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Permit D99-0293 - Parkway Supercenter - Best Buy
d99-0293 17380 southcenter Parkway Supercenter-Best Buy City of Tukwila �, (206) 431 -3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 DEVELOPMENT PERMIT WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES. APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: 262304 -9079 Address: 17380 SOUTHCENTER PY Suite No: Location: Category: ARET Type: DEVPERM Zoning: TUC Const Type: Gas /Elec.: Units: 001 Setbacks: North: Water: TUKWILA Wetlands: Contractor License No: MITCHCT044MN Permit No: Status: Issued: Expires: Occupancy: STORE UBC: 1997 Fire Protection: .0 South: .0 East: .0 West: .0 Sewer: TUKWILA Slopes: N Streams: OCCUPANT PARKWAY SUPERCENTER -BEST BUY Phone: 17380 SOUTHCENTER PY, TUKWILA, WA 98188 OWNER MBK NORTHWEST Phone: 206 575 -8090 C/O TRAMMEL CROW COMPANY, 17560 SOUTHCENTER PY. TUKWILA WA 98188 CONSULTANT GEOENGINEERS INC Phone: (425)861 -6050 8410 154 AV NE, REDMOND WA 98052 ENGINEER BARGHAUSEN CONSULTING ENGINEERS Phone: (425)251 -6222 18215 72 AV S, KENT, WA 98032 CONTACT ROB KING Phone: 425 - 778 -1921 CONTRACTOR MITCHELL CONTRACTORS Phone: 206 -463 -5838 PO BOX 167, VASHON, WA 98070 * * * * * * * * * * * ** k*****, Ir************************************* * *** ** *•k** *•k *•k * *•k * * * * ** * * ** Permit Description: DEMOLISH TENANT SPACES BETWEEN GRID 10 & 16 PREPARE BUILDING PAD FOR NEW BOX TENANT. PRELOAD SURCHARGE. STRUCTURAL UPGRADES OF DEMISING WALL. CIVIL UTILITY LINES RELOCATIONS, GRADING ADJUST- MENTS, EROSION CONTROL. *************************************• k**************** * * * * * ** ** * * * * * * * * *•k * * * * * * * * * ** Construction Valuation: $ 250,000.00 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: JFM Curb Cut /Access /Sidewalk /CSS: N Fire Loop Hydrant: Y No: Size(in): .00 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Cut: 1300 Fill: 3500 Landscape Irrigation: N Moving Oversized Load: N Start Time: End Time: Sanitary Side Sewer: Y No: Sewer Main Extension: Y Private: Y Public: Storm Drainage: Y Street Use: Water Main Extension: Private: Public: **** * ** k * * * * * * *•k * * * *•k * * ** * * * * * * * * * ** * * * ** * * * * * * ** * * * * * * * * * * * * * * * * * * * * ** * *•k * *•k* ** k* cio TOTAL DEVELOPMENT PERMIT FEES: $ 3,426.94 ****** k********* * * * **•k *•k * * * * * * * * * * * * * * * *•k * ** *********** •k * * * * * * * * * * * * * * * * * * * * * * * * *A Permit Center Authorized Signature: Signature: Print Name :__ Qg___41q 099 -0293 ISSUED 10/29/1999 04/26/2000 Date I hereby certify that I have read and examined permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provis' of a y ther state or local laws regulating construction or the perform ce o' wo rk �I am authorized to sign for and obtain this development pe Date: .ti 14. (t This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. 15. Permit No D99-0293 (29674722),' 5. Allmechantoalwork shall be under separate permit issued by th“.ity of Tukwila. • 6. All':,:construction to be done in conformance with approved : plans and requirements of the UnifOrm Bui)ding Code (1991 . 'Edition) as amended, Uniform Mechanical Code (1997 Edition) and,WashingtonState-EnergyrCode T. Valldity,of Permit. The issuance of a-permit or approval.::of',', plans ,specifications, 'and' computations shall not be con- strued to be a per for, or an . approval of, any violation o the provisions of the building .code or of any other ordinance of the jurisdiction. No permit presuming t'o:' give authority to violate or cancel the provisions of ,this code,,shallbe valid. • 8. Whensecial inspection is required, either the owner, arcnitet or engineer shall notify the Tukwila Division of appointment of the inspection agencies prior to the first inspection. Copies of all special inspection reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name, permit number' and type of inspection being ' performed. 9 The special inspector shall submit a final signed report stating whether the work requiring special inspection was, to the best of the inspector'.s . knowledge, in conformance with approved plans and specifications and the applicable workmanship provisions of the UBC. 10 Any new ceiling grid and light fixture installation is required to meet lateral bracing requirements for Seismic Zone 3. 11. All structural concrete shall be special inspected (UBC - Sec. 306(a)1). 12. All structural welding shall be done by W.A.B.O. certified welders and special inspected (UBC - Sec. 306(a)5). 13, All high-strength bolting shall be special inspected (UBC - Sec. 306(a)6). 14. Bolts installed in concrete shall be special inspected (UBC See. 1701.5.2). CONTRACTOR SHALL NOTIFY PUBLIC WORKS LIIILTIY INSPECTOR MR. 1 ••. CITY OF TUKWILA Address: 17380 SOUTHCENTER PY Suite: Tenant: Status: ISSUED Type: DEVPERM Applied: 08/18/1999 Parcel #: 262304-9079 Issued: 10/29/1999 ***4:**A*A*A**1.***AllA4.*************Ik***A***k*k Permit Conditions: 1. No changes, will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 2. All permits. inspection reccirds and approved plans shall be available at the 56b. site prior to the start of any con- , struction. These documents are to be maintained and 'avail- able until final inspection approval is granted. 3. Electrical permits shall be obtained through the Washington ,State Division of ,Labor and Industries and all electrical work will be inspected by that agency (248-6630). 4. Plumbing permits shall be obtained through- the Seattle-King County Department of Public Health. Plumbing will be inspected by that agency, including all gas piping' Wat 1.4.a GREG VILLANUEVA @ OF COMMENCEMEg AND COMPLETION OF WOR( `,1T LEAST 24 HOURS IN ADVA{( > CONTRACTOR SHALL �!�1(7RDINATE FIRE LOOP /HYDRANT F'ELOCATIO {V WITH .TUKWILA FIRE PREVENTION DEPARTMENT : AT (206)575-4404. CONTRACTOR SHALL FOLLOW ALL THE GEOTECH CONDITIONS AND RECOMMENDATIONS PER GEOENGINEERS SEPT 7.1999 LETTER AND 'PAGE 7 OF. FEB 23. 1998 GEOTECH REPORT. THE GEOTECH ENGINEER OF RECORD SHALL SUBMIT PERIODIC PRELOAD SETTLEMENT MONITORING REPORTS TO PUBLIC WORKS IN , A TIMELY.. MANNER. PRIOR TO PRELOAD REMOVAL APPLICANT SHALL SUBMIT A. LETTER FROM THE GEOTECH ENGINEER AUTHORIZING PRELOAD REMOVAL. 1'6 Temporary erosion `control measures shall be implemented as ,the `.'first order of business to prevent sedimentation off. :site or into existing storm drainage , facilities 1.7 The site shall havepermanent erosion control.; measures in place as soon _a,s_`possible;'after final grading" has,. been completed ani,,prior to: the Final,-Inspection. 18 Hauling over;":50 cy.;:shall require application for a Hauling Permit prior to any :associated , activity. Contractor shall CONTACT MRS JAN ,ILLIAN.:, PW; PERMIT" .TECHNICIAN AT (206)431 0179 FOR, HAULING PERMIT REQUIREMENTS. Project Name/Tenant: y Q�s t �, s Va fie of Construction: ' 77-' 2 .5 0 o Site Address: City State /Zip: / -.? - a 9 U 'Sc., C- ,...-r!c re-- *.coy,. "Tr -tIcw c c. n , tax Parcel Number: 2 6) 23 ei d/ -`707c) - 04 Property Owner: /14r.�/< /Va''J�0tS7 Existing fire protection features: �. sprinklers `automatic fire alarm El none ❑ other (specify) Phone: fro ) 3C `zyoo Street Address: - /9 .fit 7 S(Jp // /E,9-00e05 leh. City State /Zip: L- /t`.C64rEG0,02: 3 Fax #: Y - (�r� 7, ;) C3" -(33 / Contractor: . ,i! i �/(E"G. c___ C.cAAc TN.ac..TaYz S Phone: - ,-.ZCG S •-ilG - ..5 ) Street Address: Ois City State /Zip: />,`. 607 1 , Fax #: Architect: , E?i/ac: z/e ,X.5 - /e2: E Phone: (J 6'7 0 - -Q Z.3 Street Address: / City State /Zip: 50 0 c. S (3 A(- dbiS 1 1-0 :16 0l 1 4\ -- .0.S. 0 it . Fax #: (, '70 0 z_ S' Engineer: 4 'x v&. 1,46,(ACE£14.ntlC Phone: (1.04.) .L G3 -.', 7 S --- Street Address: City State /Zip: 51-1DN.14!)4, rP670 Fax #: Contact Person: )Qad3 k1 /e Phone: C•'-tz..S ? ?�3 -- 11 L / Street Address: ) ∎ w • � ��Lb 0sc Address:_ T • C. City State /Zip: Fax ' Description of work to be done: Za , 744 ='r' ,7 c L 6 TCJ 1: G reta /c3 crC/ ? / 2 . 1 7 1 " i t — c 4 1 ce / - la / A/G i e? 4 r_°0 IL— luca - tx /6 d K 71 N A -A(r — i •1 L.c,4k D S u_vv:..(pic-o_ G t.„ T7l rc_c_7 - tor. -- eAPci ft_ R0F. 2:. lz -0 two c,lnCC.cjvtr.J.- rIv1L. kr .c._t'rtE$ .% . Existing use: 1, Retail El Restaurant El Multi-family El Warehouse Hospital ❑ Church El Manufacturing El Motel /Hotel ❑ Office El School /College /University ❑ Other Proposed use: i`-', Retail ❑ Restaurant ❑ Multi- family El Warehouse El Hospital ❑ Church El Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Will there be a change of use? El yes , If yes, extent of change: (Attach additional sheet if necessary) Will there be rack storage? El yes ( 124 no Existing fire protection features: �. sprinklers `automatic fire alarm El none ❑ other (specify) Building Square Feet: ) existing Area of Construction: (sq. ft.) — OOO Will there be storage of flammable /combustible hazardous material in the building? 171 yesno I Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets CITY OF TUKWI( i Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 ommercial / Multi - Family Tenant Improvement / Alteration Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. APPLICANT REQUEST, FOR PUBLIC WORKS SITE/CIVIL PLAN REVIEW OF THE FOLLOWING (Additional reviews may be determined by the Public Works Department) ❑ Channelization /Striping El Curb cut /Access /Sidewalk El Fire Loop /Hydrant (main to vault)It: ALT', Size(s): Land Altering' n.c +G. 0 Cut cubic yds. 0 Fill ot`O cubic yds. p Sanitary Side Sewer #: 1 .14dO rr..- V< r, El Sewer Main Extension , Storm Drainage ' t'tkccU`z- ❑ Street Use El Water Main Extension Pik 7 -- � E1 Water Meter /Exempt #: ❑ Water Meter /Permanent It El Water Meter Temp # ❑ Miscellaneous Size(s): Size(s): Size(s): El Flood Control Zone 173 Hauling El Landscape Irrigation O Private 0 Public O Private 0 Public 0 Water Only 0 Deduct Est. quantity: gal Schedule* Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: Date a licatin ires: ► - �o - ' cco Applicall n taken by: (Initials) PLEASE SIGN BACK OF APPLICATION FORM C'TPERMIT.DOC 1 /29/97 BUILDING OWNER Of? AU HORIZED AGENT: Signature: ; ..'.- f Date: t ry ._l : 3 :.,t Print name: (; � , ' . Ph9ne: Fax iI Y _ S , Address,.. ,. .. r:;.., 1: City/$tVtei.Zip ALL COMMERCIAL/MUL?IAMILY TENANT IMPROVEMEN , TERATION PERMIT APPLICATIONS UST BE SUBMITTED WITH THE •LLOWb *Ii. ➢ ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER ➢ ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN ➢ BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑.` ❑ Complete Legal Description I:J ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Four (4) sets of working drawings (five(5) sets for structural work), which include : ❑ %� Site Plan (including existing fire hydrant location(s) 1. North arrow and scale 2. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements 3. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions 4. Location of driveways, parking, loading & service areas 5. Recycle collection location and area calculations (change of use only) 6. Location and screening of outdoor storage (change of use only) 7. Limits of clearing /grading with existing and proposed topography at 2' intervals extending 5' beyond property's boundaries 8. Identify location of sensitive area slopes 20% or greater, wetlands, watercourses and their buffers (change of use only) 9. Identify location and size of existing trees that are located in sensitive areas and buffer (TMC 18.45.040), of those, identify by size and species which are to be removed and saved 10. Landscape plan with irrigation and existing trees to be saved by size and species (exterior changes or change of use only) 11. Location and gross floor area of existing structure with dimensions and setback 12. Lowest finished floor elevation (if in flood control zone) 13. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H- 9). ❑ ,� Floor plan: show location of tenant space with proposed use of each room labeled ❑ LJ Overall building floor plan with adjacent tenant use; identify tenant space use and location of storage of ��----�� any hazardous materials; dimensions of proposed tenant space. ❑ t El Vicinity Map showing location of site p , ❑ Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan identifying rack layout and all exit doors. Show dimensions of aisles, include dimensions of height, length, and width of rack. Structural calculations are required for rack storage eight feet and over. ❑ ,❑ Indicate proposed construction of tenant space or addition and walls being demolished ❑ ❑. Construction details I =r ❑ Sprinkler details - details of sprinkler hangers, specifically penetrations in structure, i.e., roof; size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. ,❑ ❑ Washington State Non - Residential Energy Code Data shall be noted on the construction drawings. ❑. ❑ SEPA Checklist - if intensification of use (check with Planning Department for thresholds). ,❑. ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions. ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Public Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) ❑ ❑ Copy of Washington State Department of Labor and Industries Valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal I HEREBY CERTIFY THAT 1 HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. CTPLRM17'•DOC 1 /29/97 't-k :kk 1:4kik:tk•. }.k ..A h:1•h-4 *.:4:t4,; k::1•hait:d k.. k;t.ka* N.k*9': A.:1k`.4.k:t:1 :t•k•k•1•.l•4A:1•il•4It -t ,1 ctq rY ? , 9 A4. rFJ k' ka f iY Y.k 1 f,F'�i��ai'l1 T'..rlumt� r` R9E3 001 4 •Amotint; w 3 50 :11/29/99 Pa.yin t 14eth•od:.'CIa5H • Nat t.ion: 11()I3 I(1,14,C Inir: 4Qti.;; • 1)ert,r11; 1)9,974)293 •(' Piu; LtiEVPI:(.;i ()ht•11::t.UP 1 '(' - PaI -r,`.e '1 No 2G.h.3O4 '-9r i :a `t) 'Si • tr •r ddi`e5s: 17J0O HUT HCL 1'7 ` -{ ;''•`_i% f otu'1 Fees: 3.45( }.44. ;.'t 000 23.50 Tc,tal AL.L Pmts: :i.450i.4 13 a3 anc1?: .00 i.J..'30/99 to • ***• i. AAo.AA**** h***** A*o** AAA**** d, Ah• A***•; 1• h• h*' A • *,8**•kA•k'41,vt•. *dl:AA*A i.t'''. } ` b 0097 14 cc ouht Code Desc ^ i ut ion Pinol.to 000/345.030 PL.G'►N!. MQtlr:Ew l 2.3.50 T i vn►'rit; • 1 FE'�il�,p1... ;. 9132 1 .1:/30 9710 TOTAL 23.50 :tf&::.t.4: {e�r'J,. Cr" **04.+* * +:1**4i�i k;� filr a h.�Fkk it kA{. C IT:Y . OF :rUO I.LA . 14A (account.. Coda 000/322.100 000/345,630 000/386.904, 401/342.400 . 41.2/342.400. • 402,'342.400 600/322.100. 000/345.630 * * * A k 1 * tk A. “ * 14 d : i , •4 k 0 r * * * • 5 1: 4A 1 ; * * * * : �• } A :1• rA . +1 k 4• I.) s( :r1ution BUILDING - .t1OHRECt PLAN C14E:C!( -- UTILITY 51 SITE BUILDING. SURCHARGE I3JSP FEE •- Fi.H/I_I /lvi4t: INS!' FEE -- STORM DRAIN ItlSP FEE •- SME SSS 3.,. M[) ALTERING PU.t;rlr1 FEE LAND ALTERING PLAN CHECK *'* *** * **kl -kA k* A•k*'4,•!•.A .r• *4tfi•kak;tid* ***r\*Ait *A3 • 'tittlNSMIT Number R9600179. AIrior.tni:: 2.215.00 10/29/99 10u.29 .P.avment M .•t:hod: •C13ECRS Notation: tel[itf!RC COIIS'3RUCT Init: WAP Permit Mo: 099-0293 TV: L UEVELOPMEN1' PE.RNI1. Parcel No: 262304• -9079 . it64'tddress ; ] 7310 SUUi'HCENTER PY Total Fees: 1.426-94 This Pavment 2.235.00 Total ALL Pulls. 3.426.94 1.1 ii anc {?. .00 *dr. 4*d•A, tik •,.*• k.A*.k Ak: 1*A. An: 1 **•.*•5.A*,4*A,•A•, •k•***•1!: Amount 1..x33.7`i 30.00 4.50 15.00 (5.00 35.00 252.500 49.25 237 9 11/01 a7.i.7 Tom.. 2235.00 n .475ji •7M 01M•rl{jW t�' 1W.u ifi, 4 .yyy,yyy y y ,y yy,y y 'I . .y ,yyyyyy,yy ,y ,y ,y . 7� /{ *** R *I� * *ll ** **** ** * /� ** * R l{ T * *. *** CITY OF TUKWILA, WA :1:) TRANSMIT . :**11(******************* * kl** ******* ************************ TRANSMIT Number: R9800129 Amount: 1,191.94 08/19/99 12:30 .Payment Method: CHECK Notation: MBK NW Init: TLB Permit No: D99 -0293 Type.: DEVPERM DEVELOPMENT PERMIT: Parcel No: 262304 -9079 Site Address: 17380 SOUTHCENTER PY Total Fees: 3,030.19 This Payment 1,'191.94 Total ALL Pmts: 1,191.94` Balance: 1,838.25 ********************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Account Code Description Amount 000/345.830 PLAN CHECK - NONRES 1,191.94 6152:O8/20 9717 • TOTAL 1191.94 . s... _,:vFi ;::Sv.�- •1.�'t hli 4 «,' ••i %.!. •..'.ri....tI aC :C �1: L1i�I M'n4..l:ri.. "arA•.v. �.a`a1 u Lb;• r:�.Fur�!i FkilA.II nsa .:c!ll,( I*i �, .,lin��6•f'_�it�a �Y�. iYJ. 1.0 e�: Project: G.c.k % ''-% j B r .., Ty.e of In • : din: 0 Address: 1 t )o 5/A °v er P ( 1 - .. - oO Special instructions: tt r -,�, Ct_ S Cc t, bQ?� (( C4 Y tck ,3Ct1 ° ° Date wanted: 5- 3 �� a t ` oo P.m. Req ster: \ )ex r9 Pt p 51 9 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, W/ PERMIT NO. (206)431 -3670 pproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspe . Datt':- f /iQ, t $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: • Type of Inspection:[ ' 5/ / t 4 V S G P Date called: -�, �fa9 00 Date wanted: a.m. '13 a) p.m. Special instructions: Request p tt V 11 t IL It t t it. I 1 t ti t( it 1 5734)o Qt1d ,c..v.....o tti1e-t,, .. Project: n Type of Inspection:[ ' Address: 113 WO V S G P Date called: -�, �fa9 00 Date wanted: a.m. '13 a) p.m. Special instructions: Request p Phone: . V, INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 . 1641-03-q3 PERMIT NO. (206)431 -3670 Approved per applicable codes. 0 Corrections required prior to approval. Inspector: 6V Date: 5 p st 0b 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee m be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: / f/c) aiA, li sin i ,'ia) S S MW Its l to x- "A 73 ey STw s Dm 0 & ?.5PSL /S nALv. /U " Al /' , I a !y� S ciiaal instructions: Special e 4..1.E /3 P/ r / 584 ( ` e- i^-)J ems. N S SNi H I ljaJ CO ; LF, TO / Za. 4.-. � . f "`" 55 Mb' , @ - 3.. ` i c D 4 ,e. Phone: 3_2/ CuA ItI 9Q SMe ed&oeui Alta l4 5 S/1/ H '1', 5D k eogcf 77) 6) I f 5,1 SSMf1 <i) 3* 5i /5" o' IA-0 dr Project: ` e nj Type of Inspection: 5 � A �gs gv 5 7(11 C Date called: , I a !y� S ciiaal instructions: Special e Date wanted: a.m. p.m. Requester: i Phone: 3_2/ INSPECTION NO. 2 • ` INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 D Approved per applicable codes. D Corrections required prior to approval. Inspector: � Date: / / $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.; Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: '1 */510) At TLS r to " ss s g4 ,0_ee.n :5S/7U L..._. fi 4a /J 2;t ,2 _ :. 3; ,2 51 ./ S' rIt.14 ‘() t r 0t' A' /A rar s sS �1 ti s 5 he # - y / 4gv 5 /7) 3 S n -- , , , / - S / Ytct � D ,c�J /� G Date w nted. l , 7u,4� I 1 rC rasr 8667` u. S,S F1-04 0 rnaL,v, 77 Al AS fiad- d( / S41E A/t_ 7e4T Ceb 7, c 5..r / 5 tv4./v. ‘ v ' U r Project: Type of Inspection: Address Date called: 8 /00 Special instructions: Date w nted. l , 7u,4� I p.m. Requester: P/r rl Phone: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila WA 98188 ''•f (206)431 -3670 D Approved per applicable codes. fl Corrections required prior to approval. Inspector: 6L/ Date: 3/f 'o 0 El $47.00, REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: •0... OV CD ilyCleX Sfroj Le._ rue itc1/44 • eiw.e_pt ha t ut,t(,,to f: gu ckta/v-fl A goo /sr fri-i..4, Se.41 b,t it/eRi i-ia Date called: 1 Special instructions: -,. - Date wanted: V/ 5 a.m p..m: Requester: Project:, -Type of Inspection: FL 14 Addrgs s; 1 Date called: 1 Special instructions: -,. - Date wanted: V/ 5 a.m p..m: Requester: Phone: 4\ INSPECTION RECORD Retain a copy with permit INSPECTION NO. ITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 El Approved per applicable codes. PERMIT NO. El Corrections required prior to approval. Inspector: Date: „ 5/ $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: (206)431-3670 Project -2 r l Type of Inspec i , _ _ /I �'t � ►�(J( Addre i s oQ e f I Date calledb / Special instructions: are oln `n�� Date want8: c� p.m. Requester: 1 y Phone: — 591 — 341 4 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Pu &(c l-�axists G „✓.�cc Pi ta/ c 6 - 7ZP J Date. Ei $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: ti. PERMIT NO. (206)431 -3670 COMMENTS: 'T c_tign: 'Type of Inspe ` Addrgs� 3 6 D J ` t 12041- GAS /i# . ./ fd 44, 1 l '4...r....a. a.m. . Date wanted: 3 / l / dQ pm Requester: .ri t i Phone: aio- s7/ _ 3(17y w oo ,), u 4 �r cc, S S .4i M r O L..f f .Ait.,, A 4Vi' cA. 4 <p /1c-.c1 -,. Project: 2es4- guA I l ?,+�'� 'T c_tign: 'Type of Inspe ` Addrgs� 3 6 D J ` LI Date called: 4 a p / 0 . r / Special instructio s: � � a.m. . Date wanted: 3 / l / dQ pm Requester: .ri t i Phone: aio- s7/ _ 3(17y INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISIO 188 INSPECTION NO. 6300 Southcenter Blvd, #100, Tukwila, 'N PERMIT N9: (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. Date: — / llJ2 qj El $47.00 REINSPECTION EH REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: 1 er . , A..1 . S f-t, (. "7 V 4_ , v / .. 