.) 4x6 BLOCKING W/F46 HANGER EA. END TRUSS RE: PLAN GLB RE: PLAN SECTION F-5 SCALE: 44" = 1' -0" 2x TOP It �- W/ WO A.B. 0 48 "0C (EMBED 4" MIN.) TYP. [RE: PLAN] Q, 3 ROWS 10d 0 4 "OC U 1ST 24' -0" P.C. PANEL RE: PLAN 2- #5x5' -0" 3'16 tQ 1" 4" 12" 1/2x8x1' -2" Y4 V4" IP EA. SIDE W /Y4 "4 M.S. 11/2"BRG GLB PLAN • 3/4x12 x 1' -6" --- W /4 -% "0x4" W.H.S. & tE 34x3 x 1' -O" GLB SECTION K-5 SCALE: 34" = 1'- P.C.PANEL <RE: PLAN> EXTEND <RE: PLAN> 2x8 TOP >E (RIPPED FOR WIDTH) W /Y'2 "0 A.B. 0 48"0C (EMBED e MIM.) TYP. — MTT28B WI 24-16d NAILS (.1620x21 ") W/44 "0 EXP. BOLT (EMBED 41/2" MIN.) [RE: PLAN] ; SCHEDLIL HGLT3.3 HANGER 4.4 LEDGER W/3/4"0 A.B. 0 48 "0C L 4x4x3t x G' -8" W /34" STIFFENER R CENTERED ON TRUSS. ie 12x9 x 1'-*0" W/4 -4'4 0x5" w' H.S. 6" GAGE VERT. 8" GAGE HORIZ P.C. PANEL — RE: PLAN \ — LAM -TRUSS RE: PLAN SECTION 0-5 SCALE: 34" = 1' -0" 2 - #7 FULL Hi. MTT28B W/24 -16d NAILS (.162 "0x21 ") W/39 "0 EXP. BOLT EMBED 41" MIN. 4x6 LEDGER 4x6 BLOCKING 2 ROWS 10d @ 4 "OC GLB - -- RE: PLAN NO WELD 11/45)4 91/2" K DAP TOP It FLUSH -- IE 4is" EA. SIDE W/2 -3'4 "3 M.B. (TYP.) BRG 12 114" T.& B. DAP INTO BEAM 3x316 x 2' -1" STRAP --J (LOOSE) EA. SIDE W/4 -1/a "0 BOLTS 11 S4" EA. SIDE MST37 OVER 1ST 2 TRUSSES HU46 HANGER - TOP OF PILASTER TO BE WITH IN 6" OF BOTTOM OF LEDGER 12 "x12" PILASTER RE: ELEVATION FOR REINFORCING SEC I I Div v- 5 SCALE: /" = 1. -0" -- (EMBED FOR FUTURE MEZZ.) I %x4 x 1' -0" WI 2- "0x4 "W.H.S. 0 8" GA. SPACE 0 48 "OC b R E�C ARH. � T� 6" 11/2"xl1/2"x20 GA. x4" L CLIP 0 24 "0C W/2 -14"0 X 1W' RAWL ANCHOR FUTURE FLOOR MIN, 2" OF WELD SECTION D-5 SCALE: 39" = LAMCHORD TRUSS - (TW.) ____"X" _ °X" VARIES rJ CONTRACTOR MAY USE HC2CTA9 -7 AS ALTERNATE TO HINGE & STRAP. USE HC2CTA9 -9 83/4 x 39 GLB. [RE: PLAN), .7-- PLYWOOD VE112 @ TRUSS NEAREST EA. COL. EXCEPT PROVIDE VB 12 EA. SIDE OF COL. WHERE "X" IS GREATER THAN 3' -0" TYP. 3 -#6 SCREWS TYP. — 20 GA. TRACK RE: ARCH. x Et 20 GA. L RE: ARCH. SECTION L-5 SCALE: 44" = 1'-0" 31/2"x20 GA. STUDS 0 24 "OC STOREFRONT RE: ARCH. 4le(f R Ysx.4xO' -5" 1 Vs EMBED RE: A -5 11/2" 3" 3" V4V 0 SECTION H-5 SCALE: 3/4" = 1'- 5 2 ROWS 10 0 4 "OC STAGGER ' • SHEATHING P 14x71/2 x 0' -9" EA. SIDE W/2-14"0 BOLTS PLAN m bl' BRG >E 3/4x5 x 0' -9" — EMBED RE: A -5 2' -6" 3 #3x 8 "F--- -- RE: ELEVATION FOR REINFORCING SECTION I15 SCALE: 34" = 1' -0" ` IIl IIlillll liIl lilllllll�lllllliplillll�lllllllitypIIIIIIir ry . i1IIII it 111f1111( III illipI1I1IlIlilll'IItillit I pRilN,lll O 14iNS'^"" 1 2 :'3 4 5 I 6 7 I8 r NOTE: If the microfilmed document is less clear than this I � notice, it is due to the quality of the original document. t I'l I. 4iII�I�1IlIIllii�i lIIIIIIIIIiIIIIIII�IIIII II 10 11 "" 12• r S OE 6Z 8G LZ 9Z SZ hZ " CZ ZZ LZ OZ 61 8l GI 91 Sl 7L CL ZL L L Ol 6 8 L , 9 S 7 C Z L "" 0 !: nli1ili1uulnn11111i01111, nlhiiiii1illn1111111lnn11iiilK! 111 m1, !1u1X11kl )1111i1uuliiGIli.yl I LiiIIi Il.1l9ii1liiilnli)ItlJliut ulllni1ludlnl!I11J1n rlIll uillnlui l lin1i!, il iiii1iinhir1!l nl1iu1uiilllillu1ilinl1iuilliil1 GLB - GLB RE: PLAN — '/4" EA. SIDE W/2 -34 "0 M.B. BRG 111" T.S. COL. RE: PLAN EFLANm CITY OF TJKW!LA APPROVED OCT,L Te93 nyi. D C D‘rtilION RECEIVED SEP 3 01993 onnERT rOSSAIIL TEL (206) 324-6165- FAX (206) 324 -6248 RICHARD HUDSON & ASSOCIATES,, , INC. CONSULTING ENGINEERS 1606 12111 AVENUE. SUITE 16 SEATTLE. WASHINGTON 9812E CD t0 0 0 CV Lsi z 0 >c T_ < Q_ VI co I¢ QZ Z Z CO Q i°l Lkl z-J co 03 LLj ,- 0) ,— ti%f 1, L? r GLB 101 PANEL W /PILASTER 1�4 P.C. PANEL. REFER TO PANEL ELEV. FOR WALL REINF. USE C6x10.5 x ?'- ?" — SECTION A-6 SCALE: 4'4" = 1'- USE C8x11.5 x 1' -1' 0 SIM. #4 0 18 "OC RE: A -4 CONC. SLAB 0' -0" RE: ' LAN 2 "CL RE: FTG SCHED. <15' -O "> 3 "CLR- N Ii n DETAIL EE fir., e.�9 II II II,; II !I , 11 n ll :II hall yII II r 9.:0• # FULL HT. PANEL BRG IE 34x8 1' -6" W/4- /5x2' -6" DOWELS V4x8 x i' -0" SIDE W/2 -3'4 "4 BOLTS 844" GLB RE: PLAN EA. SIDE. OF REBAR > is 41s V FULL HT. PANEL 1' -7h" GLB - PANEL W/PILASTER REFER SECTIONS A -9, B -9 FOR CHORD STRUT EDGE OF PANEL -2 -e 3'a x3 0 9 "OC W /2- #5x3' -0" 0 4 "GA. / . & 'hx2 x 1' -O" EA. SIDE �- 3'4" GROUT 34" EMBEDED Allki:/4- 1i13"0x8 "W.H.S. V$4 §,' N;., SEE FTG SCHEDULE FOR SIZE & REINF. SECTION E-6 SCALE: 34" = 1' -0" 114 DETA L EE 9.10' t <EA.e V4 V BRG 11 34x8 1' -6" W/4- #5x2' -6" DOWELS 14x8 x 1' -O" SIDE e W/2-WO BOLTS �— 834" GLB RE: PLAN SECTION B -6 SCALE: 3'i = 1'- 0 