5,/up L r - rm i e c v(s/oki GrP•e a c pe TA f 4..) ,A--T r A/4a, Boet 0 K.-- g c,e44744„L(67-4-Aegenx4. r sli tAmi,t, ,Afsp-,LIA--- gto Wek,e, 4u.svc4778-Ai — A . I A - 6.6•5 - /471€ PEZIAA IT *iE 1)q 039e fre k 4s2e777A.6?C. - 4 p a 64..fc kieig ,e.-c :;j4( 4e . E(i)tile-E.A=1. . - Project: I b esT L I 1/4) Typef Inspection: /-- Address: s: r1 - c.. .eti Date called: Special instructions:— c k-r1-1 Ase- ,- 4-3( -3(065 Dat v.41410‘0 N. P. al". Requester: Phone: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431-3670 El Approved per applicable codes. J Corrections required prior to approval. El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: • *L. ' • • • • COMMENTS: Type of Inspection: 8 I( Address: I 0' 1 73 RO Sc Pew/ Date called: / / *Iv 0 ` 2 / 02 V (k) e SO Atiattiart i (.044 4 L/ 2j3 L1 oF /0" cvte t-c;frse Phone: 4 d 6 -Vt y/ rer ' S 7/210 ) i , av-tdi - r1l;ta4-? 1 467 iv rbi de.".ii 5 ?' Wie/ it A4A 4 , Project: 1 5?-, - 64faug Type of Inspection: 8 I( Address: I 0' 1 73 RO Sc Pew/ Date called: / / *Iv 0 Special instructions: Date want a.m. ed 2-7 .44-A) p.m. Requester : h / 64,...4.;11 l vi i e e M /Ae Phone: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431-3670 s Approved per applicable codes. El Corrections required prior to approval. Inspector: 4 (1 Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 1 0. •.• , !t, • • r' COMMENTS: Type of Inspection: " 1 /� „y C20 Cam - �(.0 -C /U 14/Le .X- • Cddt/b Date wanted: / a.m. a�6 /d p.m. 44-47- / /O(k 7 1(.1.31 y W/2. GO- .V AC > 9 ,t 4 /i) ' �vt W ij ,, ,„ 4y,,, Project: ,pAr g(� s Type of Inspection: " 1 /� Addres • �i /� SC i /�w-( Date called: g`Od / Special instructions: Date wanted: / a.m. a�6 /d p.m. Requester: Phone: Wry n" SGG:' 1= 7.'=I g.11 1 =44111nSWWCaaassessasamnsss....0 S15=3,4 ..C.S+ .:,:� INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. Inspector: Date: „ / 5/a-1 El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Project:e it Type of Inspection: FL � Address :: : 173 3.E 5 . Pt1w) Date called: c 7/a) Special instructions: Date wanted: / a.m. 0 2/ 7 /dd p.m. Requester: / Y ,� Ai it-t.J(�itz4/ .r0- Phone: r ...-- INSPECTION NO. INSPECTION' RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION • 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. COMMENTS:' • 1/ Corrections required prior to approval. Inspector: 6 U Date: ❑ $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Project: 1 i 010+411 F &Ail .644tAfq lnspectiori: ,..- Type of /A l(Vee-Pbq Date called: A ress: 1 17,P79 So Pecai Special instructions: ../' Date wanted: a.m. p.m. Requester: Phon; ....r-ei l .., y.. onoupoe......nomee.neen.....wrosatawoemomnrnmenumilwoleMesclanwit Inspe 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: zvef-e, )Q-) COLJ6e, ) 77- / e•31-,ffif 4214//tiv 5,zc/x/c-, /Ars,* tkr Orrn ,e-cEP‘j Orceni-o-^ ,e,fref (TockE...60ingok Date: J $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Project: e gu v : Type of Inspytion I-1-1 Address: Date calle : .. Special instructions: Date w ted: a.m. P.m. Requ ster: —•-•-•-'--- Phine: -rmsweerxft".rtproxv*Amintannwoms.stvo. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 ri Approved per applicable codes. COMMENTS: j itt ;tt, v h _ay) /tan • - eo e ,y. qi / ,i i FlOnr 9(41 vo tS 04 1‘)01-116 ) of. eon-) INSPECTION RECORD Retain a copy with permit Inspector Date: •IYA (206)431-3670 Corrections required prior to approval. I?- E $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: ject: `�Ir?spection: Address: Date called: Special instructions: Date wanted: a.m. p.m. Requester: Phone: 'L91SGL 4MS/.idtl.'YKtetraiFfgtlV2206M219KFUMOCOM{wVW OvelArivMr- TtlR41W. INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 COMMENTS: Inspector: Date: / a- 'i- a.t—a--t -' Approved'per applicable codes. 0 C9(rections required prior to approval. El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Project: & !_X.! Type of Inspection: !"I L Address: Date called: ' i-2; l Special instructions: ' Date wanted: 3199 a.m. Requester: M M. ';Phone:, INSPECTION RECORD Retain a copy with permit' INSPECTION NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 - COMMENTS: A n(' .7"Q2,4(.4 n Approved per applicable codes. Ei Corre• ions required prior to approval. Inspector: 0-6A 1144\e Date: zia 31 El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: I 1 ! S6'/ Project :, + S U Type r _ tit /O (A-IA71 fir Address: Date called: Special instructions: Date wanted: ig /c20 �air� p.m. Requester r tq 1 Phone: 1 .unrr -a:sn ur• . INSPECTION NO. • INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (2Q6)431 -3670 LL. _ ALL, 1 t COMMENTS: Approved per applicable codes. El Corr- tions required prior to approval. 1, $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: ect: n o d s 0_4 0/C/ 0 ` Date called: t d1c1 1 Special structions: Date wa ted• ai t i I a.m. P.m. Requester: Phone: INSPECTION NO. INSPECTION RECORD Retain a copy with permit ITY OF TUKWILA BUILDING DIVISION 00 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 COMMENTS: t ,�t 99 , o k it) ba.:Q; Approved per , .plicable codes. 0 Corrections required prior to approval. Date: o l 1 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, + flee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Inspector:dj viers p Receipt No: Date: COMMENTS: - Type : (S," C7A9A1 Addr 4 -sc 19 F cee-A.,-trar,e4-cs poeolyi) - 70 /t(o r" Re-r 0" 0 4-7X /4. s / / t / A- r . t / 646.- )er La pry 46egatialoarAyr 4/et-12/. A- 4 4 0 ,40%/4-4=b Project: eV- , r I" Type : Addr 4 -sc 19 F ate called: Special instructions: Date wanted: a.m. P.m. ReTtart Phone: -se i in.t.=.1:age,!..42 nopuirrist3r2toextrole.r,. '1401.VC0.34Vapactsigrte.altunva=44.05=Gt5Pra.W.114Za^4,4& ' . CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 INSPECTION NO. Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431-3670 Corrections required prior to approval. nsp Da y El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 5 COMMENTS: if: 3a w OAIA2dd aj ' 6 n K kto:t eirMA I Lain A' A�j s T% � / 1 ' .1• l 2 1. 1 5 - 1U ` Vie lilac - utr1.1" em F. jijt "4 � . PJLC.`Z 01.- u,,Y. It hv 44 b(or- Szi tip / k.,; tit / �.,k cA, /4 <I A Request r: Phone: t Pr�ject 5 t T e f ,.. Date ca led: t`1 1 �J ,5 ) ° P 1 A�j s T% � / 1 ' .1• l ft Special instructions: Date tee w ted: r� W f "1 a P.m. Request r: Phone: INSPECTION NO. Inspector. „4/ 1 Receipt No: • a . 214iftiu INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 .xnra.na..e.nsev�nMx�re m+.w+�aoe�Ywwaae.s�wrwnomen. Date: PERMIT NO. (206)431 -367 ❑ Approved per applicable codes. El Correctio/ required prior to approval. Date) /,, 4 / � p El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. r, COMMENTS /� 5 i ce e(--14C �' 6C C t. ( g 2eCv , ter .4 (67 Au 4-pe .gs 44 r t/', .. )/ C - 7 / t / - FicPoS 7 2 5 : 4 ' - 7 7 i ( l ✓ - C , 4 t r 7 / Z e 5 ' 9 1 - , /.t r e t?7cs--c-r � l9 M/4 C /-Y. /. (P6- LAG:, 17 " /7 Project: tkk L Type of Inspection: Ie ress: / O j 4 — A/ Date ca led: ii- (0 -GG cial instructions: 1 ?38a SQ.n'vr koc Date wanted: a. m. IA- Gg Requester: 914t Ph e: c /a ‘5% ,g(4 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 t9i O�G3 J PERMIT NO. (206)431 -3670 ❑ Approved per applicable codes. orrections required prior to approval. D ate: 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: • COMMENTS: Type of inspection: I A T /0 (, a Address: _ i ... z 4., by _ ., 'rte .....' /0/ft r TA 44.14.1 ,U,z . ,f Special instructions: ' Date wanted: T4 /0 1 7 r )5ti4 w-t tiA Orr �- y. 1 � 76 , .-U ,Si A A < . - 04 Requester V (A . f��s•�CJ -ai , I/ J. )l' (.4 �4 -, . I - ( 07 , 'G!/ � 172 " /f /, / i' ‹ef -, f- 1c.+ . 1 j.f' 1 . ! Y c . Project:)� ,,,. . / .St < . , ,t4, . .l : t Type of inspection: I A T Address: Date called: /0/ft Special instructions: ' Date wanted: �� 1 � a.m. .m. Requester �4 Phone No.: >'4'1 .ar..csr .soav,�-ra, a�w«rew,.na =.nw+.�;�om+m „a ��„^a7fi•'Yn;�ti„fi4- vnvc.+: nr > ^.n._ ..r- :- c»wnnu�+.....�n• -svn mY•y •d.rncr . .rrocataVIxcew 6r�M•ba•.+Zrza': , INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 n Approved per applicable codes. 1 Receipt No.: Inspector: 11 I cv PERMIT NO. (206) Date: 1213m Correct required prior to approval. $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 31 - 3670 Date: P ojec ,� $ / R Type of Inspect' : 3' S.5 Address: 17390 Sc P Date called: r e f Special instructions: , ,A � ' _ Date wan I/ // a.m. p.m. Requ (G7 4 V iik Ph e: lia" 'u 0 aAIVII ..W.M....oysv saanwr r v.a. arum.m ngtM•tNIR b:I ISISII se "Itdn: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 0 Approved per applicable codes. MIT NO. (206)431 -3670 COMMENTS: PUG (' 7 ;. e w - fiv ? © .PS ?Lai Corrections required prior to approval. Inspector: Date: ‘‘/ 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: p oject c � if (` .� Type of Inspection: s ,6 Address: i 17306 , c e 't Date called: / Special instructions: e„ uvir Date want ,/ I / `a.m. p.m. Re u s r: cic 1, Pho INSPECTION RECORD/ Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter B lvd, #100, Tukwila, WA 98188 41 COMMENTS: Inspector: 0 Approved per applicable codes. Corrections required prior to approval. Date: ED $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: • :, ect: De G }.x/ - alera►•�.� 1seiv. . T o •' o f spection: dfJd / A dress: / / - 7•: ' X.-Wer A ,re Date called: p ial i structions: -e /2/t ? /l // i Date wanted: ( / /a �9 9 P.m. Request :r Phone: ,i //-- 0 / / • INSPECTION RECORD Retain a copy with permit INSPECTION NO. :'.CITY OF TUKWILA BUILDING DIVISION 6300 So enter Blv .. #100, Tukwila, WA 9818 Approved per applicable codes. • PERMIT NO. (206)431 -3670 Corrections required prior to approval. COMMENTS: - / 6 S i4-r � JAI (6 /7 Da9 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No: Projec 'b "��' PIAXINO1 � v'-Qt Ca.-Tv Type of Inspection: 011"li= , vY, Address: Date called: 1( 2Z/5q Special instructions: (k+-1:2.)./1 Date wanted. 1 i - 2. - q'y a.m. p.m. R eg i ue to . /t,i' Phon- INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila WA 98188 5,D. car COMMENTS: ( /231 q 9 ,4-u7, 01A'4 Pvi✓ c441 a < So 7a ❑ Approved per applicable codes. E corrections required prior to approval. Inspector: Date: 1(//,•)M $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Project: St Cp.4.--1,. Type of Inspection: 574 il, Address: Date called: / 1 5 /9 Special instructions: A /24 — ii-14 Date want . V q a.m. P.m. Reque er: f r k. P ne: I .4.11+63.1.3•1 • INSPECTION NO. 0 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 COMMENTS: /09M ;//u-k? —124" a• p " lovet I J4o4 - .re4 77) /tAzi kJ,/ Corrections required prior to approval. Date: El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Inspector: Receipt No: Date: COMMENTS: ctio n: SL) D ate call /, / , 799 Address: 0 / 7 ' cd S ” /(wy Special instructions: 1 i /7�gy r 0 soli 4111 #7 r wC mif , u�I� - * dig T1 L a Re es r: / /6,0441. 4, one: Al-12- eelLeta # 7 50-1T 7' £y' ki tel glut? ' (. 7 /2-" ' Pr j � : ,� `' kLJ / o „j.�, O � ' ctio n: SL) D ate call /, / , 799 Address: 0 / 7 ' cd S ” /(wy Special instructions: 1 Date rated: f a.m. p.m. Re es r: / /6,0441. 4, one: Approved per applicable codes. INSPECTION RECORD L 5 02.- Retain a copy with permit INSPECTION NO. / PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcente ^Blvd, #100 WA 98188 (206)431 - 3670 Corrections required prior to approval. Inspector: C9v Date: 1 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 16J Or' 'e;iiSe.:'rbi .f 0 Project Name f 7? 0' &\, ( 041410 n Address /Y S( C) So.�l 11(c 4, k +- to,. (714/0.119A144141 John W. Rants, Mayor Fire Department Thomas P. Keefe, Fire Chief Retain current inspection schedule Needs shift inspection Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre -Fire: Permits: Authorized Signature ( 'FINALAPP.FRM TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Permit No. 1.17 1 Po 8.511 Date Suite # 3 --1 -00 Rev. 2/19/98 T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone; (206) 575.4404 • Fax (206) 575-4439 6-ITO ROSENAU & ASS bCIATES INC. Construction Inspection & Material Testing 6747 M.L. King Way South, Seattle, Washington 98118 -3216 Tel:(206) 725 -4600 • Toll Free:(888) OTTO.4 -US • Fax:(206) 723-2221 • Website: www.ottorosenau.com WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory March 17, 2000 City of Tukwila Building Division 6200 Southcenter Blvd. Tukwila, Washington 98188 Project: Zany Brainy Address: 17396 Southcenter Parkway Blvd. We herewith certify that we have completed the following special inspections. To the best of our knowledge, the work inspected was in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. All typewritten reports have been mailed to your office or are enclosed. All reports appear to be complete. This report should not be considered as a warranty for conditions and/or details of the building. Items inspected are: 1. Structural steel erection Sincerely, OTTO ROSENAU & ASSOCIATES, INC. Su,oaus ezencw- Mcae " Susan Rosenau -Moser Vice President SRM /as cc: Mitchell Contractors Permit Numbe Job Number: 9 ECEIVED M AR 21 2000 Li OPME N T IIROM : OTTO ROSENAU FAX NO. : 2067232221 Mar. 17 2000 03:09PM P2 MN= OTTO ROSENAU & ASSOCIATES INC. Construction Inspection & Material Testing 6747 M.L. King Way South, Seattle, Washington 98118 -3216 TeI :(206) 725.4600 •Toll Free:(888) OTTO -4-US • Fax :(206) 723-2221 • Website: www.onorosenau,com WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory March 17, 2000 City of Tukwila Building Division 6200 Sou hcenter Blvd. Tukwila, Washington 98188 Project: Zany Brainy Permit Number: D990293 Address: 17396 Southcenter Parkway Blvd. Job Number: 99 -676 Items inspected are: 1. Stri ctural steel erection Sincerely, OTTO ROSENAU & ASSOCIATES, INC. .Sudan 2cenau- mcofzr Susan Rosenau -Moser Vice President SRM/as cc: Mitchell Contractors We herewith certify that we have completed the following special inspections. To the best of our knowledge, the work inspected was in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. Al! typewritten reports have been mailed to your office or are enclosed. All reports appear to be complete. This report should not be considered as a warranty for conditions and/or details of the building. Port -it' Fax Note 7671 D� � J av� To y Rona k „ . Co /POP. Co, i�arre n Phone r ' ria e�,,.3 121? VOA • — 3 -08 -2000 11:26AM FROM A ....rte. 3/8/2000 Mitchell Contractors P.O. Box 167 24234 129 Ave, SW Vashon WA. 98070 Attention: Mr. Ron Mitchell Subject _ Parlcwav sais ereter Hta ldinc 1 Reference: Drawing S-2 dated August 61999 / Detail 3 / wall parapet Dear Ron, Regarding this wail parapet, there is no structural reason why the parapet height could not be reduced from the 2'.6" height, as shown, to a 6" height. If you have any question regarding this information please feel free to call. Sincerely, 1 Arthur T. Rack P.E. Principal MAR 06 '00 11:23 ATR gnarneerfng lnr. 9929 SW 2066 Cr Val WA 9lo?D (206) 40_5735 EXAMS 5/054e 1 P.01 TOTAL P.01 PAGE.02 P. 2 3-1 4-2000 1: 35PM FROM DEC-23-99 02:54 AM ELL,COMTRA: 0 .1* RAW Fax Nolo 7671 kri om. liERRT 11 1 1 1.1.01 67.!tar111111111111 0111111MININI SW111 Fil .18• Ilitompoo. Cat. C:4"; :.TVAnii' • 7 alltillit& • hikaagal&I WgIstilarn 4T? :* . , Preis d: 214 MAW mom: A • TA oft: 2 eogIAC ir e ST &Own r. 12AC.hc. COotroclorpt c c..g Chtti.2 ■••■1•111!II - ic:)+ 1 f i zokci.x.e z - • • . 4 1 I i pisifonlfq fhool Anchor et Inslektion CSW :OTION REPORT Ot 1 D T tLTiz4 T 44 00 0 C.1)4)M f-G. EVA 44 7X. 7 (lAt1 .117s. 1 ") ‘4 fee4) 70 741 Sic C vE77 x 71c M. iS" 14 visic14. 7164.17 ebet/Orria. 14L-L 16.cc. l kA', 2, 9k, pu c 11.MOININ! ..WMP! 2 phy meg , osniniss iA kiln Is *Say pishiseet sz....inopsoimoss. IN.M101•11. OTTO ROSENAU & ASSOCIATES, INC fl.ilsud Pogo of 20657 65 110K1-Ir Fni 144;10 k Y. :54 Permit Number MAR I 7. end shs 'schist* mow, oi ow Kamm Assodssys, ku. Roproduelon eft report. 1747 MI, King Wei B . Ileac WahingIon Phsto (200) 7114100 or 1416017044,4 - Fes (211) 7134221 ■••111•1 NMI P. 2 Feb. 24 2000 12:01PM P1 Stir() ROSENAU & ASS(CIATES, INC Construction Inspection & Material Testing 6747 M.L. King Way South, Seattle, Washington 98118.3216 Tel:(206) 725.4600 • Toll Free:(888) OTTO.4•US • Fax :(206) 723.2221 • Website: www.otiorosenau.com WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory FROM : OTTO ROSENAU FAX N0. : 2067232221 Report Number. 001 Inspection Performed: SSENV Project: Zany Brainy Permit Number: Address: 17396 Southcenter Parkway Blvd. Job Number: Client: Mitchell Contracting Architect Contractor: Mitchell Contracting Engineer: Inspector and Date Copies to: CONSTRUCTION INSPECTION REPORT Inspection Results Reviewed by: PAW... a.........4 ,49. et Thls report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction cf this report, except in full. without written permission from our fern is strictly prohibited. Page 1 of 1 R. Hardy Performed visual inspection at welding on the following: Grids 16 to 18/B to F It 12.23.99 1. Connection to woos column angle to beam 70x3/8 2. Connection to tube steel column angle to beam 7x7x3/8 3. Top plate to WF column and top plate to plate 3/8x6x8 4. Plate to beam 6x12x1/4 Reference details E, B, F, H on S2. All bolts in snug tight andition. All welds acceptable as per AWS D1.1.98 and AISC Bin edition. Certified WABO welder Ray Muniz. exp. 4 -1 -00, MUN17.1948. Owner x Contractor Architect x Building Dept. Engineer Feb. 24 2000 12:01PM P1 Stir() ROSENAU & ASS(CIATES, INC Construction Inspection & Material Testing 6747 M.L. King Way South, Seattle, Washington 98118.3216 Tel:(206) 725.4600 • Toll Free:(888) OTTO.4•US • Fax :(206) 723.2221 • Website: www.otiorosenau.com WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory FROM : OTTO ROSENAU FAX N0. : 2067232221 Report Number. 001 Inspection Performed: SSENV Project: Zany Brainy Permit Number: Address: 17396 Southcenter Parkway Blvd. Job Number: Client: Mitchell Contracting Architect Contractor: Mitchell Contracting Engineer: Inspector and Date Copies to: CONSTRUCTION INSPECTION REPORT Inspection Results Reviewed by: PAW... a.........4 ,49. et Thls report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction cf this report, except in full. without written permission from our fern is strictly prohibited. Page 1 of 1 R. Hardy Performed visual inspection at welding on the following: Grids 16 to 18/B to F It 12.23.99 1. Connection to woos column angle to beam 70x3/8 2. Connection to tube steel column angle to beam 7x7x3/8 3. Top plate to WF column and top plate to plate 3/8x6x8 4. Plate to beam 6x12x1/4 Reference details E, B, F, H on S2. All bolts in snug tight andition. All welds acceptable as per AWS D1.1.98 and AISC Bin edition. Certified WABO welder Ray Muniz. exp. 4 -1 -00, MUN17.1948. l�a�# ki Approved Ebb REMOVE EX. POST INDICATOR VALVE AND CAP LINE AT MAIN. CONNECT TO EX. -- - - - -• -PRE* RISER Q._ BLDG._ 181.F6"D.I. W INSTALL: 1 - 6' 45' BEND MJ 1 -6" 22.5' BEND ( 1x11. -:1.34 _ PVC C =18.14 PE P.'C c -18.34 1r 6 P\'•" ;Y =18.79 IE Scale: Horizontal 1 =3O' Vertical N/A 0 0 Z I 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251 -6222 (425) 251 -8782 FAX CM. ENGINEERING, LAND PLANNING. yc EN61 .1c t. SURVEYING, ENVIRONMENTAL. SERVICES tic P \Spfrfp1\731 \tu( -XI NC We /r.... Il /11 /1fN l7 s;:. 1.)) 1fteia t7:y- 11,MOIS, 10 WA ERMAN 1-10,7x6" TAPPING TEE (MJ NRETE BLOCKING NEW BOLLARD (TYPICAL -2) am that RECEIVED CITY OF TUKWILA NOV 121999 PERMIT CENTER REVISION NOI_L 18 IF 6 " DJ. W SAW -CUT. REMOVE AND REPLACE EXISTING PAVEMENT WITH NEW ASPHALT PATCH PER CITY OF TUKWILA STDS. COMP U.S.A. BUILDIVG Tie. POST INDICATOR VALVE RELOCATION EXHIBIT i 0 LJ r— C.717) Job Number 7230 Sheet of v. Cc CC Is; 14.1: CORRECTION LT R# 1 OUR JOB NO. 7230 SEPTEMBER 14, 1999 Prepared By: BARGHAUSEN CONSULTING ENGINEERS, INC. 18215 72ND AVENUE SOUTH KENT, WASHINGTON 98032 (425) 251-6222 arm 6- II - Oa RECEIVED CITY OF TUKWILA SEP 2 7 1999 PERMIT CENTER CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES 1.0 PROJECT OVERVIEW 2.0 EXISTING CONDITIONS 3.0 PROPOSED CONDITIONS 4.0 CONCLUSION TABLE OF CONTENTS • iMiiiit112410101 •■••■'' • EXHIBITS EXHIBIT A: VICINITY MAP EXHIBIT B: DETENTION CALCULATIONS EXHIBIT C: WATER QUALITY CALCULATIONS EXHIBIT D: CONVEYANCE CALCULATIONS EXHIBIT E: TEMPORARY EROSION AND SEDIMENTATION CONTROL CALCULATIONS ••• 1.0 PROJECT OVERVIEW 2.0 EXISTING CONDITIONS 3.0 PROPOSED CONDITIONS ...:nv r�hSL...4v.Y.:»+ ..hnuv.�nw.r�c a Y+��'u •y,: The proposed site is approximately 1.34 acres in size and is located within Section 26, Township 23 North, Range 4 East, Willamette Meridian, Tukwila, Washington. For a more localized description, the site is located just east of the intersection of Minkler Boulevard and Southcenter Parkway. The proposed project is to construct approximately 0.6 acres of parking area, as well as associated landscaped areas and stormwater facilities. The project is bordered on the north by Minkler Boulevard, to the west is Parkway Plaza, and along the east and southern property boundaries lies an existing railroad track. The existing land cover within the site is primarily prairie grass and scattered brush. The slopes within the site range up to 5 percent. The general topography of the subject property'consists of a high point located in the middle of the site, then gradually sloping down in all directions. The majority of the on -site drainage appears to sheetflow to the north into an existing open channel located along the northern property line. The open channel is approximately 3 to 4 feet wide, 2 feet deep, 3:1 grass lined side slopes, with rock check dams spaced at approximately every 50 feet. The runoff enters this open channel and collects within a catch basin located onsite. The stormwater then continues in a northerly direction via a 12 -inch storm drain under Minkler Boulevard. A small portion of the site's runoff collects within the southern corner of the property and is conveyed off -site by a 12 -inch CMP culvert. This culvert conveys the water in a southeasterly direction under existing railroad tracks bordering the southern and eastern property lines. Within the proposed site stormwater will generally be conveyed from the south to the north via a series of catch basins and tightlines. This tightline system will convey the runoff into a proposed detention/water quality pond located within the northeast corner of the site. The stormwater will then be outletted to the previously mentioned existing catch basin located along the northern property line. For the site we have proposed Level 1 flow control pursuant to the 1998 King County Surface Water Design Manual. Specifically, we have designed a detention pond to match the developed peak discharge rates to the predeveloped peak discharge rates for 2- and 10 -year return periods. Based on our calculations 5,887 cubic feet of detention volume is required. We are providing 8,448 cubic feet of detention volume within the design. Detention calculations are located within Exhibit B. We have proposed a wetpond to provide water quality for the subject site. The wetpond has been designed according to the basic water quality requirements in the 1998 King County Surface Water Design Manual. The wetpond volume required us 2,618 cubic feet and we are providing 4,386 cubic feet of volume within the design. Complete water quality calculations are located within Exhibit C. Conveyance calculations and pipe sizing map are located within Exhibit B. Temporary erosion and storm control calculations can be found in Exhibit E. 7230.001 [BHE/ph/mm] 4.0 CONCLUSION Within the proposed project we are providing Level 1 flow control and basic water quality. We believe that if the subject site incorporates these standards, as well as other applicable King County standards, there should be no negative impacts to the site's downstream path and mitigation should not be necessary. 7230.001[BHE/phimml • EXHIBIT A VICINITY MAP 9USGICt THOMAS GUIDC VICINITY MAP . 1 1.111111111■11111nITT mismolora ripmrwrinmsawrillt - NORTH ;104111.64,..V14(4.12.44.0.1lAVAt EXHIBIT B DETENTION CALCULATIONS w....4.y... �. �.... �........ n.. w. rt++ t. H. �. n' v+ NY( t. SYtAi'. Pfi4�4441YM .» Retention /Detention Facility Type of Facility: Side Slope: Pond Bottom Length: Pond Bottom Width: Pond Bottom Area: Top Area at 1 ft. FB: Effective Storage Depth: Stage 0 Elevation: Storage Volume: Riser Head: Riser Diameter: Number of orifices: Orifice # Height (ft) 1 0.00 2 2.20 Top Notch Weir: None Outflow Rating Curve: None Stage (ft) 0.00 0.01 0.02 0.03 0.04 0.05 0.06 0.16 0.26 0.36 0.46 0.56 0.66 0.76 0.86 0.96 1.06 1.16 1.26 1.36 1.46 1.56 1.66 1.76 1.86 1.96 2.06 2.16 Elevation (ft) (cu 100.00 100.01 100.02 100.03 100.04 100.05 100.06 100.16 100.26 100.36 100.46 100.56 100.66 100.76 100.86 100.96 101.06 101.16 101.26 101.36 101.46 101.56 101.66 101.76 101.86 101.96 102.06 102.16 Detention Pond 3.00 H:1V 48.88 ft 24.44 ft 1194. sq. ft 3530. sq. ft 0.081 acres 3.00 ft 100.00 ft 5887. cu. ft 0.135 ac -ft 3.00 ft 15.00 inches 2 Full Head Diameter Discharge (in) (CFS) 0.70 0.023 0.71 0.012 Pipe Diameter (in) 4.0 Storage Discharge Percolation . ft) 0. 12. 24. 36. 48. 60. 73. 197. 326. 459. 597. 740. 888. 1040. 1198. 1360. 1528. 1700. 1878. 2062. 2250. 2444. 2644. 2849. 3060. 3276. 3499. 3727. (ac -ft) 0.000 0.000 0.001 0.001 0.001 0.001 0.002 0.005 0.007 0.011 0.014 0.017 0.020 0.024 0.027 0.031 0.035 0.039 0.043 0.047 0.052 0.056 0.061 0.065 0.070 0.075 0.080 0.086 (cfs) 0.000 0.002 0.002 0.002 0.003 0.003 0.003 0.005 0.007 0.008 0.009 0.010 0.011 0.012 0.012 0.013 0.014 0.014 0.015 0.015 0.016 0.017 0.017 0.018 0.018 0.019 0.019 0.020 (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Surf Area (sq. ft) 1194. 1199. 1203. 1208. 1212. 1217. 1221. 1266. 1311. 1357. 1404. 1452. 1500. 1550. 1599. 1650. 1701. 1753. 1806. 1859. 1913. 1968. 2024. 2080. 2137. 2195. 2253. 2313. ', 1 :.. Y6; 3ftClMrttYtlr S.. wrr�i.. �nw�... u.. w. ..:.................. .....u.rvur,,r�n�rsslr�x�exV »_• Mni� ::'kk`n6'�}�O.rrff�bM!4',MtNii lTitiX FMh" u! a1PS`v:Kli'St.'AYWNM5hH4Y5:fit+h NoISKHN•.s�n.+!xw..rzw.w.ww. 2.20 102.20 3820. 0.088 0.020 0.00 2336. 2.21 102.21 3844. 0.088 0.020 0.00 2342. 2.22 102.22 3867. 0.089 0.021 0.00 2348. 2.23 102.23 3891. 0.089 0.021 0.00 2354. 2.24 102.24 3914. 0.090 0.023 0.00 2360. 2.25 102.25 3938. 0.090 0.023 0.00 2366. 2.26 102.26 3961. 0.091 0.023 0.00 2372. 2.27 102.27 3985. 0.091 0.023 0.00 2379. 2.37 102.37 4226. 0.097 0.026 0.00 2439. 2.47 102.47 4473. 0.103 0.028 0.00 2501. 2.57 102.57 4726. 0.108 0.029 0.00 2563. 2.67 102.67 4986. 0.114 0.031 0.00 2626. 2.77 102.77 5251. 0.121 0.032 0.00 2689. 2.87 102.87 5523. 0.127 0.034 0.00 2753. 2.97 102.97 5802. 0.133 0.035 0.00 2818. 3.00 103.00 5887. 0.135 0.035 0.00 2838. 3.10 103.10 6174. 0.142 0.421 0.00 2904. 3.20 103.20 6468. 0.148 1.130 0.00 2971. 3.30 103.30 6768. 0.155 2.040 0.00 3038. 3.40 103.40 7075. 0.162 3.120 0.00 3106. 3.50 103.50 7389. 0.170 4.220 0.00 3175. 3.60 103.60 7710. 0.177 4.620 0.00 3245. 3.70 103.70 8038. 0.185 4.990 0.00 3315. 3.80 103.80 8373. 0.192 5.330 0.00 3386. 3.90 103.90 8716. 0.200 5.650 0.00 3458. 4.00 104.00 9065. 0.208 5.950 0.00 3530. 4.10 104.10 9422. 0.216 6.240 0.00 3603. 4.20 104.20 9786. 0.225 6.520 0.00 3677. 4.30 104.30 10157. 0.233 6.780 0.00 3752. 4.40 104.40 10536. 0.242 7.040 0.00 3827. 4.50 104.50 10922. 0.251 7.290 0.00 3903. 4.60 104.60 11317. 0.260 7.520 0.00 3980. 4.70 104.70 11718. 0.269 7.760 0.00 4057. 4.80 104.80 12128. 0.278 7.980 0.00 4135. 4.90 104.90 12546. 0.288 8.200 0.00 4214. 5.00 105.00 12971. 0.298 8.410 0.00 4294. Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu -Ft) (Ac -Ft) 1 0.28 * * * * * ** 0.23 3.05 103.05 6031. 0.138 2 0.14 * * * * * ** 0.09 3.01 103.01 5930. 0.136 3 0.14 0.04 0.04 3.00 103.00 5882. 0.135 4 0.15 * * * * * ** 0.03 2.80 102.80 5324. 0.122 5 0.17 * * * * * ** 0.03 2.65 102.65 4943. 0.113 6 0.09 0.02 0.02 2.19 102.19 3798. 0.087 7 0.12 * * * * * ** 0.02 1.63 101.63 2586. 0.059 8 0.14 * * * * * ** 0.02 1.55 101.55 2425. 0.056 Flow Frequency Analysis Time Series File:7230out.tsf Project Location:Sea -Tac - -- Annual Peak Flow Rates - -- Flow Frequency Analysis Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.093 2 2/09/01 15:00 0.228 3.05 1 100.00 0.990 0.017 7 12/28/01 17 :00 0.093 3.01 2 25.00 0.960 0.031 5 2/28/03 7:00 0.035 3.00 3 10.00 0.900 8 8/26/04 6:00 0.033 2.80 4 5.00 0.800 1/05/05 15:00 0.031 2.65 5 3.00 0.667 4 1/18/06 22:00 0.020 2.19 6 2.00 0.500 3 11/24/06 8:00 0.017 1.63 7 1.30 0.231 1 1/09/08 9:00 0.017 1.55 8 1.10 0.091 0.183 3.04 50.00 0.980 0.017 0.020 0.033 0.035 0.228 Computed. Peaks : �.. .Y�: n:Mrx�.nwubn.+a Flow Frequency Analysis Time Series File:7230pre.tsf Project Location:Sea -Tac maltakwmtit KCRTS Command CREATE a new Time Series CREATE a new Time Series KCRTS Command Enter the Analysis TOOLS Module Analysis Tools Command Compute PEAKS and Flow Frequencies Analysis Tools Command Production of Runoff Time Series Project Location : Sea -Tac Computing Series : 7230pre.tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating Hourly Time Series File Loading Time Series File :C: \KC_SWDM \KC_DATA \STTP6OR.rnf Till Pasture 0.55 acres Total Area : 0.55 acres Peak Discharge: 0.066 CFS at 6:00 on Jan 9 in Year 8 Storing Time Series File:7230pre.tsf Time Series Computed KCRTS Command £ Data Type : Reduced Creating Hourly Time Series File Loading Time Series File :C: \KC_SWDM \KC_DATA \STTG6OR.rnf Till Grass 0.07 acres Loading Time Series File :C: \KC_SWDM \KC_DATA \STEI6OR.rnf Impervious 0.55 acres Total Area : 0.62 acres Peak Discharge: 0.275 CFS at 6:00 on Jan 9 in Year 8 Storing Time Series File:7230dev.tsf Time Series Computed Loading Time Series File:7230pre.tsf Frequencies & Peaks saved to File:7230pre.pks Flow Frequency Analysis Time Series File:7230pre.tsf Project Location:Sea -Tac - -- Annual Peak Flow Rate Rank •: (CFS) 0.039 0.014 0.035 0.004 0.020 0.033 0.032 0.066 Computed Peaks Flow Rates--- Time of Peak 2 2/09/01 18:00 7 1/05/02 16:00. 3 2/28/03 3:00 8 3/24/04 19:00 6 1/05/05 8:00 4 1/18/06 16:00 5 11/24/06 4:00 1 1/09/08 6:00 Flow Frequency Analysis - - Peaks Rank. Return Prob. (CFS) Period 0.066 1 100.00 0.990 0.039 2 25.00 0.960 0.035 .3 10.00 0.900 0.033 4 5.00 0.800 0.032 5 3.00 0.667 0.020 6 2.00 0.500 0.014 7 1.30 0.231 0.004 8 1.10 0.091 0.057 50.00 0.980 EXHIBIT C WATER QUALITY CALCULATIONS C _......,. w... �....... w. w .. n1∎ 1&11 w: mnn wVC10. 1rtrta' Rd tw+14Niwiuv!+!VAM=16,..1a.SA'ft . H. �w:J at+ s<. u. rn:.k.+«w..«.rr;4..■n•..* Wetpond Sizing Worksheet Summary of the 1998 Surface Water Design Manual Requirements Project Name: Minkler retail bulding Project Number: 7230 Step 1) Determine volume factor f. Basic size Large size Step 2) Determine rainfall R for mean annual Storm Detemine rainfall R for mean annual storm Rainfall. Step 3) Calculate runoff from mean annual storm V,= (0.9P1 +0.25A +0.10A +0.01A, = tributary area of impervious surface A = tributary area of till grass A = tributary area of till forest A, = tributary area of outwash grass R = rainfall from mean annual storm V, = Volume of runoff from mean annual storm Step 4) Calculate wetpool Volume Vb = f V, f = Volume Factor Vb = Volume runoff, mean annual atorm V, = Volume of the wetpool f= 3 f= 0.039 (feet) 24,000 (sf) 3,092 (sf) 0 (sf) 0 (sf) 0.039 (feet) 873 (cf) 3 873 (cf) (cf) 2,618 Step 5) Determine wetpool dimensions a) Determine geometry of first cell Volume in first cell 785 (cf) Depth h 1st cell (minus sed. Storage) (feet) _ Determine horizontal xs area at mid -depth using (sf) A mid = Vol. 1st cell / h Mid -width Mid - length Determine xs area at surface Z = Side slope length (__H:1 V) 3 3:1 recommended 2(h/2 x Z) = 12 (feet) 14 (feet) 14 (feet) Total Wetpond Surface area required = Total Wetpond Bottom area required = a.•mush.���;.na :exa■00e1.n+ed■. Adjustment to cells (If necessary) Dimensions of top of pond adjusted for geometrics Top width 26 (feet) Top length (feet) _ Area of Top (feet) b) Determine geometry of second cell Volume in second cell 1,832 (cf) Depth h 2nd cell (feet) _ Determine xs area at mid -depth using (sf) A mid = Vol. 2nd cell / Mid -width 14 (feet) Mid- length 33 (feet) Determine horizontal xs area at surface Z = Side slope length ( 3 3:1 recommended 2(h/2 x Z) = 12 (feet) Dimensions of top of pond adjusted for geometrics Top width 6 (feet) Top length 45 (feet) Area of Top 1163 (feet) Geometry check: Overall pond LW at mid -depth = 3:1 Pond width (mid - depth) 14 Cell 1 length (mid -depth) Cell 2 length (mid -depth) Pond Length (mid -depth) = Cell 1 + Cell 2 L mid : W mid = 3.33 1,839 46 . . • EXHIBIT D CONVEYANCE CALCULATIONS • STORM Ar Br 2YR 1.58 0.58 10YR 2.44 0.64 25YR 2.68 0.65 son 2.75 0.65 100Th 2.61 0.63 JOB NAME: JOBS: 7230 REVISED: 9115199* A= Contributing Area (Ac) Runoff Coefficient Time of Concentration (min) 1= Intensity at To (in/hr) d= Diameter of Pipe (m) L=. Length of Pipe (It) D= Water Depth at Od (in) FROM TO A CRC CBI* 0.29 0.50 118 CB42 C13$13 0.17 0.50 CB113 POND 0.14 0.50 ad= Design Flow (cfs) Of= Full Capacity Flow (cfs) Vd= Velocity at Design Flow (fps) Vf= Velocity at Full Flow (fps) s= Slope of pipe (64) n= Manning Roughness Coefficient Tt= Travel Time at Vd (mm) 100 55 BARGHAUSEN CONSULTING ENGINEERS - PIPE FLOW CALCULATOR using the Rational Method & Manning Formula KING COUNTY DESIGN FOR 26 YEAR STORM d Tc n WEE= 8 7.0 0.012 8 7.0 0.012 12 7.0 0.012 NOTE: ENTER DEFAULTS AND STORM DATA BEFORE BEGINNING DEFAULTS C 0.9 0.9 0.9 SUM A 2:=2:1:21C 0.29 0.17 0.60 0.15 0.12 C= d= COEFFICIENTS FOR THE RATIONAL METHOD - .25YRAls 0.9 12 AC ZIGCLIM 0.26 SUMAC Page 1 n= Ar= Br= 0.012 7 PRECIP= 3.4 2.66 0.65 I Qd Qf Qd/Qf Did D Vf Vd ZI:=CIEN = •••••••-• 0.26 2.55 0.67 0.93 0.720 0.629 5.03 2.65 2.89 0.15 2.55 0.39 0.93 0.422 0.455 3.64 2.65 2.56 0.54 2.55 1.37 2.73 0.502 0.501 6.01 3.48 3.50 11: 0.68 : 0.65 : 0.28 : OL we% Itir t NI ..,FTIVFOr 1 p 18215 72ND AVENUE SOUTH KENT, WA 98032 (425)251-6222 (425)251-8782 FAX CML ENGINEERING, LAUD PLANNING, StRVE'AHG, DMRDINENTAL SERVICES xi At :II: A .... ? "' ,. . , Ao.....,,1 7 , . , 4g i ! ch . 3 .. ., 44 0% *,. i , :::'" ; 1 " i) ,' 1 ,... • ..t.. •••. ii, 9 7 ::'... , 4 .. ' ': '' ..' 4 'it :,.' ....- -.... 7 , 7 - .. ' • ' I ". *--, • '':- • --; ■•• -:'•;•.' 7" -•-• - 77:77, .-----',",-"- . ? ,".. mi....P moli=, ••:,:a %N •■,,e .... 1 . '', :, ,,, ■, .. •, ' 1 • ... E ---: --- ..7: 7:7' : • - '. -- :". : .. , . .... ........ .........:•• .. ,.. .r...: • •,. •,:,:-.• •• -, :-..:-.: -, - ,-,;::....: .. .: i:::: : .t.. Z ;•_•.., ..„, • , , , .. , . . I . , . . . , .. . . t. ,, ■ . .... -..., : , , ',V • i.. • I ;'' ' .....? ILA' A . • V r Si . ra ‘ ti - ..7 1 ,,, C , T , .... , :: F .4;,...W Nr , ix • ••,;...- 1 " - Ic - .7::La : - -•:.• T..' A :: %, 2 . 'AI ,.., s 4. Foorti-nt Nrisonto 1••30' Vorticoi 1,1/A IP For RC CONSTRUCTION AND MANAGEMENT, INC. 20503 88TH AVENUE WEST EDMONDS, WA 98026 (425) 778-1921 0. Dot I DY I COO. 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Rgif ,,,,.. ,.............. ...... g A ..,- p • II. 1 i II .1 P 1 C 4 C • Aft,t;o1 ilt•I•044g CP:It ir T p 7 1..:;•.,.,.,..: ; ....., ".1' ,...I. • t 1 E Vas SI iN S i • Ci ' . ... le: .•...' Ak 2 1 V - , ,.,., ag I !:. V " ..-: : ..,• 111111 ....• Q. 98 91 1 fa 11 • SECTION 3.2 RUNOFF COMPUC TION AND ANALYSIS METHODS 9/1/98 •• Wino i .'••••••■iir.-i A 47, 4,‘ NOM WESTERN KING COUNTY 25-Year 24-Hour Precipitation in Inches FIGURE 3.2.1.0 25-YEAR 24-HOUR ISOPLUVIALS • . • \ 0 / iNNUL •/ / ..KING .\••-• •IINCK COUNTY 0 2 4 Miles t=Qmi 3-16 NOMNIN COUNT KING c� u,V ; 5 .0 4.5 5.0 1998 Surface Water Design Manual '. %:{;.:■V ' Y;t04•VMHOVWS EXHIBIT E TESC CALCULATIONS 7230.001113HE/0/mm) BARGHAUSEN CONSULTING ENGINEERS, INC. PROJECT /SUBJECT: / ,4 r Q.. 2yr . 02 ..... ge vp ‘2 -o g. IT /¢TL Q A001 dr Fr: DfroX Li CP-5 T_.__ DATE: 4 -I ENGINEER: •2? PROJECT #: 3Q ?4S PAGE - ,L -OF_L .914 d F �y,�,d •FT2. T ,s , • I ti _ • •J • t• Q /o.E•u 8 1 A r. 1 .r W.,.. rr ,.,.... n .,., e ... y . a «„u n,.,.-.., m., n..«. a,.•-: n�o. rw- ru.. w„ o.... �a�...., m• K,,.:.:.,.., v., nw.... e,,.. ��.....,,.......,..«.,,......,............•..•«,• r,». e..... r•, .�zn..a,.+n „'ti;.r,.s.<.ur.;�,c i ” l • • File No. 4284702$ -01 -1130 1 I 1 . • •-/Ir; • ;?� • • u p. GeokiOEngineers MBK Northwest 7690 Southwest Mohawk Street Tualatin, Oregon 97062 Attention: Mason Frank INTRODUCTION AND SCOPE This report presents the results of our geotechnical engineering services for the proposed new building to be located within Area C of the Southcenter Supercenter project in Tukwila, Washington. We are currently providing on -going consultation and construction monitoring for the project and were requested to provide an additional soils report for the above referenced building. We presented geotechnical design recommendations for the overall project area in our report dated February 23, 1998. A vicinity map showing the location of the project is provided as Figure 1. We understand that the proposed building will be located roughly 200 feet south of South 180 Street and 350 feet east of Southcenter Parkway. The size of the building footprint will total approximately 35,000 square feet. Anticipated floor loads within the building are approximately 250 psf (pounds per square foot) and maximum column loads are on the order of 150 kips. The purpose of our current services is to provide additional subsurface explorations and site specific surcharge recommendations for the proposed building. The services provided by GeoEngineers, Inc. consist of the following tasks: 1. Drill two borings within the proposed footprint area to depths of 44 and 49 feet. 2. Complete a series of laboratory tests on selected samples to provide moisture- density parameters for correlation with data from previous investigations in this area and for use in engineering analyses. GeoEngineers, Inc. 8410 154th Avenue N.E. Redmond, \VA 98052 Telephone (425) 861-6000 Fax (425) 861.6050 w w.geoengineers.crnn Printed on recycled paper. . u.... aur.'• �vn. rH+• rw. .wNa:.r:nl.CwfwawllWV'.mY:+J�rr WYlM1+ �p#: LfMIYSY< vrY .1:w ?Lti"•YO }: "�a.rYYkAT.rtVM.'•erv:rMYm �rM .rwo+.rwwu�nmu..+owxw�rwr -vr>y nv April 28, 1998 Report Addendum Geotechnical Engineering Services Proposed Furniture Tenant — Area C Parkway Supercenter Tukwila, Washington File No. 1284 -028 -01 Consulting Engineers and Geoscientists Offices in Washington, Oregon, and Alaska MBK Northwest , April 28, 1998 �. Page 2 3. Develop specific design recommendations for new construction including foundation design criteria and any special site preparation requirements (such as preloading or surcharging of new building areas). 