L 3x3xV4 x 4' -0" W/ 16"11x4 "W.H.S. 24 "0C 0 OUTSIDE FACE C8x11.5 W /Ved x 4" W.H.S. TOP & BOTTOM 0 24"0C STAGGERED L ON INSIDE FACE (FULL HT. OF OPENING) #5 CONT. CONC. SLAB ASPHALT RE: ARCH. 2' -0" #4x iv FLTO.WELS 0 24 "0C P.C. PANEL SEE ELEVATION FOR REINF. (RE: PLAN) B (DEPRESS CONN. 1" & GROUT OVER TYP. 0 SCREEN WALL CONNECTIONS) I FTG RE: A -4 SECTION F-6 SCALE: 34" = 1' -0" 8' -6" <10' -0 "> T.S. 3x3xV4 DRAG - VERT. SLOTTED HOLE RE: PLAN> 0 <RE: PLAN> -EXTEND VERTICAL STEEL 8�4" GLB RE: PLAN 14x8 x l' -0" SIDE te •-- W/2 -34 "d BOLTS BRG a 34x8 1' -6" W/4- #5x2' -6" DOWELS PANEL ' W /PILASTER RE: PANEL ELEVATIONS FOR REINFORCING. RE: PLAN) 2 "1- SECTION C -6 SCALE: 34" = 1' -0" RE: ARCH. . --- PANEL RE: ELEVATION POUR FTC AFTER PANEL IS SET - ERECTION PAD 2 LAYERS OF BLDG PAPER 10 - #3 TIES 0 5 "OC 0 TOP #5 0 12 "0C 3 - #5 LONG WAY <8' -6 "> I � f 1 1 I RE: PLAN FOR FOOTING SIZE SECTION G-6 SCALE: 34" = 1' -0" 3bx641 x 1' -6" SET FLUSH TO INSIDE FACE PLAN .1 -6 V R V2x9 x 1' -4" 2 ROWS 10d 0 4"0C/7 STAGGERED PLAN d -- 2 ROWS 10d 0 4 "OC - 4x6 BLOCKING W /3 -A35F H2.5 ALTERNATE SIDE OF 4x6 2x STIFFENERS e [RE: PLAN] PANEL W/ PILASTER RE: ELEVATION IE '/4x2 x 0' 4" EA. SIDE f2 • x6 x 1' 0" W/2 -35 "0 W.H.S. 1' TOP OF FTG 2"- -4.. V4 I 4x12 x 20' -0" IE Ms" EA. SIDE W /7i1i "0 BOLT — P 14x4 x 0' -7" TYPE A CONNECTION " ,.4.1yr" EMBED 12 RE: A -5 SECTION D-6 SCALE: 34" = 1 - -0° L- - -- ERECTION PAD_-'-.., SHEATHING ` _ =_ =___ D , <7' -0 "> =.Y.— = = = = =L 2` -0" 4, -0" MAX. GRADE #4 0 12 "OC B —7 BLDG FOOTING ERECTION PAD FOOTING - -J FOOTING 4'- 0"x4'-0"x4.--0"x1'-4" `- - - ERECTION PAD W/3-#5 EA. WAY TYP. <2' -0`,> � •-34 ''--4 '�7 G -6 PANEL ELEIONS FOR SCR EN WALL PANEL IS 644 THICK + REVEAL H - -6 __.._____} 3- #6x3' -0" 1E V4 "x /"\ 3" 6" tE V4" EA. SIDE W /4 -1 "O BOLTS 3'4" BRG (@ SECTION J-6 SCALE: 34" _ 1' -0" I111I111IIIII111IIIII111I111 1111 (IIIIIIIIIIIIII1IW}IIIIll1'I I MILLI lip 1191 lI 1IIrL'' IIIII11111If1q1 i111l1ill 4a141,I!I Ii 0 ,4, "4.�" 1 2 ?`/3 4 5 6 7 S NOTE: if the aicrofiloed document is less clear than this { notice, it is due to the quality of the original document. OC 6Z BG 6Z 9Z GZ 7Z ' CZ ZZ tZ OZ 6t et Lt 9: SI tit C: 6t ll Q, 6 8 InIILf�� IIIIlII11 nll�IIII Illlli�ll �II�!li'I VIII IIII Illi Nf II1llilll lll�lll ! ��,'� l,(;) lug Ilillllu II Aflm ,I,(!II!IIIII I �Il I!I!fl IIIIIP IIIIIf11!IIIII I! I! IIInjhuilllif -PANEL BEYOND EDGE OF PANEL 1' -6" 10" HOOKED #5 BARS - C7x9.8 x 1' -6" W/4- #5x2' -6" SECTION H -6 SCALE: 34" = 1' -0" 9 -0 L 3x3xV4 x i' -0" W/3 -44 "0 x 4" W.H.S.�� 14V REFER DETAIL SECTION J -6 FOR WELDING OF EMBED. 9 l��fiflflli10 iflflfi 'I111I11iII�IIIffIII 12' L ;`` SS 7 C Z t. "o • IjIII�I lI! IU111111! fl{ I�IhI! IIIIIIi1111111 '1!IIIIIII!Illllillllli PLAN d. V4 GLB CITY OF TUKNlILA APPROVED R 'cIE1v'Ei~t OCT 6 1993 8l FSi "iSSATTi /WO:: TEL. (206) 324 -8160 FAX (206) 324-6248 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12Th AVENUE, SUITE 16 SEATTLE. WASHINGTON 98122 3x31/4 x w/3-#6 x s-o* 4.0A. (LAP W/ CHORD STEEL) L 3x3x1/4 x W/4-#6 x O 1'-2" 0 SIM. PER PANEL ELEVATION 01 CHORD STEEL SEE PANEL ELEVATION 1,4).4 x (I-1o" • 14x4 x 1'-2" 0 SIM. EL3LA1Q h1 SEE PANEL ELEVATION FOR CONNECTION LOCATIONS 1/2" JOINT (TYPICAL) v2" RECESS JL PILASTER ----- BELOW 0 GRID 0 Elea TYPE A CONNECTION PANEL BELOW V4x4 x 0'-6" W/2-§41-0x6" W.H.S. • 4"GA. 1. 3x3x1/4. x C-6" W/2-445"Ox 6 W.H.S. O 4-0C TYPE F CONNECTION 2x2x44 x W/2-%"x 6" W.H.S. 6"0C TYPE K CONNECTION KV-0 -L. 3x3x1/4 x 0r-6" W/2-#5x3'-0" 0 4"0C Msx4 x W/2-#5a-0" 4"GA. N.-- 34x2 x TYPE L CONNECTION ,kE: ARCH. 3x3xV4 x C-6" W/2-#5 x 3'-0" 4"GA. apLPER PANEL AI ELEVATION Vax4 x 0.-5" = ==== ELEYATIO.N. SEE PANEL ELEVATION FOR CONNECTION LOCATIONS ...1-1/4 JOINT (pa:1cm.) ELAN. TYPE B CONNECTION - #4 0 12"0C VERT. —#3 TIE 0 12-0C HORIZ. 2.-0" TYP. REINF. RE: PANEL ELEVATIONS SECTION A--7 SCALE: 4/4" = 4x3x1e4 FULL HT. 1.V/1/4"0x4" W.H.S. O 240C L 3x3x114 4'-0"3 O BOTTOM W/1/4"51x4" W.H.S. O 24"0C HOOK HORIZ. BAR-S1 S 0 -0"LEGS ONLY. 3/4"CIA 01016.1' 1/4,90AV*0.4ti. OUTSIDE j \-11/2"CLR 1---1/4" REVEAL \--#4 HORIZ. 0 9"0C ALT. FACE SET END- VERTICAL BAR INSIDE HORIZ. & HOOK HORIZ. TYP. EA. END SECTION B-7 SCALE: 44" = 1'-0" 14x4x0'-5" L 3x3x14 x 0'-6" W/2-#5 x 2.-0 0 4-GA. L 3x3x14 x 0'-6" W/2-#5 x 2'-O" 4"GA. TYPE C CONNECTION 1/4x4 x w/2-4.1i'ox4 " W.H.S. (SKEW W.H.S.) 14x3 x 0"-5-' BENT re L 2x2x14 X M-6" W/2-'x4' W.H.S. TYPE H CONNECTION 14x4 x W/2-#5 x / 4-GA. L 3x3xV4 x W/2-#5 x 2.