4. Prepare an ,addendum letter report presenting the results of our study, including supporting field and laboratory data, for use by other members of the design team in preparation of construction documents and in support of the building permit application. SITE CONDITIONS SURFACE CONDITIONS The portion of the Parkway Supercenter project south of South 180t Street (Area C) is currently a relatively level asphalt concrete parking lot. We understand that two new buildings will be located in this area, a Claim Jumper restaurant on the corner of the intersection of Southcenter Parkway and South 180 Street and a proposed furniture tenant building on the southeast corner of the property. Surcharge recommendations for the proposed Claim Jumper restaurant building are presented in a memorandum dated April 8, 1998. SUBSURFACE CONDITIONS Subsurface soil and ground water conditions were evaluated within the proposed furniture tenant building footprint by drilling two borings (designated GEI -12 and GEI -13) at the approximate locations shown in the site plan, Figure 2. The borings were drilled to depths of 44 and 49 feet using a truck - mounted hollow -stem auger drill rig on April 14, 1998. Samples were obtained from the borings using a 3- inch - diameter split - barrel sampler driven into the soil with a 300 -pound hammer. The samplers were driven by the hammer free - falling a distance of 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 borings were continuously monitored by a representative from our firm who classified the soils in general accordance with ASTM D- 2488-90, which is described in Figure 3. An explanation of the boring log symbols is presented in Figure 4. The logs of the borings are presented in Figures 5 and 6. The logs are based on our interpretation of the field and laboratory data and indicate the various types of soils encountered. They also indicate the depths at which these soils or their characteristics change, although the change might actually be gradual. If the change occurred between samples in the boring, it was interpreted. A description of the subsurface conditions encountered are also described in the following paragraphs. The pavement section encountered in the borings consists of 2 to 3 inches of asphalt concrete overlying 2 to 4 inches of base coarse. Loose sand with silt and soft silt fill underlies the pavement section to a depth of approximately 4 to 6 feet. Very soft to soft silt was encountered below the fill to a depth of approximately 13 to 15 feet. The silt is underlain by medium dense sand with variable silt content. G e o E n g i n e e r s File No. 1284 -028 -01 -1130 MBK Northwest April 28, 1998 - Page 3 Ground water was encountered between 6 and 7.5 feet deep in the borings, which corresponds to near the top of the soft silt zone. CONCLUSIONS AND RECOMMENDATIONS GENERAL We conclude that the site is suitable for construction of the proposed building in accordance with our February 23, 1998 design report. The following paragraphs present more detailed recommendations for site preparation and the recommended surcharge program. SITE PREPARATION As recommended in our design report, the pavement may be left beneath the new building pad provided that it does not pose a hindrance to future development (i.e. utility installations or other excavations). We recommend that the existing pavement be broken into pieces with a maximum dimension of 12 inches or less. Following pavement breakup or removal, we recommend that the areas be thoroughly proofrolled with heavily loaded rubber -tired construction equipment to identify the adequacy of the underlying fill soils. If soft or otherwise unsuitable areas revealed during proofrolling cannot be compacted to a stable and uniformly dense condition, excavation and replacement with structural fill should be accomplished. We recommend that the storm drain or other utilities that are abandoned beneath the new structure be filled with CDF (control density fill) or other lean mix product. SURCHARGE RECOMMENDATIONS Because of the presence of very soft compressible silt soils beneath the proposed building, we estimate that up to 3 inches of settlement will occur as the result of the combined loading from new fill placement and the anticipated floor loads. We recommend that a preload /surcharge program be completed to reduce post - construction settlements to within tolerable limits. As discussed in our previous report, the purpose of a preload program is to induce a major portion of the settlements which would otherwise occur when areal building loads are applied. A preload typically simulates the same loading as future slab loadings. Additional surcharge can be placed to shorten the required duration of a preload program. We understand that a maximum 30-day surcharge program is available during the construction schedule. We estimate that about 4 weeks will be required for a preload /surcharge height of 4 feet above finished floor elevation. The crest of the surcharge should extend 5 feet outside the building footprint. The building pad fill should be compacted to the recommended criteria to an elevation about 6 inches above finished subgrade level to allow for settlements. Surcharge fill need be compacted only to the extent necessary to support construction equipment. The surcharge surface should be sealed and crowned to promote runoff of surface water. Following the surcharge period, the excess G e o E n g i n e e r c File No. 1284 -028 -01 -1130 U • MBK Northwest g April 28, 1998 Page 4 fill can be removed from the building area and used as structural fill or surcharge fill in other areas. We recommend that six monitoring plates be installed prior to placing any new or additional fill in the building area. Please refer to our design report for an example of a suitable settlement plate and detailed settlement monitoring recommendations. OTHER CONSIDERATIONS Please refer to our February 23, 1998 design report for detailed recommendations regarding the following: Earthwork and Structural Fill Placement Settlement Monitoring Shallow Foundation Support Floor Slab Support Retaining Walls Lateral Resistance Pavement Recommendations Drainage Considerations Seismic Considerations Construction Monitoring LIMITATIONS We have prepared this addendum report for use by MBK Northwest and other members of the project design team for use in design and construction of a portion of this project. The report is not intended for use by others and the information contained herein is not applicable to other sites. The data and report should be provided to prospective contractors for their bidding or estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. Before construction, we recommend that the final design and specifications be reviewed by our firm to see that our recommendations have been interpreted and implemented as intended. There are possible variations in subsurface conditions between the explorations and variations are also possible over time. 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 consistent with those indicated by the explorations, to provide recommendations for 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 specifications. 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. G c o E n g i n e e r s File No. 1284 -028 -01 -1130 MBK Northwest ( April 28, 1998 Page 5 [EXPIRES 7/23/CIF 1 DCO:JKT: Document ID: 1284028r2 Attachments Two Copies Submitted Cc: Rob King 20503 88th Avenue West Edmonds, WA 98026 Brian Smith Barghausen Consulting Engineers 18215 72o Ave South Kent, WA 98032 Todd Rankin Sierra Construction 16715 NE 79 Street Redmond, WA 98052 G e o E n e i n e e r$ 40► Principal Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted geotechnical practices in this area at the time the report was prepared. No warranty or other conditions, expressed or implied, should be understood. We appreciate the opportunity to be of service to MBK Northwest on this project. Please call if you have any questions or if you need additional information. Yours very truly, Geo Engineers, Inc. ( Debra C. Overbay, P.E. Senior Engineer � .7 Jack K. Tuttle, P.E. Viet_ File No. 1284 -028 -01 -1130 - um se 41 las • .r.,1 18 g I'l lw" .. si .1 s !.. 41 ero )„ l , ,,.. s...,....,...is . .M sr TH I TN ii % 1 Sr ,..p, 5 Jam, sT kl.T.7...!:1 View-7: -c, - 3 --- 34 187TH %El PAC ,T, P TYEE ,.111.5-nifYL.:441:74 " / VE: en 8 6n1 en: re ST,:sser'1.,\RLILDE S 0 ".42t001), 1456. + Ho . , tAll: "■,..„— 2,-. .4 ... 0) ID 1)4 — e....\;' p P 4 NiNt4 ‘ / ,.':•10--1—, 10 c ) !" s <tv) r••• on ......... 1 sr z x ..,...:.., 4;. z • v).-- ... - • ee. • 1"c: • •• •■111 ••••iTre - 1 ,e r ' : 1 0 0 ST 68 4 H FS 5sTi, 154n1 I S I 176TH 3100 sarrul s 17711i rri MW OTT S drill sr 3 SEATAC •t. 4300 AIRPORT re . ‘4 LIE 178TH s me, ST 94 19471i ST MO 1.. e woo we re 1 51 S 1 sai S 184TH< 9 Reproduced with permission granted by THOMAS It is unlawful to copy or reproduce all Geo 0 4/ P Enaineers 4 2000 4000 SCALE IN FEET VICINITY MAP FIGURE 1 L NTON NCTION 25 36 SPRINCEROOK GREENBELT S MTH sr 190TH ST $ 196TH ST BROS. MAPS. This mop is copyrighted by THOMAS BROS. MAPS. or any port thereof, whether for personal use or resole, without permission. :" 76 -1 '1iII! Ili: +l III IIIIIii I 11111! ' I I III!Iltt IIIII ! 11 " I i'! IIII ,1 ! I t 11 11 1 8I I � r.!1;i 0 I � !IUi:11 f1� 1'11 ��t l 1,1 11 NS I 1 1 1 1 I 1 1 1 1 1 1 fli 1.. gmla :111 111 I E1ftt.A OOT A rvRS COMP 6E A3 y SEE SHEET A4 SEE .� 1Fr AIWA 72 -2 GART SpOrt6 Sa. 02 SF. PANTING NOT A PARS) 72 -1 • AREA 'B' • 1- E F Rl SFT � FOA F TM. AJEA I �' .. _ GEI - 9 jz, P ' , GEI -5 � �. at. �..• o o Q o B -3 � - - -r � f 0 41•111 =7 11111:111 0 I T �- 6. GEI -6 �- GEI -5 - 72 -1 76 -2 63 -1 EXPLANATION: GEI - �n��uinill G EI -11- AREA 'B1' 200 SCALE IN FEET 4 44 K. Y.. Itlt till FIGURE ' 2 AREA 'C' GE1 -13 GEI -12 BORING COMPLETED BY GEOENGINEERS - 1997 TO 1998 r BORING COMPLETED BY DAMES AND MOORE - 1963 TO 1976 PROPOSED REDEVELOPMENT PLAN 4T.O20.F. M TIMM 40.020 SP. N REFERENCE: Drawing 'Al' by Benner Stange Associates Architects dated 11/20/97 C/ 74 r :;1:( �;I11lil1r PEis�MART E 2....2SP. • 7:ri • AREA 'B' AREA 'A' - WARIEHRENffire / „±. easmo OT A PART) 11111111111massmw ass•to SF. -.. nes Anew URNS N 40020 IF. REFERENCE: Drawing 'Al' by Benner Stange Associates Architects dated 11/20/97 T A PAM" 72-1 EANT•13 0.0 1 ,4 Li . L 1 q Th P ETSMART 2•.082 OF. • SEE- ET A LEVITZ EXPLANATION: GEI-5 4)- 72-1 76-2 63-1 Geo Engineers . FoR 1 1 GE r.............., .. ..w..........;.t.V.W.L....L. c=2 = 0 C I 7:r a i ------ .7"-- 1 :.:= FE • w • - •:= 11•1111 0 :"T:: I 1 - -I- ---. =;::. 0 BORING COMPLETED E BORING COMPLETED E PROPOS ,- SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME • COARSE GRAINED SOILS More Than 50% Retained on No. 200 Sieve GRAVEL More Than 50% of Coarse Fraction Retained on No. 4 Sieve CLEAN GRAVEL GW WELL- GRADED GRAVEL, FINE TO COARSE GRAVEL GP POORLY - GRADED GRAVEL GRAVEL WITH FINES GM SILTY GRAVEL GC CLAYEY GRAVEL SAND More Than 50% of Coarse Fraction Passes No. 4 Sieve CLEAN SAND SW WELL- GRADED SAND, FINE TO COARSE SAND • SP POORLY- GRADED SAND SAND WITH FINES SM SILTY SAND SC CLAYEY SAND FINE GRAINED SOILS More Than 50% Passes No. 200 Sieve SILT AND CLAY Liquid Limit Less Than 50 INORGANIC ML SILT CL CLAY ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY Liquid Limit 50 or More INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FAT CLAY ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: SOIL MOISTURE MODIFIERS: 1. Field classification is based on visual examination of soil Dry - Absence of moisture, dusty, dry to the touch in general accordance with ASTM D2488 -90. Moist - Damp, but no visible water 2. Soil classification using laboratory tests is based on ASTM D2487 -90. Wet - Visible free water or saturated, usually soil is obtained from below water table 3. Descriptions of soil density or consistency are based on interpretation of blow count data, visual appearance of • soils, and /or test data. �0 Geo Engineers SOIL CLASSIFICATION SYSTEM FIGURE 3 LABORATORY TESTS AL Atterberg Limits CP Compaction CS Consolidation DS Direct shear GS Grain size %F Percent fines HA Hydrometer Analysis SK Permeability SM Moisture Content MD Moisture and density SP Swelling pressure TX Triaxial compression UC Unconfined compression CA Chemical analysis BLOW COUNT /SAMPLE DATA Blows required to drive a 2.4-inch I.D. split- barrel sampler 12 inches or other indicated distances using a 300 -pound hammer falling 30 inches. Blows required to drive a 1.5 -inch I.D. (SPT) split - barrel sampler 12 inches or other indicated distances using a 140 -pound hammer falling 30 inches. "P" indicates sampler pushed with weight of hammer or against weight of drill rig. • Geoq,Engineers SOIL GRAPH: SM Soil Group Symbol (See Note 2) Distinct Contact Between Soil Strata Gradual or Approximate Location of Change Between Soil Strata 2 Water Level Bottom of Boring Location of relatively undisturbed sample 12 ® Location of disturbed sample 1 7 D Location of sampling attempt with no recovery 10 0 Location of sample obtained in general accordance with Standard Penetration Test (ASTM D -1586) procedures 26 m Location of SPT sampling attempt with no recovery Location of grab sample NOTES: 1. The reader must refer to the discussion in the report text, the Key to Boring Log Symbols and the exploration logs for a proper understanding of subsurface conditions. 2. Soil classification system is summarized in Figure A -1. KEY TO BORING LOG SYMBOLS FIGURE 4 10— 15— 20— 25— 35— 40— TEST DATA MD 8 91 MD 45 71 MD 38 83 7 5 3 5 8 23 18 16 11 Note: See Figure A -2 for explanation of symbols J BORING GEI -12 DESCRIPTION Moisture Dry Content Density Blow Group Surface Elevation (ft.): Lab Tests ( %) (pcf) Count Samples Symbol 0 111 . 11 AC 2 inches asphalt concrete overlying 2 to 3 inches base coarse SP -SM Brownish gray fine sand with silt (loose, moist) (fill) ML Gray silt with a trace of organic matter (soft, moist to wet) SP -SM Black fine sand with silt (loose, moist) SP Black fine to medium sand (medium dense, wet) Grades with coarse sand — 1 — 2 — 3 — 4 — 5 — 6 — 8 — 9 — 10 — 11 x-12 Geo N Engineers LOG OF BORING FIGURE- 5 n 0 z N 45 — 55— w - u Z_ 2 _ p 60— 65 — 70 — 75— 80— TEST DATA 25 30 Moisture Dry Content Density Blow Group Lab Tests ( %) (pet) Count Samples Symbol 40 -► I I Note: Sec Figure A -2 for explanation of symbols BORING GEM 2 (Continued) DESCRIPTION — 13 — 14 Boring completed at 49.0 feet on 04/14/98 —15 50— Ground water encountered at 7.5 feet and 22.5 feet during drilling - — 16 — 17 — 19 — 20 — 21 —22 — 23 — 24 0 Geo sEn neers LOG OF BORING FIGURE 5 10 15— 20 — 25 — 35 — 40-- TEST DATA 4 Moisture Dy Content Density Blow Group Lab Tests ( %) (pcf) Count Samples Symbol MD 39 80 MD 34 87 3 4 1 /18" 2/18" 17 20 1 24 15 Note: See Figure A -2 for explanation of symbols AC ML BORING GM-13 Grades to stiff DESCRIPTION Surfacc Elevation (ft.): 3 inches asphalt concrete overlying 3 to 4 inches base coarse Brown silt with occasional fine sand (soft, moist) (fill) ML Brown silt (very soft, moist to wet) Grades to gray brown SM Black silty fine sand (medium dense, wet) SP Black fine to medium sand (medium dense, wet) —1 — 2 — 3 — 4 —5 —6 — 7 — —10 —11 — 12 Geo Engineers � � V LOG OF BORING FIGURE , 6 Moisture Dry Content Density Blow Group 40 Lab Tests (%) (pcf) Count Samples Symbol — 45 — 50 ••■ 55 65 70 — 75 — 80 TEST DATA 29 Note: See Figure A-2 for explanation of symbols BORING GEI-13 (Continued) DESCRIPTION Boring completed at 44.0 feet on 04/14/98 Ground water encountered at 6.0 feet during drilling — 13 — 14 — 15 1— 16 — 17 - - 2 — 18 X - 1- - w — 19 — 20 1— 21 — 22 — 23 — 24 Geo e Engineers LOG OF BORING FIGURE 6 /A ' 1t ! t •`; • eoE ngjneers , • I . t . • . I ! It . t ::J '\' • ■ • V `r \ 1: .a• t. � Fie No. 1284028 -01 - 1,1301012398 i / . I • Geo <VEngineers MBK Northwest 7690 Southwest Mohawk Street Tualatin, Oregon 97062 Attention: Mason Frank We are pleased to submit four copies of our report, "Geotechnical Engineering Services, Proposed Parkway Supercenter, Tukwila, Washington." Our geotechnical engineering services were completed in general accordance with our proposal dated August 13, 1997. A preliminary report was submitted for your review and comment on September 24, 1997. Site grading plans were developed for Building Area `2', Pad `A', and the restaurant building pad in January 1998. We presented detailed preload /surcharge recommendations for these buildings in a design memorandum dated February 5, 1998. We appreciate the opportunity to work with MBK on this project. Please call if you have any questions regarding this report. Document ID: 128402811DOC cc: KPFF Consulting Engineers Attn: Jerry Mitchell 111 Southwest Fifth Avenue, Suite 2500 Portland, Oregon 97204 -3628 File No. 1284-028 -01 GeoEngincers, Inc. 8410 154th Avenue &.E. Redmond, WA 98052 Telephone (425) 861.6000 Fax (4 25) 861-6050 www.geoengineers.com Printed on recycled paper. February 23, 1998 Yours very truly, neers, Inc. K. Tuttle, P.E. incipal Consulting Engineers and Geoscientists Offices in Washington, Oregon, and Alaska TABLE OF CONTENTS Page No. INTRODUCTION 1 SCOPE 1 SITE CONDITIONS AND BACKGROUND INFORMATION 2 EXISTING SURFACE CONDITIONS 2 BACKGROUND INFORMATION - SURCHARGING AND FOUNDATION DESIGN 3 Surcharge 3 Foundation Design 3 SUBSURFACE CONDITIONS 3 GROUND WATER CONDITIONS 4 CONCLUSIONS AND RECOMMENDATIONS 4 GENERAL 4 SITE PREPARATION 5 EARTHWORK 6 General 6 Structural Fill 6 Use of Existing Site Soils 7 SETTLEMENTS 7 PRELOAD /SURCHARGE FILL 7 SETTLEMENT MONITORING 8 SHALLOW FOUNDATION SUPPORT 9 FLOOR SLAB SUPPORT 9 RETAINING WALLS 10 LATERAL RESISTANCE 10 PAVEMENT RECOMMENDATIONS 11 DRAINAGE CONSIDERATIONS 11 SEISMIC CONSIDERATIONS 12 Liquefaction Potential 12 Site Coefficient 13 CONSTRUCTION MONITORING 13 LIMITATIONS 13 FIGURES Figure No. Vicinity Map 1 Existing Site Plan 2 Proposed Redevelopment Plan 3 Settlement Plate Detail 4 APPENDIX Pane No. APPENDIX A - SUBSURFACE EXPLORATIONS AND LABORATORY TESTING A -1 SUBSUFACE EXPLORATIONS A -1 LABORATORY TESTING A -1 FIELD SCREENING OF SOIL SAMPLES A -1 APPENDIX FIGURES Figure No. Soil Classification System A -1 Key to Boring Log Symbol A -2 Logs of Borings A- 3...13 Consolidation Test Results A- 14...A -15 G e o E n g i n e e r s i File No. 1284-028 -01- 1130/022398 • reran REPORT GEOTECHNICAL ENGINEERING SERVICES PROPOSED PARKWAY SUPERCENTER TUKWILA, WASHINGTON FOR MBK NORTHWEST INTRODUCTION This report presents the results of our geotechnical engineering services for your proposed Parkway Supercenter located in Tukwila, Washington. The property is currently the Parkway Plaza located along Southcenter Parkway extending north from South 180th Street to the street right -of -way along the south side of the JC Penney Clearance warehouse. We understand four buildings along the west side of Southcenter Parkway will also be acquired. These include the Azteca, Winners and Tony Roma's restaurants and the Ethan Allen Furniture store. A vicinity map showing the project locations is provided as Figure 1. The existing site configuration is shown in detail in Figure 2, and the proposed redevelopment plan is shown in Figure 3. We understand that construction activities for the portion of the project east of Southcenter Parkway will include the renovation of a number of the existing buildings, partial demolition of the westerly portion of the larger segment of the building partially occupied by CompUSA, and total demolition of the existing Pavilion building. Major new construction will include a cinema building immediately north of the existing Pavilion building, a fill -in building between the existing Sportmart and CompUSA stores, and 6 buildings on new pads to be located in the existing parking areas. Four of these buildings will be located north of South 180th Street and two will be located in the existing parking area south of South 180th Street. No major changes are planned for the buildings west of Southcenter Parkway. We understand that design loading of the structures will include floor loads in the range of 125 to 300 psf (pounds per square foot). SCOPE The purpose of our geotechnical engineering services is to develop geotechnical engineering design criteria and performance estimates for the proposed new construction. Our services include completing new explorations for the new building pads and a series of borings around the Pavilion building. Specifically, our scope of services includes the following tasks: 1. Compile a summary of site conditions, foundation design criteria, and general preload /surcharge requirements from past work on and in close proximity to the property. 2. Perform a reconnaissance of surficial conditions around the four buildings on the west side of Southcenter Parkway to examine the extent of periodic releveling which was been necessary to maintain the exterior grade due to compression of underlying soils to o o E n g in e o r s 1 File No. 1284 - 028 -01 - 1130/022398 determine if alternative repairs such as replacement of a portion of the mineral fill and pavement with a zone of lightweight fill might successfully stop or at least slow the recurring need for repair work. 3. Complete a series of exploration borings at the locations of planned new construction to provide location - specific subsurface data for foundation design and performance analyses. 4. Drill four borings around the perimeter of the Pavilion building to assess subsurface conditions, perform field screening for possible contamination and, if judged necessary, install monitoring wells which would permit subsequent water sampling for chemical analyses. 5. Complete a series of laboratory tests on selected samples to provide grain -size, moisture - density and consolidation parameters for correlation with data from previous investigations in this area and for use in engineering analyses. 6. Develop specific design recommendations for new construction including foundation design criteria and any special site preparation requirements (such as preloading or surcharging of new building areas which have not been so loaded in the past). 7. Prepare a written report presenting the results of our study, including supporting field and laboratory data, for use by other members of the design team in preparation of construction documents and in support of the building permit application. 