-0" 0 4"GA. TYPE D CONNECTION L 3x3x1/4 x C-6" W/2-4-11"0x6" W.H.S. 1/4x4 x -L 3x3x14 x 0'-6" W/2-3/4"0x6" W.H.S. TYPE J CONNECTION TYPE CONNECTION \\-- EDGE OF RETURN SHORTER PANEL SECTION C-7 SCALE: W = A__,14_,ELELLELAN. 0- L 2x2x413 x W/2-#5 x 2.-0" 0 6"GA. (DO NOT BEND BARS) 0 .-1/4" JOINT (TYPICAL) ; t 4x1/4 x L 2x2x1i3 x 0'-6"-- W/2-411"ox 6" W.H.S. 0 6-0C 0 PANEL 0 PILASTER .0 SIM TYPE E CONNECTION NOTE: THESE PANELS HAVE f'c 4000 psi CONCRETE INTERIOR FACE VERT. BAR HORIZ. BAR 3/4" CLR 11/2" CLR —REVEAL LINE WTSIDE FACE TYPICAL M6T INTERIOR FACE VERT. BAR HORIZ. BAR OUTSIDE FACE TYLD C REBALR EQ. —REVEAL LINE EREQ.6.5-LE)ANEL REINF. NOTES 1) TYPICAL PANEL REINFORCING: 04 12-0C VERTICAL; #4. 0 12"0C HORIZONTAL FOR 51/2" PANELS, 2) PROVIDE §5 VERTICAL EACH FACE AT PANEL OPENINGS AS SHOV*1 ON PANEL ELEVATIONS. 3) PROVIDE HORIZONTAL BARS AT OPENINGS AS SHOWY ON PANEL ELEVATIONS. 4) PROVIDE #4 x 2*-6* DiAGONN. AT CORNERS OF ALL OPENINGS. 5) PROVIDE CHORD STEEL AS SHOWN ON PANEL ELEVATION. 6) VERIFY PANEL DIMENSIONS +IV/ARCHITECTURAL DRAWINGS. 7) PANELS VIEWED FROM INSIDE LOOKING OUT. 8) ,Q INDICATES TYPE OF PANEL CONNECTION. CITY OF TUKWILA APPROVED OCT q 1993 r,ttP DIVISION - • - • • °, TR 1111111111111111 1144..1114,1111 I 0 lOrms MGM 2 4 8 9 ; 10 —4. 12' NOTE: if the- docent is less cleat than this notice, it is duo to the quality of the original document. • - • 0C 6Z BC LZ AZ SZ VZ ' CZ ZZ LZ, OZ Gt At Lt At St •1. CI Zt It s 9 Z. 9S C 1{.11111,11 .1. II I tit dui 1111111;111411111111:110111,11111.11j11111 411A11 114, - • - , . . • TEL. (208) 324-6160 FAX (206) 324-6246 RICHARD HUDSON 8c ASSOCIATES, INC. CONSULTING ENGINEERS 1805 12T11 AVENUE, SUITE 18 SUMLE, WASHINGTON 98122 LO 00 CV C4 ILJ 0x < .r.P■'%f RECEIVED CITY OF TUKWILA AtiG 3 1993 PERMIT CENTER MITERED EDGE / r -3 -,p6 CHORD STEEL 3 -#6 CHORD STEEL R£: P AN ~ 04 0 12 "0C EA. WAY I I I ....-- F A-6 C- BEAM ,: ; 1>� . F_.; A A . STRUT CONN. ` _r - H RE: G -5 o FOR REINF. 3 "'0 _ EQ. EQ. 3' -0" -.-- -, W STNO HOOK HOOK FOR FUTURE i- . BEAM SEAT RE: A -5 Ij4 0 12 "0C EA. WAY E M. E SIM. EMt ED MEZZ. RE: L-5 ( . rk E J TYP. E ..i 0 12' -0" -- 8' -D» -� -- - C -7 �,RE: .� — -- -, A -7 8' THICK RETURN 6-#5 RE: A -7 B -3A �'.• • I' - 8 - #7 VERT. W / #3 TIES 0 10 "0C TYP. TIES 0 5 "OC & 10-#3 & BOTTOM TOP & BOTTOiA 11 �,1 .ea.. #4 0 12 "OC EA. WAY 6-i 5 1 : t° z A -1 44 r>a 0'`0" RE: A -7 4 VERT. I2 "x12" PLASTER TYP. W/4-#7 & p3 TIES 0 10 "OC TYP. & 10 -#3 TIES 0 5 "OC 0 TOP & BOTTOM , -∎ #7 w %113 TIES 6! 10 "OC TYP. & 10 -#3 TIES A 5 "0C A BOTTOM B -1 { Y. �J S - 5' -6 ") RE: C- 4 0 EMEAL.S 0111E .W PANEL THICKNESS IS 514 "+ REVEAL DEPTH UNLESS NOTED RE: C -4 RE: C-4 II SLAB DOWELS RE: A -4, SIM. RE: PANEL 12 -V-0" RE: A -4 PAIELIsaaAJKLEWEELNYALLA PANEL THICKNESS IS 51 "+ REVEAL DEPTH UNLESS NOTED r3 -,#'6 CHORD STEEL RE: A -4 RE: A -4 0 -3 -#6 CHORD STEEL 3 -(►6 CHORD STEEL 0 a PANELS ®& Q. PANEL THICKNESS IS 6W+ REVEAL DEPTH MITERED EDGE SEAT WING WALL RE: S -6 E 12x12 PILASTER TYPICAL (UNLE S NOTED) RE: 2 8 #7 VERT. W / #3 TIES @ 10 "OC TYP. & 10 -#3 TIES 0 5 "OC TOP at BOTTOM RE: C -4 RE: C -4 0 PANELS 0 & iQ 12x12 PILASTER W /4- p VERT. W /g3 TIES 0 10 "OC TYP. & 10-0 TIES 0 5"0C TOP & BOTTOM 1' -6" ON SIDE RE: C -4 PANEL THICKNESS IS 63/4"+ REVEAL DEPTH '.s BALL PANEL THICKNESS IS 5W'+ RE`tEAL DEPTH UNLESS NOTED Y• 9 -_... ,M:a Pct iw •.'. #J ".gcr.F x.''c.�,.SYr'r ,�"J'w r�_..d'?Xl'°'J ,,,. �, ;r<, -3 -0 CHORD STEEL — STRUT CONN. BEAU SEA'i RE: G -5 RE: A -5 RE: PANEL FOR REINF. BEAM tEAT 8 /7 VERT. W / #3 TIES 0 10 "0C TYP. at 10 -#,3 TIES 0 5 "OC TOP & BOTTOM 8 -/7 VERT. W / #3 11E3 0 10 "0C TYP. & 10 -0 TIES 0 5 "OC TOP & BOTTOM RE: C -4 RE: C -4 RE: C -4 att-ja....e3KEBEDALALL PANEL THICKNESS IS 54 12"-I• REVEAL DEPTH UNLESS NOTED WO EXP. BOLT 2 ROWS 10d 0 6 "0C LTT19 A 48 "0C 10d 0 4 "OC O 2x6 & BLOCKING 2:6, BLOCKING W/i26 HANGER O 24 "OC — 3x4 FLAT BLOCKING 0 48 "0C 2x12 TRANSFER BLOCK A BOTTOM CHORD PANEL POINTS \-- DOUBLE JOIST SECTION A-8 SCALE: 3'i = 1' -0" 11$i7gIW1d'+'W2.;;ts•,r xf ...eF:. • """ ". I ".. ° -III llI ilI liI l(lI lI lI lli llI l lI lI (lI i{ lI lI_1I iII { p .,»s , »C» 1 7 ���III'I� I�i ill IIE IIIlIItIIIIi IIII. II I. I il}ljaPlt II FL lf illllliii Ii iIIIIIIIIIjiI IlIili 1al '13 4 5 6 7 8 9 i 10 11 »''«»., i2. r I __ f NOTE: the microfilmed document is less clear than this . 