8. Provide consultation, as required by you or members of the design team during design and construction document preparation, to assist in the implementation of our recommendations as intended. SITE CONDITIONS AND BACKGROUND INFORMATION EXISTING SURFACE CONDITIONS In addition to the Pavilion building, the existing Parkway Plaza contains more than 25 retail tenants with surrounding parking lot and drive areas. With the exception of concrete aprons located near the existing loading dock areas, the parking lots are surfaced with asphalt concrete. The asphalt concrete located east of Southcenter Parkway exhibits little to no surface distress. On the west side of Southcenter Parkway, we observed relatively recent asphalt overlays in the parking and drive areas adjacent to the three northern buildings, Tony Roma's, Ethan Allen Furniture, and Winners. We also observed settlement around the perimeter of all four buildings between the bottom of the siding and the concrete or timber blocks placed in the landscaping. The magnitude of settlement appeared to be between 1 and 6 inches. We understand that the asphalt overlays are periodically placed as leveling courses due to the differential settlement occurring between the pile - supported structures and the adjacent ground surface. Q co E n g i n e e r s 2 File No. 1284 - 028 -01 - 1130/022398 sand becomes clean and medium dense to dense at a depth ranging from 30 to 50 feet below the existing ground surface. Field screening for possible contamination was completed on samples obtained from the four borings around the existing Pavilion building (GEI -5, GEI-6, GEI -9 and GEI -10). Soil samples were obtained at approximately 5- foot -depth intervals for field screening and soil classification. Field screening results did not suggest the presence of petroleum hydrocarbons in soil samples. A detailed description of the field screening techniques are provided in Appendix A. GROUND WATER CONDITIONS Ground water seepage was encountered about 5 to 9 feet below the ground surface in our borings completed at the site. Based on our experience on nearby sites, as much as 2 feet of seasonal fluctuation in ground water level is typical. Also, during the wet time of the year, perched ground water is often encountered near the ground surface. Therefore, ground water seepage may be encountered in excavations made at the site. The contractor should be prepared to handle small quantities of ground water when excavating for footings or utility construction. CONCLUSIONS AND RECOMMENDATIONS GENERAL We conclude that the site is suitable for constructing the proposed redevelopment, provided a preload /surcharge program is completed within the new building areas to reduce postconstruction settlements to acceptable limits. This includes the new CompUSA building, the new ACT III theater, and the six new building pads to be located within the existing parking areas. A sixth building location was added since the time of our initial study (Wickes Furniture in Area `C'). We recommend that one to two borings be drilled within the proposed building footprint prior to final design. We recommend that the new buildings be supported on shallow spread footings founded on a minimum of 3 to 4 feet of compacted structural fill. Placement of fill above the existing grades and application of building loads in the new building areas will cause consolidation in the underlying silt and organic soils. Building fill pads and preload /surcharge fill should be constructed far enough in advance of erection of the building walls, so that the majority of settlement due to these loads will have occurred before constructing footings. We understand that a maximum 30 -day period is available during the construction schedule for preloading or surcharging some of the buildings. For this period, we recommend a 5- to 6- foot -thick surcharge be placed above the proposed finished floor elevation. A 3- foot -high preload fill is appropriate when the construction schedule can accommodate a two- to three -month period for the preload duration. To reduce the risk of settlements in the existing structures, the preload /surcharge fills will need to be gradually tapered to a height of zero feet adjacent to the existing buildings. Recommended preload and surcharge configurations are discussed in more detail in a following section of this report. G e o E n g i n e e r s 4 File No. 1284 - 028 -01 - 1130/022398 1 • The existing fill soils beneath the asphalt pavement combined with the anticipated 1- to 2- foot thickness of structural fill required to achieve slab subgrade elevation will provide an adequate fill pad for floor slab support over much of the site. However, the existing fill is relatively thin in the extreme south portion of the site. Excavation and replacement of soft/loose fill or native soils should be anticipated to construct the new building pads in areas `B', 'B1', and `C'. Also, excavation and replacement of loose fill will likely be required to construct the recommended minimum thickness of structural fill for support of perimeter footings across all of the site, and might be needed for some interior footings. Much of the existing fill on the site appears to be close to adequate density. The fill was near optimum moisture content at the time of our explorations. The fill soils are extremely moisture- sensitive, and compactive efforts will only be effective during extended periods of dry weather. We recommend that the floor slab be found on a capillary break overlying the fill pad. The capillary break material should consist of a minimum 4 -inch thickness of sand and gravel with less than 5 percent fines (material passing No. 200 sieve) by weight relative to the fraction passing the 3/4 -inch sieve. Prior to capillary break placement, the existing fill soils should be proofrolled or probed to locate any loose zones. Some excavation and replacement of the on- site soils may be required to form the building pad for slab support. The following sections of this report provide more detailed recommendations for design and construction. SITE PREPARATION Site development will require removal of some of the existing buildings, pavements, buried utilities and other structures present at the site. Much of the fill soils encountered below the asphalt concrete possess high fines (silt) content such that repeated construction traffic will result in considerable disturbance during wet weather construction. Therefore, we suggest leaving the existing asphalt concrete as long as practical to protect the subgrade during construction. If the existing pavement does not pose a hindrance to future development (i.e. utility installations or other excavations), it may be left beneath the new building pads. If left in place, the asphalt concrete should be broken into pieces with a maximum dimension of 12 inches or less. Following pavement breakup or removal, we recommend that the areas be thoroughly proofrolled with heavily loaded rubber -tired construction equipment to identify the adequacy of the underlying fill soils. If soft or otherwise unsuitable areas revealed during proofrolling cannot be compacted to a stable and uniformly dense condition, excavation and replacement with structural fill should be accomplished, or as otherwise recommended by the geotechnical engineer. Localized zones of perched ground water may be present in shallow excavations made at the site. We expect that any ground water encountered during shallow excavations will be relatively minor and can be handled adequately with collection ditches and sump pumps. O e o E n g i n e e r s 5 File No. 1284-028 -01 - 1130/022398 2.f" +;^.'.:�1'.:iY V: l..:.. t... .�fx,.:.a:.WY•.: {:.Y, +f A'Y: "�a. �.Ur...:.il.y.;u".a "j.�r EARTHWORK General The proposed new buildings can be satisfactorily supported on shallow footings bearing on a zone of compacted structural fill. As described in subsequent sections of this report, we recommend that floor slabs be underlain by a minimum of 18 inches of structural fill, and that a minimum 8 inches of subbase (clean sand and gravel) be specified for areas to be paved. We recommend that individual spread footings supporting total design column loads of 100 kips or less, and all continuous wall footings bear on a minimum 3 -foot thickness of structural fill. The fill pad beneath individual footings designed for larger column loads should have a minimum thickness of 4 feet. Structural Fill During dry weather, structural fill placed at a depth more than 6 inches below slab subgrades can contain an increased fines content provided that the minimum compaction criteria can be achieved. The maximum particle size in borrow material for general site grading should be limited to 6 inches. The pavement subbase and the upper 6 inches of building pad fill should consist of a well - graded, free - draining sand and gravel free of organic matter and debris. The sand and gravel fill should contain less than 5 percent fines (material passing No. 200 sieve) by weight relative to the fraction passing the 314 -inch sieve. The maximum particle size should be limited to 12 inches. If the fill is placed during wet weather, we recommend that the entire building pad fill be constructed of borrow soils having less than 5 percent fines. We should be provided samples of the proposed borrow material for evaluation prior to approving it as acceptable material. Structural fill should be placed in horizontal lifts which are 10 inches or less in loose thickness. During wet weather, the initial lift may need to be somewhat thicker in order to reduce the chance of pumping of the fine - grained subgrade soils and to provide adequate support for construction equipment. Within building footprint areas and within 2 feet of the finished subgrade surface for pavement areas, each lift should be uniformly compacted to at least 95 percent of the maximum dry density as determined in accordance with the ASTM D -1557 test method. For fill more than 2 feet below the finished pavement subgrade surface, the compaction criteria can be reduced to 90 percent of the maximum dry density (ASTM D- 1557). The moisture content of the fill material may need to be adjusted to achieve the specified compaction. A representative from our staff should be present at the site to observe and evaluate fill placement and compaction operations, and to complete a representative number of in -place density tests to determine if compaction criteria are being achieved. O e o E n g i n e e r s 6 File No. 1284028 -01 - 1130/022398 • Use of Existing Site Soils The existing fill can be reused as structural fill provided it is moisture - conditioned (aerated) and compacted, if needed, to meet the 'specified compaction criteria. Most of the surficial native soils contain substantial fines, are extremely moisture- sensitive, and have a natural moisture content considerably above that necessary to achieve compaction. As such, they will not be suitable for use as fill without prolonged aeration. SETTLEMENTS Placement of fill to establish design grades and application of new building loads will cause consolidation in the underlying soils. Differential settlements will occur between areas which have previously been filled, surcharged, or otherwise loaded and the adjacent, unloaded areas. Based on our review of previous surcharge programs, actual settlements, and additional laboratory consolidation tests, we estimate that 2 to 5 inches of settlement will occur as a result of the new planned areal floor loads ranging from 125 to 300 psf. Therefore, we recommend a preload /surcharge program to induce the major portion of settlements that would otherwise occur during and following construction. A preload /surcharge program is deemed necessary for all planned new construction. Because of the expected settlements, it is critical that building construction not be started until most of the settlement from the building pad and preload /surcharge (recommended below) has occurred. Because of the thickness and organic content of the compressible layer, a long and variable preload duration is anticipated. We estimate that 90 percent of the settlement should occur within about 6 to 10 weeks. It is possible to accelerate the consolidation by placing additional fill (surcharge) above the preload fill placed to simulate building loads. This is discussed in more detail in the following section. PRELOAD /SURCHARGE FILL The purpose of a preload or surcharge program is to induce a major portion of the settlements which would otherwise occur when building and floor loads are applied. We recommend a 3- foot -thick preload fill be placed to simulate the expected floor loads. Additional surcharge can be placed to shorten the required duration of a preload program. We understand that a maximum 30 -day period is available during the construction schedule for preloading or surcharging the new buildings in Area `A'. Anticipated floor loads for these three building (Building Area No. `2', Pad `A', and the restaurant building) are 125 psf. For these conditions, we recommend a 5-foot-thick surcharge be placed above the proposed finished floor elevation. For the remaining buildings proposed in areas `B', `B1', and 'C', a surcharge thickness of 5 feet is adequate where floor loads will be 125 psf or less. We recommend a 6- foot -thick surcharge be placed above finished floor elevation where floor loads are expected to be between 200 and 300 psf. 0 e o E n g in e e r s 7 File No. 1284 - 028 -01 - 1130/022398 The crest of the preload /surcharge fill should extend to full height above the proposed finished floor elevation for a distance of at least 5 feet outside of the building footprints. In areas of possible future building construction, the full fill heights should extend into the proposed expansion area for a distance of at least 15 feet beyond the initial building footprints. Along the north and south sides of the footprint of the new Building Area No. 4 2' (adjacent to the existing structures), we recommend that the crest of the surcharge extend full height to a distance of 5 feet from the existing building walls. From this point, the surcharge should be tapered to the new finished floor grade level at the location of the existing building walls. Preload /surcharge fill need be compacted only to the extent necessary to support construction equipment. The preload /surcharge surface should be sealed and crowned to promote runoff of surface water. Following the preloading or surcharging period, the excess fill can be removed from the building areas and used as structural fill in parking or other building areas. We recommend that building pad fill and surcharge placed during the wet spring months consist of clean material (sand and gravel with less than 5 percent fines) to be able to achieve adequate compaction of the material. The clean material will also reduce the potential for schedule delays that could arise in rehandling and compacting the surcharge fill when it is moved to another building pad. We should be provided a sample of the proposed material for evaluation and approval before any material is brought to the site. SETTLEMENT MONITORING In order to evaluate the magnitude and time rate of settlement of the building pad fill and the preload /surcharge fill, we recommend that several settlement monitoring plates be installed prior to placing any new or additional fill in the building areas. An example of a suitable settlement plate, and a description of monitoring procedures are presented in Figure 4. We recommend that settlement plates be placed approximately 25 feet in from each corner of the new buildings. A minimum of 2 additional plates should be placed within the central area of the smaller buildings, and an additional 4 plates should be placed in the central area of the larger buildings. Initial elevation readings of the settlement plates must be obtained when they are installed and before any fill is placed. If this is not done, the initial settlement behavior of the fill pad will not be recorded and the value of the observations significantly diminish in that neither the total magnitudes nor rates of settlement will be known. The elevations of the plates and the adjacent ground surface need to be determined twice each week during filling so that settlement progress in relation to the amount of fill in place can be defined. We recommend that readings be obtained weekly after completion of filling. We recommend that the readings be taken by the project civil engineer and the results forwarded to our office on the day of each reading for evaluation. 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 G e o E n g i n e e r i 8 File No. 1284-028 -01 - 1130/022398 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. SHALLOW FOUNDATION SUPPORT We recommend that the buildings be supported on shallow foundations, provided that the footings are placed on a pad of compacted structural fill as recommended in the "Earthwork" section of this report and as discussed below. Foundation construction should not be started until settlements from filling and preload /surcharge operations are complete. We recommend that all footings be supported on structural fill extending to a depth of 3 to 4 feet below the footing subgrade elevation. A 3 -foot thickness is appropriate for design column loads of 100 kips or less and a 4 -foot thickness is appropriate for heavier design loads. We recommend that the compacted structural fill form a prism of fill below the footing which extends a minimum distance of 3 feet beyond the edge of the footing. The requirements for overexcavation of existing soils and placement of structural fill for footing support should be determined and the work accomplished before placing the building pad fill. We recommend that a representative from our firm evaluate the soils exposed in these excavations before placement of structural fill to determine that the footing subgrade is acceptable. If excessively soft soils are exposed at subgrade level, additional excavation and replacement with structural fill may be necessary. We recommend that the bottom elevations of all exterior footings be a minimum of 18 inches below the lowest adjacent finished grade, while interior footings have a minimum embedment of 12 inches. We recommend that continuous footings and isolated column footings have minimum widths of 18 and 24 inches, respectively. Footings can be designed using an allowable soil bearing pressure of 2,500 psf for dead plus long -term live loads. This value may be increased by one -third when considering transient loads, such as wind or seismic. The weight of the footing and any backfill over the footing may be neglected in determining the applied bearing pressure. We estimate that the settlement of continuous strip and column footings will be on the order of 1/2 to 1 inch for the assumed loading conditions providing preloading is completed as recommended. Differential settlements should not exceed about 3/4 inch in about 40 to 50 feet. These settlements should occur within several weeks after applying load to the footings. FLOOR SLAB SUPPORT All slab subgrade areas should be stripped and proofrolled or otherwise evaluated as recommended in "Site Preparation" before placing any fill. As discussed in the "Earthwork" section of this report, we recommend that floor slabs be underlain by a minimum of 18 inches of structural fill. The upper 6 inches of fill placed to form the building pad should consist of 3/4 -inch minus free draining sand and gravel with less than 5 percent fines. If fill placement and slab construction will proceed during extended periods of dry weather, the import fill Q e o E n g in e e r s 9 File No. 1284- 028 -01 - 1130/022398 placed below the upper 6 inches of slab subgrade can contain an increased percentage of fines, provided the fill can be compacted as recommended above. Because differential settlement is likely across the site, due to variable loading history and variable soil conditions, we recommend that floor slabs be constructed using reinforcement. A vapor barrier should be placed beneath all on -grade floor slabs where moisture control in the slab is critical (e.g., if tile or carpeting is to be glued to the slab). This vapor barrier should consist of polyethylene sheeting and should be overlain by a 2 -inch thickness of clean sand to protect it from damage during slab construction and to aid concrete curing. RETAINING WALLS We