1, . notice, it is due to the quality of the original, document. te i i . oe 6Z Se. LZ 9Z Sc IZ CZ ZIIZ tZ 03 6It ©t /,t 91 SI 91 Cl Zt U OI 6 0! L 9 S ' C Z l "" 0 �Illl1lill�lill�lil 11111INl�ll' i�IP1II! I!l IIIIII1I�IIIIIi11dRINIII�iiIIL ILIIIl16 4�I,(11IU6l{lll�44 f I illlllll ivialll�I IIIIJ, UI�II! IIIII�IJI �I! II�IIII�IIjI�Illlljllil11lilillll l6llllll4IItIII41II6lllll61111l6lllllil 1 RE: L -5 E E SIM. STEEL STUD DRAFT STOP WALL RE: ARCH. 2 16d / 2x4 FLAT A 48 "0C TJL GYP. SECTION B-8 SCALE: 3'+' = 1' -0" CITY OF TUKWILA APPROVED OCT 81993 -Ai in Di DIVISION REFER SHEET S-7 FOR NOTES AND ADDITIONAL INFORMATION TEL. (206) 324 -6 :80 FAX (206) 324- 62,1$$ X CO 1x1 Q. L C- 41n.Q1' `5 'i'Pr °-i n.. RECEIVED' — CITY OF TUKWILA AUG 3 I 1993 PERMIT CENTPR INC. I OF _ II- ,",. VnNtril i.`3+i' S 1r..ri n•a + +va, SLIM 38 SI:ATTU, WASHINGTON 98122 RICHARD HUDSON & ASSOCIATES; CONSULTING niGMEERS 0<28• -0 "> i • -6" F r EA. FACE [t4 DOWELS 0 24.00 0 RE: A -4 SIh1. J 12' -0" K ; 3 -/6 CHORD STEEL X11 ..__. 0 0 RE: 0 -5 FOR RE: G -5 FOR STRUT COON. STRUT CONN. 3 -/5 EA. FACE (HOOK ONE END) X14 0 12 "0C Ft.. WAY 3- #5 EA. FACE W/HOCK RE: A -5 FOR BEAM SEAT RE: K -5 FOR EAM SEAT RE: G -5 FOR STRUT CONN. RE: G -5 FOR :1111: RE: G -5 FOR STRUT CONN. STRUT CONN. RE: A -5 FOR BEAM SEAT 2- #5x5' -O" --3 -#5 EA. FACE RE: L -5 ®- 12' -0" SLAB DOWELS 0 24'OC (- 1. -6 "), RE: C -4 12x12 PILASTER SLAB DOWELS ® 24 "0C 2-#5 —/ EA. FACE 6 -i5 EA. FACE W/HOOK CL 4 "OC T.S. COL- 6 -#5 E4 0 ? ?"OC EA. FACE VERT. ALT. SPACED EVENLY FACE 6 - #5 _ EA. FACE EMBEDS - A RE: A -4 RE: A -4 e <28' -0 "> RE. PL N 12' -0" 2'- 0" RE: A -4 2' -0" RE: A -4 RE: A -4 3S & ()PANEL THICKNESS IS 6W+ REVEAL DEPTH PANEL THICKNESS IS 51h "+ RE DEPTH UNLESS NOTED r— 2 -#6 CHORD STEEL #4 0 12 "0C EA. WAY RE: C -4 TYP. 2-#5 EA. FACE EMBED -38 12"x12" PILASTER TYP. K EMBED ALIGN W/ B -39 EMDED K SIM. FAR SIDE COL. 12x24 - W/6 - #7 VERT. - I• & #3 TIES 0 10"OC TYP. & 10 - #3 TIES 0 5"OC TOP & BOTTOM #14 HORIZ. W /STD HOOKS SECTION A-10 SCALE: 5'4" - 1'- 16x12 PILASTER W/4 -p VERT. & #3 TIES 0 10 "0C TYP. & 10 -#3 71ES 0 5 -0C 1' -4" TOP & BOTTOM RE: C -4 COL 