recommend that walls for loading docks or other building walls which will serve as retaining walls, be designed for lateral pressures based on an equivalent fluid density of 35 pcf (pounds per cubic foot). This value applies to walls not restrained against rotation when backfill is placed. The above - recommended lateral soil pressure does not include the effects of surcharges such as floor loads, traffic loads or other surface loading. Surcharge effects should be considered as appropriate. In settlement - sensitive areas (e.g., beneath on -grade slabs), the upper 2 feet of backfill for subgrade walls should be compacted to 95 percent of the maximum dry density determined in accordance with ASTM D -1557. At other locations and below a depth of 2 feet, wall backfill should be compacted to between 90 and 92 percent of ASTM D -1557. Measures should be taken to prevent overcompaction of the backfill against the wall. The recommended equivalent fluid density assumes a free - draining condition behind the wall. If any walls are placed where water may have access to the fill behind, drainage should be provided by placing an 18- to 24- inch -wide zone of sand and gravel containing less than 5 percent fines against the wall. Weep holes at about 4 -foot centers at the base of the wall should be sufficient to drain water from exterior walls. Alternatively, perforated drainpipe could be embedded in the free - draining sand and gravel zone along the base of retaining walls to remove any water which collects in this zone. The drainpipe should be tightlined to an appropriate discharge point. LATERAL RESISTANCE The soil resistance available to resist lateral loads is a function of the frictional resistance which can develop on the base of footings and slabs, and the passive resistance which can develop on the face of below -grade elements of the structure as these elements tend to move into the soil. For footings and floor slabs founded on structural fill placed and compacted in accordance with our recommendations, the allowable frictional resistance can be computed using a coefficient of friction of 0.35 applied to vertical dead -load forces. The allowable passive resistance on the face of footings, grade beams or other embedded foundation elements can be computed using an equivalent fluid density of 300 pcf (triangular distribution) if cast Q e o E n g in e e r s 10 File No. 1284 - 028 -01 - 1130/022398 neat against structural fill soils. This value assumes all soil extending out from the face of the foundation element for a distance at least equal to two and one -half times the depth of the element consists of structural fill compacted to at least 95 percent of maximum dry density (ASTM D- 1557). The above coefficient of friction and passive equivalent fluid density values include a factor of safety of about 1.5. PAVEMENT RECOMMENDATIONS Assuming that proper site preparation is accomplished and a relatively firm subgrade can be achieved, we recommend a minimum 8- inch -thick subbase layer be provided beneath the base course of new pavement sections. The subbase should consist of a 12 -inch minus sand and gravel with less than 5 percent fines. This recommendation assumes that the existing fill and native soils can be compacted to the criteria defined in the "Earthwork, Structural Fill" section. If the existing fill and native soils are soft, it will be necessary to increase the subbase thickness and possibly provide a geotextile separation layer. It has been our experience that 12 to 24 inches of subbase overlying a geotextile separation layer is required on soft, wet soils, or during wet weather. To avoid the cost of additional overexcavation, the pavement subgrade preparation should occur during the summer and allow time for the parking subgrade soils to "heal" prior to paving. The recommended subbase thickness is not intended to nor will it support construction traffic. Construction haul roads should be as required. We recommend that the pavement section in automobile parking areas consist of a minimum of 2 inches of Class B asphalt concrete over a minimum of 4 inches of free - draining crushed rock. The free - draining crushed rock should be similar to Washington State Department of Transportation ( WSDOT) Standard Specification 9 -03.9(3), except with less than 5 percent passing the U.S. No. 200 sieve. In roadway areas and pavement areas which will be subject to truck traffic, we recommend that the minimum thicknesses of asphalt concrete and crushed rock be increased to 3 and 6 inches, respectively. These design recommendations are predicated on construction of the pavement section being accomplished during extended periods of dry weather. The crushed rock base course and subbase fill should both be compacted to at least 95 percent of the maximum dry density determined, in accordance with ASTM D -1557. Backfill in utility trenches underlying paved areas should also be compacted in accordance with the recommendations for structural fill presented in this report. The asphalt concrete should be compacted, in accordance with WSDOT specifications (to at least 91 percent maximum density based on WSDOT Test Method 705). DRAINAGE CONSIDERATIONS We recommend that pavement surfaces be sloped so that surface drainage flows away from the buildings. We recommend that all roof drainage be collected in tight lines for diversion into G e o E n g in e e r s 11 File No. 1284- 028 -01 - 1130/022398 the storm drain system. A perimeter footing drain is not considered necessary provided that the building floor is above the parking grades. SEISMIC CONSIDERATIONS Liquefaction Potential The Puget Sound basin is located within a seismically - active area in which numerous earthquakes have been recorded. Of the more recent events, two were large which resulted in significant damage to some structures. The earlier earthquake, which was centered in the Olympia area, occurred in 1949 with a Richter magnitude of 7.1. The later earthquake, which was centered between Seattle and Tacoma, occurred in 1965 with a Richter magnitude of 6.5. Damage, which in some instances may have been related to localized liquefaction, was reported in many areas within the greater Puget Sound region. Liquefaction refers to a condition where vibration or shaking of the ground, usually from earthquake forces, results in the development of excess pore pressures in saturated soils and subsequent loss of strength. This can result in consolidation and /or lateral spreading of the affected soils with accompanying surface subsidence and /or heaving. In general, soils which are susceptible to liquefaction include loose- to medium -dense clean to silty sands which are saturated (i.e., below the water table). The evaluation of liquefaction potential is complex and is dependent on numerous parameters including soil grain size, soil density, site geometry, static stresses, level of ground acceleration considered, and duration of the event. Typically, the liquefaction potential of a site is evaluated by comparing the cyclic shear stress ratio (the ratio of the cyclic shear stress to the initial effective overburden stress) induced by an earthquake to the cyclic shear stress ratio required to cause liquefaction. We made a preliminary evaluation of the liquefaction potential at this site based on subsurface information obtained in the borings. Based on the data obtained for this site, the interbedded silt layers have a low risk of liquefaction. However, the loose- to medium -dense sandy soils encountered below the water have a high -to- moderate risk of liquefaction, respectively. Layers of loose silty sand were encountered below the water table in several of the explorations. The sand typically graded to dense below a depth of about 40 to 50 feet. Because of the variable thickness of liquefiable soil across the site, it is likely that several discontinuous zones could liquefy causing isolated areal subsidence. Because the floor slab and foundation elements will be supported on a mat of densely compacted structural fill that will be above the highest probable ground water level, significant differential subsidence due to liquefaction is not expected. Specifically, this site will have a nonliquefiable soil cap with a thickness to about 8 to 15 feet. Therefore, abrupt differential settlements of high magnitude are not expected, although settlement could occur and cause distress to the structures during a large seismic event (magnitude 6.5 or greater), or a long duration event. Q e o E n g in e e r s 12 File No. 1284- 028 -01 - 1130/022398 G e oE n g i n e e r s To reduce the potential for differential settlements (more than can be accomplished with a structural fill building pad), three options can be considered. The first option, which is the most economical and provides some protection against minor earthquake shaking, consists of tying the foundations together with grade beams. The second option consists of supporting the structures on piles which would afford more protection against earthquake - induced differential settlements. The third option consists of general site improvement by densifying the building pad areas, thereby reducing the potential for settlement. We are available to discuss the relative merits of each of these options with you should you decide to pursue an increase in protection to the structures against potential settlement damage due to an earthquake. Site Coefficient Based on our subsurface explorations and our experience in the area, the recommended Uniform Building Code (1994) soil profile type is S3 for a corresponding site coefficient of 1.5. CONSTRUCTION MONITORING The site preparation and earthwork phases of construction are critical to the successful completion of this project. We recommend that GeoEngineers be retained to provide monitoring and testing services during the site work and foundation installation to assess when the preloading or surcharging has been successfully completed, and to determine if the work is completed in general accordance with the intent of our recommendations. These services should include monitoring of the site preparation and proofrolling to advise on any remedial work that may be needed to repair areas of subgrade, observation and testing during filling, review of settlement marker data (the surveying would be done by others) to advise when the majority of the settlement has occurred, observations during footing subgrade preparation, and final subgrade preparation for floor slab and pavement areas. LIMITATIONS We have prepared this report for use by MBK Northwest and other members of the project team for use in the design of a portion of this project. The report is not intended for use by others and the information contained herein is not applicable to other sites. The data and report should be provided to prospective contractors for estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. Portions of the site redevelopment was in the preliminary design stages at the time of this writing. When the design has been finalized, we recommend that our firm be retained to review the final design and specifications to see that our recommendations have been interpreted and implemented as intended. 13 File No. 1284 - 028 -01 - 1130/022398 • DCO:JK T:wd Doc. ID: P: \FINALS \1284028.R O o o B n g i n c e r c Our scope 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. There are probable variations in subsurface conditions between the explorations and variations which are also possible over time. A contingency for unanticipated conditions should be included in the budget and schedule. Sufficient monitoring, testing and consultation should be provided by our firm during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for 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 the contract plans and specifications. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally - accepted geotechnical practices in this area at the time the report was prepared. No warranty or other conditions, express or implied, should be understood. Respectfully submitted, GeoEngineers, Inc. Debra C. Overbay, P.E. Senior Engineer Jack K. Tuttle, P.E. Principal 14 Filo No. 1284-028 -01 - 1130/022398 z3/IS' f S 188TH ST Si( 194TH ST 0 Geo.';,Engineers 4 5 2000 SCALE IN FEET 4000 Reproduced with permission granted by THOMAS BROS. MAPS. This map is copyrighted by THOMAS BROS. MAPS. It is unlawful to copy or reproduce oil or any part thereof, whether for personal use or resole, without permission. VICINITY MAP FIGURE 1 S 196TH ST IIIIIIIIIIIIIIIIIIIIIIIIIIII 1 111111111111111111IIIIII TTTT ACT HI THEATER SURPLUS LAND THE BON I I I I I 11111111 11 M. MM dOM MM Ilii111111111111111111111111 SITE PLAN (EXISTING PARKWAY PLAZA) uii IIII SPORTMART 207,120 SF ems' SK � I PY soy REFERENCE: Drawing provided by MBK Northwest muaiamuuimuum uuimauuiimiiuum 4 - 1 111 0 !/// 0 200 400 SCALE IN FEET GeoEn 'neers EXISTING SITE PLAN FIGURE 2 _ 6. DRUG EMPORIUM TONY ROMA �TIIIII111 SURPLUS LAND ETHAN ALLEN ACT III THEATER COMPUSA WINNER RES t( • I SITE PLAN (EXISTING PARKWAY PLAZA) SPORTMART 207,120 SF H a„,k\kp CO REFERENCE: Drawing provided by MBK Northwest 1111111111111111111111111111 1111111111111111111111111111 3/// 0 200 400 SCALE IN FEET Geo O Engineers EXIST NNW 1 MN I 1 Itl 1 111 1 1111!IIIi:ii III II 'II I 110ilti.1:1111. _ EF Luvirt......„Nmiluov n uf lau4iv i l iwi ll .p. 1 1 149 if,11:11,3 .111:1:: ;Ail!! I rrrrrrrrrr &rare) l larrn • IMIA. fihl COMP -7 -ARKW _ Lq. *72-2 GART °1 11111111111 KRAUSE'S Seta Factory GEI-6 GEI-7 lia • MOM PAO &Me Y. PY11•1111/11/01• 4.1J41111 V. - EE ,„,„. 01111 PROPOSED REDEVELOPMENT PLAN 111 Meat OK 0111/1•1111 MUM =Mk 77 -76-1 AREA 'A'– Sig 1 SEE SHEET A4 • Marna) R•OT A PART1 • REFERENCE: Drawing 'Al' by Benner Stange Associates Architects dated 11/20/97 72-1 -,.r.: zi-: .-,. :„....... ..... ..... ... ...2.; -.7.: g ..• ... ... , ... ..... ....• . z) :. .... :: _.,_ • . .... 1 _., , r :;;;n;11,Iii.r .... . _-_-_/- -Rive PEI / 26.082 SP. COSTING OT A PART) C=1 SEE S1-IEET A4 LEVITZ FOR THE /AEA SEE SHEET AS 4.- EXPLANATION: GEI-5 72-1 76-2 63-1 411.--"-- • • • .... -2 _ =4= •===. -.- • -.-- GEI-10 • e=2 CS CD C=1 72-5 GEI-9 1. Ael 0 t AREA 'B 200 SCALE IN FEET AREA 'C' 400 BORING COMPLETED BY GEOENGINEERS - SEPTEMBER 1997 BORING COMPLETED BY DAMES AND MOORE - 1963 TO 1976 FIGURE 3 COI' PLUS c � 1 111 11 W111 1 I 1 = MIJIV11 Iiin 1107:1W11;U:101111TOT:: NJ!. 1 t:.1 ,.1 II =II 11,1 • ; • 76-1 : 1 1 1 1 1 : II -*- GE1-3 76 EEfEE C=D GEI-1 COMP 72-2 GART e8 BORDERS BOOKS 10.07 F. SEE SHEET A4 root ales AA AREA 'A' — wagEraMTEMEO GEI-2 se SEE SHEET A4 11 PA MORINO OCT A PAM) CAW &F. REFERENCE: Drawing 'Al' by Benner Stange Associates Architects dated 11/20/97 etiT*0 NOT A PART) 72-1 211: :::":7: . •.-... Li v ...... . ,.... FeriVAART 2A1142 SP. r •:;:n;1111;11r . • - - SEE SHEET AS FO A 11411 AMA GEI-5 L E GEI-6 AErn 11•S■1111% A.7711 EXPLANATION: -49 Geo Eng A 72-5] =« GEE• GEI-5 72-1 BORINE 76-2 63-1 BORING Measurement Rod, 1/2 -inch- diameter Pipe or Rebar Existing Ground Surface r\ 1 \ Sand Pad, if Necessary gyp. Geo Engineers (Not to Scale) Casing, 2- inch - diameter Pipe (set on plate, not fastened) Coupling Welded to Plate Settlement Plate, 16" x 16" x 1/4" NOTES: 1. Install settlement plates 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 placement 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 at the recommended time intervals. Record the elevation of the adjacent fill surface every time a measurement is taken. 4. Record the elevation of the top of the measurement rod to the nearest 0.01 foot, or 0.005 foot if possible. Record the fill elevation 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 area being filled. SETTLEMENT PLATE DETAIL FIGURE 4 A . APPENDIX A SUBSURFACE EXPLORATIONS AND LABORATORY TESTING SUBSURFACE EXPLORATIONS Subsurface conditions at the project site were explored by drilling eleven borings at the approximate locations shown in Figure 3. The explorations were located in the field by pacing from existing site features. The borings were drilled between August 29, 1997 and September 5, 1997 using hollow - stem auger drilling equipment. Because much of the development is currently occupied with retail tenants, the borings were drilled during restricted work hours between 8pm and loam. Soil samples were obtained from the borings using a 3- inch - outside - diameter split - barrel sampler driven into the soil with 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 borings were continuously monitored by a representative from our firm who examined and classified the soils encountered, obtained representative soil samples, observed ground water conditions, and prepared a detailed log of each exploration. Soils were visually classified in general accordance with ASTM D- 2488 -90, which is described in Figure A -1. An explanation of the boring log symbols is presented in Figure A -2. The logs of the borings are presented in Figures A -3 through A -13. The logs are based on our interpretation of the field and laboratory data and indicate the various types of soils encountered. They also indicate the depths at which these soils or their characteristics change, although the change might actually be gradual. If the change occurred between samples in the borings, it was interpreted. LABORATORY TESTING All soil samples were brought to our laboratory for further examination. Selected samples were tested to determine moisture content, dry density, and grain size characteristics. The results of the moisture content and dry density tests are presented on the boring logs. Two one - dimensional consolidation tests were performed on selected samples from the borings to measure the dimensional and time -rate compressibility characteristics of representative fine- grained soil samples. The consolidation test results are presented in Figures A -14 and A -15. FIELD SCREENING OF SOIL SAMPLES A GeoEngineers representative conducted field screening on soil samples obtained from the subsurface explorations located around the Pavilion building (borings GEI -5, GEI-6, GEI -9, and GEI -10). Field screening results are used as a general guideline to delineate areas of () e o E n g i n e e r s Al - File No. 1284 - 028 -01 - 1130/022398 Q e o E n g i n o e r c Moderate Sheen (MS) Heavy Sheen (HS) possible hydrocarbon contamination in soils. In addition, screening results are used to aid in the selection of soil samples for chemical analysis. The field screening methods used include (1) visual examination, (2) sheen screening, and (3) headspace vapor screening using a Bacharach TLV Sniffer calibrated to hexane. Visual screening consists of inspecting the soil for stains indicative of hydrocarbon contamination. Sheen screening and headspace vapor screening are more sensitive screening methods that have been effective in detecting hydrocarbon contamination at concentrations less than regulatory cleanup guidelines. Sheen screening involves placing soil in a pan of water and observing the water surface for signs of sheen. Sheens classifications are as follow: No Sheen (NS) No visible sheen on water surface. Slight Sheen (SS) Light, colorless, dull sheen; spread is irregular, not rapid; sheen dissipates rapidly. Light to heavy sheen; may have some color /iridescence; spread is irregular to flowing, may be rapid; few remaining areas of no sheen on water surface. Heavy sheen with color /iridescence; spread is rapid; entire water surface may be covered with sheen. Headspace vapor screening involves placing a soil sample in a plastic sample bag. Air is captured in the bag and the bag is shaken to expose the soil to the air trapped in the bag. The probe of a Bacharach TLV Sniffer is inserted in the bag, and the device measures the concentration of combustible vapors present within the sample bag headspace. The TLV Sniffer measures combustible vapor concentrations in ppm (parts per million). The TLV Sniffer is designed to quantify combustible gas concentrations up to 10,000 ppm. Field screening results are site - specific. The results vary with ambient air temperature, soil type, soil moisture and organic content, and type of contaminant. A-2 File No. 1284028 .01 - 1130/022398 • SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME COARSE GRAINED SOILS More Than 50% Retained on No. 200 Sieve GRAVEL More Than 50% of Coarse Fraction Retained on No. 4 Sieve CLEAN GRAVEL GW WELL- GRADED GRAVEL, FINE TO COARSE GRAVEL GP POORLY GRADED GRAVEL GRAVEL WITH FINES GM SILTY GRAVEL GC CLAYEY GRAVEL SAND More Than 50% of Coarse Fraction Passes No. 4 Sieve CLEAN SAND SW WELL - GRADED SAND, FINE TO COARSE SAND SP POORLY GRADED SAND SAND WITH FINES SM SILTY SAND SC CLAYEY SAND FINE GRAINED SOILS More Than 50% Passes No. 200 Sieve SILT AND CLAY Liquid Limit Less Than 50 INORGANIC ML SILT CL CLAY ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY Liquid Limit 50 or More INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FAT CLAY ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: SOIL MOISTURE MODIFIERS: 1. Field classification is based on visual examination of soil Dry - Absence of moisture, dusty, dry to the touch in general accordance with ASTM D2488.90. Moist - Damp, but no visible water 2. Soil classification using laboratory tests is based on ASTM 02487-90. Wet - Visible free water or saturated, usually soil is obtained from below water table 3. Descriptions of soil density or consistency are based on interpretation of blow count data, visual appearance' of soils, and /or test data. Geo �O Engineers SOIL CLASSIFICATION SYSTEM FIGURE A -1 LABORATORY TESTS AL Atterberg Limits CP Compaction CS Consolidation DS Direct shear GS Grain size %F Percent fines HA Hydrometer Analysis SK Permeability SM Moisture Content MD Moisture and density SP Swelling pressure TX Triaxial compression UC Unconfined compression CA Chemical analysis BLOW COUNT /SAMPLE DATA Blows required to drive a 2.4 -inch I.D. split - barrel sampler 12 inches or other indicated distances using a 300 -pound hammer falling 30 inches. "P" indicates sampler pushed with weight of hammer or against weight of drill rig. Blows required to drive a 1.5 -inch I.D. (SPT) split - barrel sampler 12 inches or other indicated distances using a 140 -pound hammer falling 30 inches. SOIL GRAPH: 22 1 SM Soil Group Symbol (See Note 2) Distinct Contact Between Soil Strata Gradual or Approximate Location of Change Between Soil Strata Q Water Level Bottom of Boring Location of relatively undisturbed sample 12 ® Location of disturbed sample 17 0 26 Location of sampling attempt with no recovery 101 Location of sample obtained in general accordance with Standard Penetration Test (ASTM D -1586) procedures Location of SPT sampling attempt with no recovery Location of grab sample NOTES: 1. The reader must refer to the discussion in the report text, the Key to Boring Log Symbols and the exploration Togs for a proper understanding of subsurface conditions. 