24x12 W/5 -#7 VERT. & 13 TIES 0 10 "OC TYP. & 10 -#3 TIES 0 5 "0C TOP & BOTTOM 28'x12' PILASTER W /6 -P7 VERT. f4 0 12 "0C VERT. ALT. FACE 12x12 PIL TER TYP. RE: (2 ) e o RE: 0 -6 FOR STRUT 2 -,g6 CHORD STEEL 3 -#6 CHORD STEEL 4 -y6 CHORD STEEL 4 -#6 CHORD STEEL 3 -#6 CHORD STEEL e 14x4 x 0' -10" B Ihx4 x 1' -2" W/3 -1►6 HOOKED BARS 0 6-GA. 3 -jG FIG RE: SCHEDULE RE: PANEL PAI+NE S 0 GRID (�) PANEL THICKNESS IS 514"+ RE DEPTH UNLESS NOTED 12 "x12" PILASTER-- - W /4- 9 PERT. RE: 2FOR TIES. s14� EA. FACE 12`x12" PILASTER W/4,49 VERT. RE: (FOR TIES. #4 SLAB -- 0 13 "0C RE: E -6 Si A- p RE: E -.6 ' 8' -0" • PANEL T}9CKNESS IS 7W+ REVEAL DEPTH -eatow aa5 G 1. • RE: C -4 4! IIIIIIIIIIIIIIIIIIIIIIIIiiIIIIIIIIIIIIIIIII IIilIIallluilll¢Tfitjli pup !I 111111111 it ri prilpiliiiipliiiiiiiiii ti iyliil II I{ 1LIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIlll0{ 1. 0 terns , ". 1 2 /3 4 5 _ 6_ _7 _ 9 i 10 11 ." .,K..,,„ 12- NOTE: If the microfilmed document is less clear taau this . > • I notice, it is due to the quality of the original document.. i il6Z B! L 9Z sz z CZ zz tz 0z sI1 at ct et St of Cl z1 a Ol 6 a c 9 s , e z i IIIIIIIIIIillllililill. llllill( IIIIIIIIIkill 'IIII!Illll'lININiiILIIIIh Il111�IIII 11 U i t l 1 ' I + I l ' l t I l I l "II 0 �LWJI Jll1 tulllullWllull(IIII�n IIIIIIU 111111111 III1�1I(I IilllIIIIIIIjI�LIj)JJ(IIJIf I IIU 11�IIli IIIIIIILIIIIIII11Ulllllllll IIIIlIIIIIIIIIlIIIi I!IIlIIIII RE: C-4 TYP. RE: PANEL. (29 TYP. COL. RE: C -4 FOR FOOTING CONNECTION .ECTI ON B__ :1 0 SCALE: 30" - 1' -0" 1114" 33b"� 336" #9x4' -6" DOWEL #9 VERT. 12x12 PILASTER K FAR SIDE K FAR SIDE N 31s 1 5" L 6x4x% x 0'-111/4" (LLV.) W/2 -45" e & 2 -#9 DOWELS al PZ Ix4 x 0' -i0" —P2 14x4 x 1' -2- 8 -10 W /3 -I#6 HOOKED BARS I' 6 "GA. SECTION C--1O SCALE: 3<4" - 1'- RE: PANEL 43 #4 ® 12 "0C EA. WAY 2 -#5 EA. FACE 2 -#5 EA. FACE MITERED EDGE 4 - #7 VERTICAL W/13 TIES 0 10 "OC TYP. & tO -$3 DES 05 "0C T &B. I REFER SHEET S -7 I FOR NOTES AND ADDITIONAL INFORMATION CITY OF TUKWILA APPROVED QC I 1993 .; nil'? DING DIVISION TEL (206) 324 -6160 FAX (206) 324 -6248 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS S 1605 MTh AVENUE. SUITE 18 SEATTLE. WASHINGTON 98122