2. Soil classification system is summarized in Figure A -1. Geo i Engineers KEY TO BORING LOG SYMBOLS FIGURE A -2 Geo OlEngineers LOG OF BORING FIGURE A -3 0—+ 10— 15— 25 — 30— 35— 40— ..............._,........,........,..... ,...�.�,......wrn..+.uv: va.,.., w., w,., r„ n,.. r_, wrv,. r+..«... r. w. .. a.. w.,.. w. �w. s. w,. w�u. ana*! rrc+ ux- nm. �..w.rw.m.R -.r TEST DATA MD 16 118 34 87 10 16 14 J l Note: See Figure A -2 for explanation of symbols BORING GEI -1 DESCRIPTION Surface Elevation (ft.): Moisture Dry Content Density Blow Group Lab Tests (%) (pcf) Count Samples Symbol L, ASPHALT 2 inches asphalt concrete U ° GM Brown silty fine gravel with sand (medium dense, moist) (fill) SM Gray and brown silty fine sand with occasional gravel (loose to medium dense, moist) (fill) Gray fine sandy silt (stiff to medium stiff, wet) SP Dark gray fine to medium sand (medium dense, wet) SM Gray silty fine to medium sand with occasional gravel (very loose, wet) — 5 — — 15 — 20 —25 — 30 — 35 — 40 Geo ' . Engineers LOG OF BORING FIGURE A -4 45 — 50— 55— uJ W LL z w p 60— 65 — 70— 75— 80 TEST DATA Moisture Dry Content Density Blow Group Lab Tests ( %) (pcf) Count Samples Symbol 40 15 ■ 18 Note: See Figure A -2 for explanation of symbols BORING GEI -2 (Continued) DESCRIPTION Boring completed at 49.0 feet on 09/05/97 Ground water encountered at approximately 6 feet during drilling —7 40 — 45 — 50 —55 — 60 — 65 — 70 — 75 — 80 n U 2 5 - 10— 15— 25 — 30— 35 40— TEST DATA MD 27 95 MD 212 24 37 81 11 11 32 Moisture Dry Content Density Blow Group Lab Tests (%) (pci) Count Samples Symbol 14 57 0 0 c J Note: See Figure A -2 for explanation of symbols ASPHALT GP -GM ML BORING GEI -3 DESCRIPTION Surface Elevation (ft.): SM Dark gray silt (medium dense to dense, wet) SP Dark gray fine to medium sand (dense, wet) 1.5 inches asphalt concrete Brown fine gravel with silt and sand (medium dense, moist) (fill) Gray sandy silt with gravel (medium stiff, moist to wet) (fill) Blow count not representative SP Dark gray fine to medium sand (medium dense, wet) OL Brown and gray organic silt with wood fragments (very soft, wet) Light gray silt with lenses of silty fine sand and a trace of organic matter (very soft to soft, wet) — 5 — 10 — 15 — 20 — 25 — 30 — 35 —40 Geo � Engineers LOG OF BORING FIGURE A -5 P.4( .• • ....4044W• • 40 45 — 50 — 65 — 70 — 75 — BO— TEST DATA Moisture Dry Content Density Blow Group Lab Tests (%) (pcf) Count Samples Symbol 31 27 Note: See Figure A-2 for explanation of symbols (Continued) BORING GEI-3 DESCRIPTION Boring completed at 49.0 feet on 09/04/99 Ground water encountered at approximately 7 feet during drilling Geo SEngineers LOG OF BORING FIGURE A-5 — 40 — 45 — 50 — 55 — 60 — 65 — 70 — 75 — 80 1.: >r,v +AvIv: Geo at p R Engineers LOG OF BORING FIGURE A -6 10— 15— 25 — 30— 35— 40— TEST DATA Moisture Dry Content Density Blow Group Lab Tests (%) (pcf) Count Samples Symbol MD 18 112 MD 18 112 14 13 2/18" 2/18" 14 'L ASPHALT ° v " GM SM • ML o . c 0 .0 O C nj SM l Note: See Figure A -2 for explanation of symbols ML GP -GM BORING GEI - 4 "`;, DESCRIPTION Surface Elevation (ft.): 2 inches asphalt concrete Brown silty fine gravel with sand (medium dense, moist) (fill) Gray silty fine to medium sand with gravel (medium dense, moist to wet) (fill) Gray sandy silt with gravel (medium stiff, moist to wet) (fill) Gray silt with a trace of organic matter (very soft to soft, wet) Gray silty fine to medium sand with gravel (very loose, wet) Gray fine gravel with silt, sand and a trace of wood fragments (medium dense to dense, wet) 0 —5 — 1 0 —15 — 20 — 25 — 30 —35 — 40 TEST DATA Moisture Dry Content Density Blow Group Lab Tests (%) (pcf) Count Samples Symbol 0 c '0 31 ■ Geo k; Engineers 0 0 0 0 0 O 0 0 0 0 O c C C c C C Note: See Figure A -2 for explanation of symbols .# (Continued) BORING GEI -4 DESCRIPTION LOG OF BORING FIGURE A -6 Boring completed at 47.5 feet on 09/04/97 due to caving soils Ground water encountered at approximately 7 feet during drilling N 5— 10— 15— _z x p 20— 25 — 30— 35— 40— TEST DATA Moisture Dry Content Density Blow Group Lab Tests ( %) (pcf) Count Samples S ymbol MD 29 95 MD 56 63 2/18" 12 12 12 g. Geo %0 Engineers J Note: See Figure A -2 for explanation of symbols BORING GEI -5 DESCRIPTION Surface Elevation (ft.): o ASPHALT 4 inches asphalt concrete 0 o o GP Brownish gray fine gravel with sand (medium dense, moist) ML (fill) Gray silt with gravel (medium stiff, moist to wet) (fill) ML Gray organic silt (very soft, moist to wet) ML Gray fme sandy silt (very soft to stiff, wet) SP /SM Gray fme sand with a trace of silt with lenses of silty fine sand (loose to medium dense, wet) SP Dark gray fine to medium sand (medium dense, wet) LOG OF BORING FIGURE A -7 —5 — 10 — 15 — 20 —25 — 30 — 35 —40 • Geo edigo WO Engineers LOG OF BORING FIGURE A -7 Moisture Dry Content Density Blow Group Lab Tests ( %) (pcf) Count Samples Symbol 40 —• 45 — 50— 55 — W - LL UJ p 60— 65 — 70 — 76— 80— TEST DATA 24 ■ 13 26 13 Note: See Figure A -2 for explanation of symbols BORING GEI -5 (Continued) n , .: -..� DESCRIPTION Boring completed at 56.5 feet on 08/29/97 Ground water encountered at 9.0 feet during drilling 40 —45 — 50 — 55 — 60 — 65 — 70 —75 — 80 0— 5— 10— 15— W LL z U1 c 20— 25 — 30— 35 — 40— TEST DATA Moisture Dry Content Density Blow Group Lab Tests ( %) (pcf) Count Samples Symbol MD 10 96 MD 39 80 MD 26 92 MD 33 87 2/18" 5 ■ 5 ■ 4 ■ 16 ■ 18 't- ASPHALT 2 inches asphalt concrete ° v r GM Brown and gray fine gravel with sand (medium dense, moist) SM (fill) Gray and brown silty fine sand (loose, moist) (fill) Note: See Figure A -2 for explanation of symbols Geo O Engineers BORING GEI-6 DESCRIPTION Surface Elevation (ft.): ML /SM Gray organic silt (very soft, wet) SM Gray silty fine sand (loose, wet) ML Gray fine sandy silt (medium stiff, wet) SM Gray silty fine sand (medium dense, wet) ML /SM Gray silt interbedded with silty fine sand (stiff /medium dense, wet) Boring completed at 39.0 feet on 09/03/97 Ground water encountered at approximately 5 feet during drilling LOG OF BORING 0 —5 —10 —15 — 20 — 25 — 30 — 35 — 40 FIGURE A -8 t— W W - u. z LU p 20— Moisture Dry Content Density Blow Group Lab Tests ( %) (pct) Count Samples Symbol 0— tit+ 5— 10— 15— 25 — 30— 35— 40— TEST DATA MD 77 58 MD 58 68 5 N 3 ■ 2/18" 2 ■ 5 f 2 ■ 18 5 ■ 38 ■ 11 ■ Geo Engineers 0 0 '0 0 c Note: See Figure A -2 for explanation of symbols ASPHALT GP -GM BORING GEI - 7 1 DESCRIPTION Surface Elevation (ft.): 3 inches asphalt concrete Brown fine gravel with silt and sand (medium dense, moist) (fill) SM Gray silty fine sand with organic matter (loose, moist) (fill ?) ML Gray organic silt (very soft to medium stiff, moist to wet) SP Grades with lenses of fine sandy silt Black fine to medium sand (medium dense, wet) ML Gray silt (medium stiff, wet) SP Black fine to medium sand (dense, moist) SM Gray silty fine sand (medium dense, moist) LOG OF BORING FIGURE A -9 40 - 45 — 50— F- W W LL z w CI 60— 65 — 70 — 75— 80 — TEST DATA BORING GEI -7 (Continued) Moisture Dry Content Density Blow Group Lab Tests (%) (pcf) Count Samples Symbol 2 ■ 10 ■ 16 ■ Note: See Figure A -2 for explanation of symbols Geo cagAN wp Engineers DESCRIPTION ML Dark gray silt (very soft, wet) SM Gray silty fine sand (medium dense, wet) Boring completed at 51.5 feet on 09/02/97 Ground water encountered at approximately 5 feet during drilling 40 —45 — 50 55— —55 — 60 — 65 — 70 — 75 — 80 LOG OF BORING FIGURE A -9 0 5 — 10— 15— uJ W LL z w 20— 25— 30— 35— 40— TEST DATA Moisture Dry Content Density Blow Group Lab Tests (%) (pcf) Count Samples Symbol MD, 40 77 CS MD 42 80 MD 37 83 L 2 ■ 2/18" ■ 2 ■ 2 ■ 4 u 17 ■ 15 ■ 3 ❑ 8 0 0 a SP 22 ■ r ML SM ML Note: See Figure A -2 for explanation of symbols Geo OEngineers ASPHALT GP -GM ML /SM BORING GEI -8 2.5 inches asphalt concrete Gray fine gravel with silt and sand (medium dense, moist) (fill) Gray silt with sand interbedded with brown and gray silty fine sand (very soft/very loose, moist) Brown and gray silt with a trace of organic matter (very soft, moist) Grayish brown silty fine sand (very loose, wet) ML Gray silt (soft, wet) DESCRIPTION Surface Elevation (ft.): Wood (tree stump?) Brown silt (very soft, wet) Gray and black fine to medium sand (loose to medium dense, moist) 0 — 5 — 10 —15 — 20 — 25 — 30 —35 "40 LOG OF BORING FIGURE A -10 S, 11Sy4it . wr4, +r +rtay.a..wcar.v..wvswlY r�a�e .whY�Anet6YYYw 40 45— 50— 55- TEST DATA Moisture Dry Content Density Blow Group Lab Tests (%) (pcf) Count Samples Symbol 6 29 GeoEngineers BORING GEI -8 (Continued) DESCRIPTION Boring completed at 46.5 feet on 09/02/97 Ground water encountered at approximately 5 feet during drilling — 40 — 45 — 50 —55 — 60 65— —65 70— —70 75— —75 80— — 80 Note: See Figure A -2 for explanation of symbols LOG OF BORING FIGURE A -10 10— 25— 30— 35— 40— Lab Tests CS TEST DATA Moisture Dry Content Density Blow (%) (pcf) Count 46 74 38 81 13 18 Geo ,i s Engineers DESCRIPTION Group Surface Elevation (ft.): Samples S mbol rmir ASPHALT 'o GP -GM ■ 0 J Note: See Figure A -2 for explanation of symbols SM BORING GEI -9 2.5 inches asphalt concrete Gray and brown fine gravel with silt and sand (medium dense, moist) Brownish gray silty fine to medium sand with gravel (loose, moist) (fill) ML Gray silt with fine sand (very soft, moist) SP Gray fine sand with a trace of silt (very loose, wet) ML Gray silt with a trace of fine sand (soft, wet) SM Gray silty fine sand (very loose, wet) SP Gray fine sand (medium dense, wet) ML Gray silt (soft, wet) SM Gray silty fine sand (medium dense, wet) LOG OF BORING FIGURE A -11 —5 — 10 —15 — 20 —25 —30 —35 —40 OM iseaut. 40-- 50— 55— 65— 70— 75— TEST DATA Moisture Dry Content Density Blow Group Lab Tests (%) (pc() Count Samples Symbol 17 ■ 1 Geo oEngineers BORING GEI -9 (Continued) DESCRIPTION Boring completed at 41.5 feet on 08/29/97 Ground water encountered at 9.0 feet during drilling 45— ^45 —40 — 50 — 55 — 60 — 65 70 — 75 80— — 80 Note: See Figure A -2 for explanation of symbols LOG OF BORING FIGURE A -11 Asn.d.ner 41,.. ,Natp ••■ ey .41■ ••■•■■■•••tl 5 — 1 0 — 15 w u z w 20— 25 — 30— 35 — 40— TEST DATA MD 29 92 MD 36 85 Moisture Dry Content Density Blow Group — Lab Tests (%) (pcf) Count Samples Symbol 0 7 7 11 5 6 8 11 11 21 0 Note: See Figure A-2 for explanation of symbols di Geo p q BORING GEI-10 ASPHALT GP-GM SP-SM ML DESCRIPTION Surface Elevation (ft.): 3 inches asphalt concrete Brown and gray fine gravel with silt and sand Brown sand with silt and gravel (medium dense, moist) (fill) Gray silt (medium stiff, moist) SM Gray silty fine sand (loose to medium dense, wet) SP Gray fine to medium sand (medium dense, wet) —0 —5 —10 —15 —20 —25 — 30 —35 — 40 LOG OF BORING FIGURE A-12 A ..rne 0111... 1.14 i0uMLNA.M ...wukwa+a.fian�w�wo. taw Moisture Dry Content Density Blow Group Lab Tests (%) (pcf) Count Samples Symbol 40 55 uJ W LL Z - p 60— 65— 70 — 75— TEST DATA Geo KB Engineers BORING GEI -10 l 1' (Continued) 20 ■ DESCRIPTION Boring completed at 41.5 feet on 08/29/97 Ground water encountered at 8.5 feet during drilling 40 45— —45 50— — 50 —55 — 60 — 65 — 70 —75 80 — — 80 Note: See Figure A -2 for explanation of symbols LOG OF BORING FIGURE A -12 • 5— 10— 15— 25— 30— 35— 40— Moisture Dry Content Density Blow Group Lab Tests ( %) (pcf) Count Samples S mbol MD 37 82 TEST DATA 38 84 40 79 24 r '"' SP ML Note: See Figure A -2 for explanation of symbols SM Geo qp Engineers BORING GEI -11 DESCRIPTION Surface Elevation (ft.): o c ASPHALT 3 inches asphalt concrete 'o GP -GM Brown and gray fine gravel with silt and sand (medium dense, o . c moist) (fill) • Black fine sand (loose, moist) Gray silt (very soft, moist to wet) Gray silty fine sand (very loose, wet) ML Gray silt (medium stiff, wet) SP -SM Gray silty fine to coarse sand with gravel (loose, wet) SP Gray fine to medium sand (medium dense, wet) ML Gray silt (very soft, wet) 5 — 10 —15 — 20 — 25 — 30 — 35 J — 40 LOG OF BORING FIGURE A -13 ti • Moisture Dry Content Density Blow Group Lab Tests ( %) (pcf) Count Samples Symbol 40— ,. 45 — 50— 55— 60— 65 — 70— 75— 80— TEST DATA 7 33 ■ SP Note: See Figure A -2 for explanation of symbols Geo Engineers BORING GEI -11 (Continued) DESCRIPTION SP -SM Dark gray fine to medium sand with silt (loose, wet) Gray fine to medium sand with occasional gravel (dense, wet) Boring completed at 46.5 feet on 09/02/97 Ground water encountered at approximately 5 feet during drilling — 40 —45 — 50 — 55 — 60 — 65 — 70 — 75 — 80 LOG OF BORING FIGURE A -13 KEY BORING NUMBER SAMPLE DEPTH (FEET) SOIL CLASSIFICATION INITIAL MOISTURE CONTENT INITIAL DRY DENSITY (LBS /FT • GEI -8 5.5 Brown and gray silt with a trace of organic matter (ML) 39.5 76.6 _ 1 ,r 1 i I I ;.. i - i I I ! 1� I -ri T :f I I ;I _ f - - J r - -- I f -1 _ - ;1 I � I 11 I II � 1 i I 1 1 I ; i l l w a J 0 U) z 0 U a n rn io 0 0 U 0 0 M 4 CN 2 z 0 0.00 0.01 0.02 0.03 0.04 0.05 0.06 F 0.07 0.08 0.09 0.10 0.11 0.12 0.13 0.14 0.1 0.2 0.5 1 2 5 PRESSURE (Ibs /ft 10 10 20 50 Geo i Engineers CONSOLIDATION TEST RESULTS FIGURE A -14 KEY BORING NUMBER SAMPLE DEPTH (FEET) SOIL CLASSIFICATION INITIAL MOISTURE CONTENT INITIAL. DRY DENSITY (LBS /FT • GEI -9 5.5 Gray silt with fine sand 46.4 74.0 w a 0 U) z 0 U a rn CD 0 0 co u 0.00 0.01 0.02 0.03 0.04 0.05 0.06 0 0.07 0.08 U 0.09 0.10 0.11 0.12 0.13 0.14 0.1 0.2 Geo i Engineers 0.5 1 2 5 PRESSURE (lbs/ft 10 10 20 50 CONSOLIDATION TEST RESULTS FIGURE A -15 ' i H -_', .__.- i 1 i , ,._4_, I —r-- i. _ i _ I " I i _ 1 1 I1 1 r 11 w a 0 U) z 0 U a rn CD 0 0 co u 0.00 0.01 0.02 0.03 0.04 0.05 0.06 0 0.07 0.08 U 0.09 0.10 0.11 0.12 0.13 0.14 0.1 0.2 Geo i Engineers 0.5 1 2 5 PRESSURE (lbs/ft 10 10 20 50 CONSOLIDATION TEST RESULTS FIGURE A -15 Date: 8/3/99 ATR En_cineerin_q Inc. Consulting Engineer 9929 SW 206th CT Vashon WA. 98070 (206) 463-5735 Structural Calculations Job Name: Parkway Supercenter, Building l Best Buy Renovation, Tukwila, WA. Y, For: MBK Northwest / 4949 SW Meadows Rd. Suite 675 Lake Oswego OR. 97035 In Association with: R.C. Construction & Management Inc. QUALIFICATION GENERAL NOTES GRAVITY G-1 TO G15 LATERAL L-1 TO L-13 ATR Engineering Inc. is a consulting engineering office providing structural engineering and project management services for both public and private clients. ATR Engineering Inc. has over 20 years of experience in the design and detailing of low, medium, and high -rise buildings, industrial buildings, residences and bridges. ATR Engineering Inc. is a registered Corporation in the State of Washington. 1990 to 1994 1984 to 1990 1978 to 1984 PROFESSIONAL REGISTRATION: TECHNICAL SPECIALTY: Structural Engineering ATR ENGINEERING, INC. ARTHUR T. RACK, P.E. ACADEMIC BACKGROUND: • California Polytechnic State University, San Luis Obispo CA, Awarded BSAE Degree in Structural Engineering • California State University, San Francisco 1972 -1975, (Deans List), Completed course for BA in Philosophy • American River College, Calif. 1970 -1972, (Deans List), Awarded AA Degree MILITARY EXPERIENCE: • United States Army; Enlisted 1967, Honorably Discharged in 1970. Awards: National Defense Service Medal Vietnam Service Medal Vietnam Campaign Medal Good Conduct Medal Bronze Star PROFESSIONAL EMPLOYMENT HISTORY: 1994 to Present Owner ATR Engineering Inc., Vashon WA KPFF Consulting Engineers, Seattle WA (Kelly, Pittelko, Fritz and Forssen) Project Manager, Structural Design Group, Sr. Bridge Engineer ABKJ Consulting Engineers, Seattle WA (Anderson, Bjornstad, Kane and Jacobs) Project Manager, Structural Design Group, Bridge Engineer, Sr. Structural Engineer SWRB Consulting Engineers, Seattle WA (Skilling, Ward, Rodgers, Barkshire) Project Engineer, Design Engineer, Structural Design Group • State of Washington Professional Engineer P.E. Number 0028738 • State of Washington, Certified Bridge Inspector Number 81168 • Qualified under CFR23 Section 650.307 as a National Bridge Inspector. • Registered (King County / City of Seattle) under ATC -20 for Post earthquake Safety Evaluation of Buildings PROFESSIONAL MEMBERSHIPS • ICBO Professional Member Number 45928 -5 • American Society of Civil Engineers ( ASCE ) • American Institute of Steel Construction ( AISC) FILE: SCENTER GENERAL STRUCTURAL NOTES 2500 5 -1/2 SACKS AM ENGINEERING. INC. THE FOLLOWING NOTES APPLY UNLESS INDICATED OTHERWISE: CODE: UNIFORM BUILDING CODE (UBC). 1997 EDITION DESIGN SOIL PRESSURE: 2000 PSF MAX DEAD • LIVE CAST FOOTINGS ON FIRM UNDISTURBED SOIL OR 1 -6" MINIMUM BELOW GRADE WHICHEVER IS GREATER DESIGN LIVE LOADS ROOF 75 PSF BASIC SNOW FLOORS 40 PSF RESIDENTIAL DECKS 60 PSF STAIRS /EXITS 100 PSF WIND 80 MPH / EXPOSURE B / METHOD 2 PROJECTED AREA Pw ICe) (Cy (qs) (Il Pw • (0.72111.)1(16.4X1) • 15 psf SEISMIC ZONE 3 PER SECTION 1630.23 Ca -0.36 R -5.5 - V - 3.0 Ca (IV) -(3) (0.36) (WI •0.19(WI R -5.6 R•5.6 REINFORCED CONCRETE CONCRETE WORK SHALL CONFORM TO ALL REOUIREMENTS OF CHAPTER 19 OF THE UBC. CONCRETE MIX SHALL BE AS FOLLOWS. f'c .MINIMUM CEMENT MAX WATER PER psi PER CUBIC YARD 94 LB OF CEMENT WATER - REDUCING ADMIXTURES MAY BE INCORPORATED IN CONCRETE DESIGN MIXES. BUT SHALL CONFORM TO AS TM C494. AND BE USED IN STRICT ACCORDANCE WITH THE MANUFACTURERS RECOMMENDATIONS. AN AIR ENTRAINING AGENT. CONFORMING TO ASTM C260 SHALL BE USED IN ALL CONCRETE MIXES FOR WORK WHICH IS EXPOSED TO WEATHER. THE AMOUNT OF ENTRAINED AIR SHALL BE 5% PLUS OR MINUS 1% BY VOLUME. CaCl2 OR OTHER WATER SOLUBLE CHLORIDE ION ADMIXTURES SHALL NOT BE USED UNLESS APPROVED BY THE ARCHITECT. ALL REINFORCING STEEL SHALL BE ASTM A6I5. GRADE 40. Fy -40 KS1 MINIMUM LAP ALL REINFORCING 48 BAR DIA. MINIMUM AT SPLICES. CONCRETE COVER OVER REINFORCING STEEL. UNLESS NOTED OTHERWISE SHALL BE: FOOTINGS 3 INCHES WALLS 2 INCHES AGAINST EARTH I INCH AT INTERIOR FACE SLAB ON GRADE I -1/2 INCHES DRILLED IN CONCRETE ANCHORS 9929 SW 206th CT. VASHON, WA 98070 6 -3/4 GALLONS MAX WATER PER 94 LB OF CEMENT when using air entraining 5 -1/4 GALLONS EXPANSION ANCHORS SHALL BE: Hrlit Corp. KWIK Bolts or USM Corp. PARABOLTS or ITT Phillips Corp. RED HEAD WEDGE ANCHORS Special Inspection is required for installation of all concrete expansion anchors EPDXY GROUTED CONCRETE ANCHORS ANCHOR RODS SHALL BE CONTINUOUSLY THREADED AND SHALL BE FREE OF ALL RUST AND GREASE AS A MINIMUM. THE. EPDXY RESIN SHALL CONFORM TO GUNNEBO FASTENING CORP. LIQUID ROC 300. SUBSTITUTIONS SHALL BE APPROVED BY ENGINEER OR ARCHITECT PRIOR TO INSTALLATION. ALL INSTALLATION SHALL BE AS PER MANUFACTURERS RECOMMENDATIONS. Special Inspection is required for installation of all epoxy grouted concrete anchors USE ALL ATR ENGINEERING. INC. • 9929_.SW- 206th CT. .:: VASHON, WA 98070 STRUCTURAL STEEL ALL FABRICATION AM) ERECTION SHALL BE N ACCORDANCE WITH A/SC SPECIFICATIONS. ALL STEEL FOR PLATES AND SHAPES SHALL BE ASTM A36. Fy -36ksi MINIMUM ALL STEEL TUBE SECTIONS SHALL BE ASTM 500 GRADE B / Fy -46 ksi. REMOVE ALL ROUGH AND SHARP EDGES. WELDING ALL FILLET WELDS SHALL BE 3/16" NNMUM CONTIMIOUS• PERFORMED BY WELDERS CERTFED N ACCORDANCE WITH AWS SPECFICATIONS FOR ROD AND POSITION USING HEAVY COATED E70 ELECTRODES. BOLTS / ANCHOR BOLTS ALL BOLTED CONNECTIONS SHALL BE MADE WITH ASTM A307 GRADE / Fy -36KSI BOLTS SUPPLED WITH WASHERS AND HEAVY HEX NUTS ALL ANCHOR BOLTS SHALL BE ASTM A307 MINIMUM ( U.N.0) SUPPLED WITH WASHERS AND HEAVY HEX NUTS TIMBER / WOOD FRAMING CONVENTIONAL CONSTRUCTION PROVISIONS SHALL BE IN ACCORDANCE WITH SECTION 2305 OF ThE LBC NAILING NOT SHOW SHALL BE AS INDICATED ON TABLE 23 -1 -0 OF THE UBC MINIMUM FRAt11G LUMBER UNLESS SHOWN OTHERWISE SHALL BE: HF #2 USE PRESSUE TREATED MATERIAL IN ALL EXPOSED APPLICATIONS PLYWOOD • ALL PLYWOOD SHEATHING SHALL BE C -D WITH EXTERIOR GLUE (CDX) AND FACE GRAIN LAO PERPENDICULAR TO SUPPORTS. ORENTED STRAND BOARD (OSB) WITH EOUIVALENT STRUCTURAL CHARACTERISTICS MAY BE SUBSTITUTED FOR PLYWOOD SHEATHING MISCELLANEOUS CONTRACTOR TO PROVIDE TEMPORARY ERECTION BRACING AND SHORING AS REQUIRED FOR STABILITY OF STRUCTURE DURING ALL PHASES OF CONSTRUCTION ALL DEALER SUPPLED MECHANICAL ATTACHMENTS TO BE PLACED ACCORDING TO MANUFACTURES RECOMMENDATIONS. CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FELD AND SHALL NOTIFY THE ARCHTECT AND ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION OR FABRICATION. I .,._._.....__.••. , .. •• ••• . • ,- Tara ».:< ... �.....•_....�.,�.,� „v.v,...m, mew.. .«+rv,e.�w.x«,,...:,wvz..na «.,.v u�,.,.-:,...«..,., w, .v...wr,- ,r,.e.ur „s�4a�...x:vr- are.. a,. v,. e+ ww +.w...,.w..aew.,.wrw.,ae.uw.w+. rovers ...a•.� + »,:•,...,n- :n..»W.. ATR Engineering Inc. Consulting Engineer 9929 SW 206th Ct. Vashon, WA 98070 phone: (206) 463 -5735 % x 30 4 1U3 37, 4 P/ 4 x/4- © e 0, , 2 xgco€¢ d, 7 /0spe 'W4 Cox Z •,3 5 43 GOx S�Pa^r�LCr2• /Yl /SC PROJECT JDU7/1 C-7 /e'' ac 02 V 4007x/ Ax 7 Co . o psj 3 7, 4- /C., 0 PS7s X 8 c /26. 4. /..g ,o /4 Zc= 8 (025) =, 2dc.D . cL r caG4 l a /./ Sheet No. 4' Date /4/P o ! 36.c( 40 : 7 c VC!) 7 d &d” 'r 6 40 S z 36x( 2 43 = 7'3,ac D , 'z 24- 1'1/¢ /v,-- `k Z (Cr S (mL/cz /S3 ?So r 2 /3 Z,c? z s * _ VIZ % 1 ?/ 3 # > 60 40 5 3 tpmm /? * . ir (/2eP/2 5) //C 0/P # � = /t 9/3# <" x: di Ui 0 6 e l (E) GL 5 Ln, Ui I ( ( ( E 1( GL 63/4x31 (E) GL 6 Eli (NI "x _I _1 _1 Li 0 0 iu .. L11 0, 3/4 x31 -- - (E) GL 4 I-4 1) GL 6 4 ■ 1 ((El) 1484k (E) GL 6; -7-1,17 11.11 (1 iHull TYP. H F --------------i F--- (E) -----H - ().- GI 6 -N G 5 (E) GL I r (I' •-• 5 TYP. (E) 6L 151/0(30 I (E) GL IF- LI UI CV X Ln Ui — (E) GL 6?-4x tK�Lird'Ii�K":d.t'r %���CY :Nb hwrw. wry...........-_._._......... �.... �............. w_... ��..+ w: rn.. rw. rwrwrx+ v:. nrifH-. rrA. NaCMt' nh+ N} MYMMwr .�.nnrpx.Y.hen✓�:+NMMMtACY. Mph aT` IMln 'fllWMl'..`Vb:S ATR Engineering Inc. Consulting Engineer 9929 SW 206th Ct. Vashon, WA 98070 phone: (206) 463 -5735 ,_5cq-yn•rre 8c oc 7 eNeCK Cer.J 64.3 5 3 a (4e /,O /O 3° O` a 0 M Iq) V4) 0 PROJECT w mot. r CA+vrn6142 bL.= I S PSc- L -L''L LS 4o rz%, 0 . on X I 1 1 ax/i0L. S %)(3 / %Z, 0 M Date 744 /pp Sheet No. ATR Engineering Inc. Consulting Engineer 9929 SW 206th Ct. Vashon, WA 98070 phone: (206) 463 -5735 PROJECT Sheet No. �. 64...4146.4, C 12c to Re, Date WC/ t L L I. L 1 .. 1 I—O rn ON. tar*V .4 - rM•iw +Mi.Yiw6M est_ 1 70 Q P 1encveb 4 , PST 't I 4-Do /3/li 2.4f 14. { 20:, r•- '� (I 5 425 ) _ dv nst..- �� p 4010Si K(Z 4 �: 8 )( z z GO L. + 6 r- '51201 cut_ I z 51207 ATR Engineering Inc. Consulting Engineer 9929 SW 206th Ct. Vashon, WA 98070 phone: (206) 463 -5735 PROJECT Sheet No. 4S ��. C�_� , C-7/ "� Date 7/z61/99 r c L L ` 'c r M 3c9 7245 1zT `Fe - 4 of 6:K12X . 4/.6 w�LL Wore cvti - RouT 1 972 lel' coo .� 3 p c.. . 4c - 'fiS Lo 12 3/L L -z L- /2 s? L L i La 22! (4 , I l r3(o Ref Alm- CoL. 'r s c� fz i*A i Yq- iii ( W to )c.2 ¶: A-t - - .r x- gy 2 35. u Pr ix L r- / hlcYn $ T 1/4 A i312/4c ioc Lti . -/ -4 KI'W S-t L CDt_ To Not. 'T'NO% rro veilz IN PR Vi ou s rt-A (15-4- 2 5 G c ., oc... = Co 4 k P s P ALL AR 6 °7 I BAS WICK 33 ci 3/4 ()Ax31 8 w 01c- e r Co 0- z 245 ATR Engineering Inc. Consulting Engineer 9929 SW 206th Ct. Vashon, WA 98070 phone: (206) 463 -5735 PROJECT -, -)eirorev.ixroz. a rx z Pp#.1.. a G4 k I io1 ( 2 1 2 i v/ 654-k 1c9 444- psi 14-4 C 2(z/). 6 Date 73//99 z - C°E It ,wit. 5/8 11 Th z.(, 5— C1 -e Futiet.4 i ►.,c SLe t 21 -/tirte' -t Set— CALCULATES REQUIREMENTS fr SQUARE AND RECTANGULAR F GS FILE:sqftg - -- - ---- JOB: SOUTHCENTER / NEW FTG FOR 40X40 COLUMN GRID FOOTING MAR ft= fY= TOTAL DL+LL= WORKING DL= WORKING LL= ULTIMATE Pu= COU BASE PL SIZE X= COU BASE PL SIZE Y= ALLOW SOIL BEARING= STRESS INCREASE FACTOR= for square footing FOR SQ. FTG AREA REQD= PRELIMINARY FTG SIZE A=B= ADUSTED FOOTING SIZE A=X= B=Y= working stress soil pressure q= adjusted qu= CHECK PUNCHING SHEAR FTG THICKNESS= 'd' TO REINF= d/2= ULTIMATE qu= a= b= bo= Vu1= Actual Punching shear vu1= Allowable Punching Shear= MOMENT CAPACITY / FT WIDTH Length= Design Mu= Assume As= a= Resisting Mu= CHECK FLEXURAL SHEAR MAX ALLOWABLE vu <= at plane C= Vu= ACTUAL vu= rat 44,m. s ATR ENGINEERING INC. VASHON WA. (206) 463-5735 07/26/99 40X40 2500 40000 64000.000 24000.000 40000.000 101600 12 12 2000 1.15 6.00 ft 6.00 ft 1778 psf 2822 psf 2.50 ft 8819 lb-ft 0.36 in^2 0.56 9078 lb-ft STEEL OK 100 21.31 • 30074 - 56.57 FLEXURAL SHEAR ot< psi psi lbs lbs lbs lbs in in psf none 27.8 SQ FT 5.3 ft 12 in 8.6875 in 4.34375 in 2822 p_s_f 20.6875 in 20.6875 in 83 in 93212 lbs 153 psi 200 psi PUNCHING SHEAR OK PSI inches lbs psi pas c.,A.,6 - Z97- 7a0 r rtwnanwon»»xrtminwst, l.amoz, w.>. swan +Mara+ram.at..rr.«m.www.a..ww ATR Engineering Inc. Consulting Engineer 9929 SW 206th Ct. Vashon, WA 98070 phone: (206) 463 -5735 PROJECT SVeS K 'ao e 37.4 04 /401 /0 0 dx 14 a q' S PIt / 8' /• 2s 2 x4-4 24 Z c . 70 2.3 Sheet No. Date 7/Z 'c %9 ', S /4- - 13 c(sa /J %os, Z2, Sx 17 z 15.75 71.45 ‘c, = (fie 3 X E - I.(.)Ca .75S psi ( 1 5175 Xf2 2 7'S Vow ATR Engineering Inc. Consulting Engineer 9929 SW 206th Ct. Vashon, WA 98070 phone: (206) 463 -5735 eini-cK PROJECT Cot- cN.eck M r 121 e L r7 : v, mw..„.. w+.,.... �.. Y.: .�nvanme✓,u.,�nw.rara..wa.,.n., .ra..mcwmrxe.Mre•�aw. +�w.e 0 1g Z.Ya = 20 ,8 '-5o .� d 9 25 4o 2 (i+as R • 6e 4, 5 (0,# z PTCrAL. Fob, of a I @ E = kcc) = 1688 psi F b =12tx,?5∎ AWL) 9 % 1536* ° 7 9 7pst 79 7 57.9 — 6.'78 D66 VZOD 57.3 ler woott C oLUrnt--) 9X9 pt=- 41 . S�tr�t_ C c L W e K 3 I tr r 3c. ks ; 5 J(o X IZ k 1.1�j — 5 Z.1 m eet No. / 1 /5 Date 7 7 00,42) 2 7 Fc Fcce_ pFil = 1 ROOF RAFTER dl= le 1= d2= le 2= Area= Sx= MEMBER roof rafter single element VALUES FOR COMPRESSION ELEMENT E= 1.60E +06 psi Fc‘*= 1088 psi C'= 0.8 Ie =Ie1= 192.83 in FcE= Ft'= term 1 term2 F'c = FcE1= F'b1= factor= ATR ENGINEERING INC. VASHON WA (206) 463 -5735 07/28/99 01:57 PM AXIAL COMPRESSION OR TENSION + BENDING ONLY UBC REFERENCE: 2308 JOB:PARKWAY SUPERCENTER BLDG 1, GRIDWAY 17 USING HF #2 size d= 9.25 x 9_25 9.25 in least dimen for unsupported length 9.25 in wide face dimen 1 in _ effective buckling length X -X 9.25 in narrow face dimen 192.83 in effective buckling lenght Y -Y 85.56 in2 in 1105 psi 0 psi 1.26 1.27 < 757 psi 1105_ psi 1200 psi 1.15 SNOW DF #1 parallel to grain WOOD UNBRACED LENGTH WOOD wood not repetative AXIAL LOADING Compression fc Tension lbs psi lbs psi 64536 754 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bending Moment Moment fb1 lb=IN psi 6432 49 0 0 0 0 0 0 0 0 glb wood and wood 0.9 0.8 0.85 glb wood and wood 0.42 0.3 0.3 From Comp. 0.7498 0.0000 0.0000 0.0000 0.0000 COMBINED STRESSES From From Combined Bending Tension 0.11 0.00 0.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 ATR Engineering Inc. Consulting Engineer 9929 SW 206th Ct. Vashon, WA 98070 phone: (206) 463-5735 PROJECT 7}3 0ctor - oI @ CoNZIT )L A1 "1 11 - AL65 r L- ico ---- 202.. r f 2.02: L azt) L. 760 0.. F5 b = I SO. 1 (FtEorn 4- a 0.. 55 )2;7230 ZZ ti 000 ,3 rb = 606 rz7,5 .ox 1.15 Z. 2,0 '_ • Sheet No. Date 7-2'7- I ATR Engineering Inc. I Consulting Engineer 9929 SW 206th Ct. Vashon, WA 98070 �. phone: (206) 463 -5735 1► SZAC71a- E4L PROJECT , 7 &E.11 1(p C .II 4e-45r 4.Y/4c f /1 /("IPisr ' p h'I= 9'.s ) = Z/ - ins. Va.=)coo13i Go/TS Fb= 12UOJt 4-7v #1.44-7 7 hMAtALM+I.�.��Y.kfYNY N.YI401,71 C11;.YwwH1.wwwWiHw+'n rar — ) OCO (09G ?Co )lp940 y29 + I = 0.52. 4 1.0X 1.15 1 i vy I'aX.) Sheet No. Date 7 9ff " • • • . • • ' • ' • • ' • , " • • , • • •. •.; `.kikft.:1,13 L L L L 1 1 ROOF RAFTER USING HF#2 size d= d1= le 1= d2= le 2= Area= Sx= MEMBER column E= Fe= C'= le=le1= KcE= AXIAL COMPRESSION OR TENSION + BENDING ONLY UBC REFERENCE: 2308 JOB: PARKWAY SUPERCENTER, BLDG 1, GRIDWAY 16 VALUES FOR COMPRESSION ELEMENT ATR ENGINEERING INC. VASHON WA (206) 463-5735 07/27/99 03:18 PM 9.25 x 9.25 9.25 in least dimen for unsupported length 9.25 in wide face dimen 192.83 in effective buckling length X-X 9.25 in narrow face dimen 192.83 in effective buckling Ienght Y-Y 85.56 in2 131.91 in3 1.60E+06 psi 1000 psi 0.8 192.83 in 0.3 DF#1 parallel to grain WOOD UNBRACED LENGTH WOOD FcE= 1105 psi Ft= 0 psi terml 1.32 term2 1.38 F'c= 724 psi FcE1= 1105 psi F'b1= 1200 psi mv not repetative factor= 1.15 SNOW 4111111•111111•Posoompponsimseise AXIAL LOADING Compression fc Tension Ibs psi lbs psi 36696 429 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bending Moment Moment fb1 Ib=IN psi 21132 160 0 0 0 0 0 0 0 0 glb wood and wood 0.9 0.8 0.85 glb wood and wood 0.42 0.3 0.3 COMBINED STRESSES From From From Combined Comp. Bending Tension 0.2652 0.19 0.00 0.0000 0.00 0.00 0.0000 0.00 0.00 0.0000 0.00 0,00 0.0000 0.00 0.00 5/ a 0.45 0.00 0.00 0.00 0.00 .,C „...,..0„.., . ATR Engineering Inc. Consulting Engineer 9929 SW 206th Ct. Vashon, WA 98070 phone: (206) 463 -5735 PROJECT C'ff•t/7 . a a) 0:,) co a) 40 or Attroxp vesr 1 8 /o Sheet No. Date 7/29�9 r / Cgos- LC) 71 l;"� R�masti. (C) S 4-1t`s •2 ln/ R mA lt4 \Cg) To gh qi.y R ATR Engineering Inc. Consulting Engineer 9929 SW 206th Ct. Vashon, WA 98070 phone: (206) 463 -5735 PROJECT Sheet No. (125° L :)Urk CarMd'a ��� � Date 7 / /,/? ' r r i 1 i i i w /8c) w,pty /nwritoo z �xr' $ / P= cZ C , 1� Pz 67z) (/0 3Xi , .)( '-o) z ?out( \/v 3C tom. U= 3(O' ) \N 5 c• 5/r44 cep f'icAime V WALL E -i'J WINb = (Spt= X d' X Qjc)' 2 S o : OE (� • / � 3 k/ 3c_D 1 30/ V s 9 i o /d r , ? .R COL G, verc vs V 7a h/2 /0 GO) _ (2,000 Ro ri 80 X 15 p 14jAI.LS / Z XdOX?c� ( � Psp z 7 1!8c ' K 201(0PSl 22o, z r c r L L L i i ATR Engineering Inc. Consulting Engineer 9929 SW 206th Ct. Vashon, WA 98070 phone: (206) 463 -5735 loo i 11 • C?' iK [j.. 73.3 lc_ (s,) c a -K - ► k o: /SeElurerz, \( C-r) I'S 5 Z3 55.5 k CT) O K Date 7-Z7 -gyp ATR Engineering Inc. Consulting Engineer 9929 SW 206th Ct. Vashon, WA 98070 phone: (206) 463-5735 - 5 , e PROJECT Sheet No. L VIT. 3 -- ., G A? - Date 7- z7- j 9 ICc K t L -1 ZS, 6 zz , co 8, z,.r cs.0 D L 22,4 V. Iy,Z IZ �y ■5,5 ATR Engineering Inc. Consulting Engineer 9929 SW 206th Ct. Vashon, WA 98070 phone: (206) 463 -5735 S Cen- - PROJECT Sheet No. L O 7 Se0 1 1 L +,e4C.. Date 7-27-?? Gt1:YN.Yn�x•�:���. r f r L L i S 0 1, 1 /l 2z 5?AC\ 1c. FC. . i7s THgct x,H / LA 'DOLT Alt DI41E►ypkcays d�2 E H i k)U h uivi VALUCS SINGLE ni-kr,Az, Kerik -L 51 to FL A T1-{R 1}- ¶(.)LT" 10AD // - to A 1 - Foz C'1 too ►Ili MA,)j M'& 984 = zLze00- ,.,= 1250 120 5 ‘ -7 a vrt- A ct) = z? v) = 1 I Z.7 Sq LAcn '&X) x 7 = J 4 1- 141 — 3 5A1,. � y 4 x7 = 2v3o rhJNntT'mNy+tYInTV� �K `YM✓Y1A4LeRr:.t +,.n4Mlwrfn -erm. y'7 20-40 _ 2• I 5» '"Ye, = 3,125'/ x -- 2,5 ILXg I % t ' ' - AL. 3» RATE JJL ATR Engineering Inc. Consulting Engineer 9929 SW 206th Ct. Vashon, WA 98070 phone: (206) 463 -5735 a CaY1t� -,r PROJECT Sheet No. 1 Ai is 1130a6r1A 4 Date 7 VOW ea Fils670,014X1.4.14,,e41.4., L i L i I 4,51Z O Co x FC. wZ- Gig — ( 5P F G j / . F t F $ 1 = \ & x 0 . L ..'_.._!..._. '.. _.' 51204 = 1e,2yN L 625 .{ . A — 5,125( 5,5 A 5,5x5,5 �69F,‘ C 10 ,....` I ATR Engineering Inc. . Consulting Engineer . i 9929 SW 206th Ct. I Vashon; WA 98070 i phone: (206) 463-5735 PROJECT Sheet No. . * 1 . 5 .061k( 113ctekTh - e:/s 4,hireA. Date 7-27-?? I 4 _ (30---//) , . 1 CO 0 ix 0.) _ 7 >/ _ : ..m..ig 1?1-1' 4 .- - r> Z6.4 Li-) / -; I ---- • - • i . _i_.. , , , . - ti• 115.67 : 16 ty • . - , 1( CT! 0 0 ff.1 8 . 6) 5 2k."1" 14. '6,7 /.7a fli - 7.77 Cr) —I— • • ATR Engineering Inc. Consulting Engineer 9929 SW 206th Ct. Vashon, WA 98070 phone: (206) 463-5735 PROJECT 14 601.1_,A 4-filaPigog II IL IL IL IL t_ 1_ ........._............. _.............. ZI 150 (.1.32-. - - zil —. A- — . • ' ' ..." ' 6 ff i j . 7,..514 1 .. 8,,,t- i z54.- T) 1.73 1 • 11-1_ AT- , 1 k 112 sf•'z • i ..1 I ■ Sheet No. !!`• :t Date 7 t .5 t 1 ATR Engineering Inc. Consulting Engineer 9929 SW 206th Ct. Vashon, WA 98070 phone: (206) 463 -5735 PROJECT Sheet No. 3 4 5. CEN•id. e C,o —D � 40.7 1 1 c5 Date 7 -29 -99 `lIoc3TD7AI, tE51GN C.e I TE'tR A kzsZ K- I IU!o S TLe's 1 `SIG �•+ 1C2.-E• -r_v 1, 1_ I - 1 .. i • 057 ►�� o.37'5 0 .751 1.33 =(•2 26. L. 2 t .s070‘ .224 ) � z 8.37 F•r 'C ks1 = 6.CoF� = 21.(pk51 I ✓ /o cti 4 1113 = 12. , 7Z. A - .501-7 7 - 0.59 7 , N z 51 1" 14 x T1+� 'b k 3 SS7eiV 7_7Z1 - 7 . 17 i 7 ,91 _ , 37 is • 6 5 a_ M 1. , 3 3 0 7 —- I )) x l8 y0 ?j SAM T = B,Cr 4-69.21 4-550-5.5b 4.5oI`" - 0.27 ►►•l ' 21 •(,4_,1 0. 367 ) N Z 0.'675 I 33 1" 3/ " 8 • 5 ,, ATA Engineering Inc. Consulting Engineer 9929 SW 206th Ct. Vashon, WA 98070 phone: (206) 463 -5735 , l.•c r 1 PROJECT Sheet No. L.? p I 00y) - 5TEEL 51 c o r .cTtow-, Date 7- 30- r t r 11A IJ1L1 NCO►" L ()NE SJ -\k :;yg Y 15, C 1.60.51.11 5-5.7 } G1.- JC(nz55.7 ALLUWAvi LE H Zb .&.)1_T' 5) J.., L.t RHEA 1 METAL S1 DE PLATS Co /0 - /Jc,T71 L Lid& Z 1 -AcTKi_6“) MufultGZ 7" L.1=T}i ...,,..r+w.n✓wuwr..•nx v.w..am vuu+•k m'.Maao. •..t w'fautn..i...4,.. erOntinoNtt, ': VT.4171_ S`.”0001 r. LOADS LI 32 Fv _ 26..11 Fv = 15. ea, 2z. 37.2 -� 18.9 ►< = 16,90° I ' = Z°V = 32501# , 18 ?OD q .57 1301. -T5 - 1�- C5 ) I x Y -MI •1 Zu V.,vc.r - f;M 51 T =►'!oGp'- P= e.05; Q = II S. V`jx II k = 9,7/4 0 # 8.v 561 7 .7 + I leo -1;53 ,7 l.. @. I i, - ' ?�`✓LS my, - 22.&.1 q = I 25e) -#/ @ 13 = 1(040.5 z "cb = 970 * @ 1 33 = 12 ?0 • e -Take 0= 53,7 T PG? P- Pir - Fy P.5 f6 +QL'O 5' : = -1- =fH • r r L L L L i i i ATR Engineering Inc. Consulting Engineer 9929 SW 206th Ct. Vashon, WA 98070 phone: (206) 463 -5735 TLUV Co f= 9 7 1 10 14 6/72-16 _ L.9 5n-(_, 3' >Z5 8 x 8y Thou ECvU X 71� FILLET = Z,'' e /Iry 71 1 _ y . I N 9 G 2.31 /,,•-' Av,A - - L A L �c w. «,.,...wu ,. ..w „nmram. ,...+wu.vtvl'•+e'nn..x.•: wear.+ tM. w. wr,. u,. w. e++." �rnn.. e; A. r.! txprn6on. mMev�vL +e . ce0 7q . 8K ly z / 5'EEL ?LATE PROJECT 5 L C4 L. - t3y 7 //e) � x 7�6: tY J ( witto nsSUrwe x x /07/A/ 3 / /c. fr A-4 tr 11-10-u eOcr. rItyrittel r t ttP•Nct. 3 %2 II 9/f 3 /., %.. Date 7 -5 ?V Sheet No. L %o 7Ito . "MIN I r t 1 T 9,7L/c F i L i ATR Engineering Inc. Consulting Engineer 9929 SW 206th Ct. Vashon, WA 98070 phone: (206) 463 -5735 C .GEn -l-c. PROJECT I g6e-avi - 3xL r 5 St-�ti� t - LAG ¶3OL7 - I #{&-11( 3")) x y. 5,25'0 Sx )5 f it '3T L PLA1E E 5 /16 CPC�X w� F ILLS 2 .� 0 i i S U. 1 299 3 3 „ 7, 0 v 5,- I I x 8 5-r&-EL 572A -P 4 • &x.- OPT/LW T 5 + 7, ` ico t 55.7 es) ' 4i x 7 I;A& f06-1 al) RA43 x 7" LAG 130zr 15,754 :. 8 „ X I5 ' STEEL ?(.ATE LoF weLP AVAIL LE Q,.' > 4. I " S A LE 12 "= =- 6, • � k = zog50 95 = 2 ,7 3" •-E F CC \JJ Sheet No. Date 7 -' -99 1,":5A 4/L - nick) ur LA& eocr 5:6 Li F. x STEEL PLAT akrameatinsotrolvomteActo • ornsixemtenoovemlffe ATR Engineering Inc. Consulting Engineer 9929 SW 206th Ct. Vashon, WA 98070 phone: (206) 463-5735 PROJECT 1 —S*4-tt -Ct,nag ■ Sheet No. LI 4 12.- Date 7 5-- 51COL ' AP g/ 6 — Ow"— iZ,75 x STE RAT51_ L of LuE1.1 AvA I LAIS LE - . , ATR Engineering Inc. Consulting Engineer 9929 SW 206th Ct, Vashon, WA 98070 phone: (206) 463 -5735 1 PROJECT Sheet No. L /3. Center � Tr),0,07-A — a KJY I I heQ,VU"l 9, Date 7 TWO BA Ls 4 -C_;1+ UPLIFT' 2y 1� = Lid x - rtv= yo e 15 F = 21-1.060 2yI< 2 1K SZoDF p = 36 Tz.0--.Aide 1595F = 2 -1,00o #' 1Z = ,UK ✓ s = -3> L if 8.03K Z. ?_) CHEC Q A� LNG i - mQ5100 5 v L- 2._ Z= z l 1 4y) 3 19 e 1 i T =0.061 C 7 10 4 xo .c�� 3� C-r= I.77 x 10 oc- Abt l.. I.77x Io1° oc. &Di L = Z,2.5 (1./,_)/ ` L 1 77 Se p /5 7/6 I A5uM E rct - '1 X 9 _ >lo,Nz 11 - fb —0 i L --4 -�r T -s R =I - 7501 1 orb = ePV1 F b= 175o P L AV-17 �l x -Xg S Ap @ 4- 90 41 1eF cu= I . LoPLF nYF V Z - T T E - k m o m TIE d 6 . , o'- Left 0 8 = L4 ' ) 'Neer n i . L. r,1 1"CtiE e I I t 1 ta. i ))•-) M E`r A L Sr1) 0 Cp 'o c, Jan 18 00 05:07p . - b King 01/18/00 TUE 14:29 FAX 4 '01 8050 GeoellEngineers MEMORANDUM GEO. ENGINEERS TO: Rob King, MBK Northwest, Fax No. 425- 778 -3921 FROM: Debra C. Overbay, GeoEngineers cac170, C DATE: January 12, 2000 FILE: 12844001 .O1 • SUB : Parkway Supercenter — Best Buy Surcharge Removal This memorandum confirms our discussion that the surcharge can be removed from the Best Buy building expansion area. We understand that the first readings were taken after the flu was in place. It is our opinion that the settlement data indicates that the surcharge has induced at least 90 percent of the anticipated settlement which would otherwise occur from the 125psf design floor load. We trust this memorandum meets your immediate needs. Please call if you have any questions or comments. l';,e5 -78 -3921 EXPIRES 7/23/01 Redmond 1 Ms. Joanna Spencer City of Tuaila, Pudic Works 6300 Southoenter Blvd. Tukwila, WA. 88188 Dear Joanna: >illrdJeet Pone E 012602113, bray all dereelrgs nrseerlall The attached Memorandrxn from Geo Enpineees Oebra Overbay, should suffice as approval for removal ci the surcharge material placed on our property to preload the Best Buy pad where extending beyond the current bulring line. Please adjust your records accordingly, and place a copy of this memo where an involved parties to the permit, will have access, CC: MBK Northwest, Mason Frank, Dave Moore Mitchell Contractors Inc., Ron Mitchell ecember 16, 1999 Rob King 20503 — 88th West Edmonds, WA 98026 RE: Letter of Incomplete Application #1 =Revision #2 Development Permit Application Number D99 -0293 Parkway Supercenter - Best Buy 17380 Southcenter Py Dear Mr. King: c City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director This letter is to inform you that your revision #2 to your permit application received at the City of Tukwila Permit Center on December 10, 1999 is determined to be incomplete. Before your permit application can begin the plan review process the following items need to be addressed. Building Division: Ken Nelson, Plans Examiner, at (206)431 -3677, if you have any questions regarding the following: 1. Separate permit is required for this scope of work. This is a tenant improvement to Comp USA tenant space. Complete enclosed application and submit the necessary drawings /specifications. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your revision does not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. In order to better expedite your resubmittal a `Revision Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206)431 -3672. Si erely, ren ' a ' olt Permit Coordinator encl File: Permit File No. D99 -0293 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 • - -., 1?EC -14 -1999 11:30 Registration ATR ENGINEERING, INC. GENERAL FIRM INFORMATION ATR &rginr:ering Inc. is a small consulting engineering business located on Vashnn island, Washington. ATR Engineer* Inc. specializes in providing structural engineering and project management services for both public and private clients. Mr. Arthur Rack, president of ATR 'Engineering Inc. has over 20 years of experience in the design and detailing of low, medium, and high-rise buildings, industrial buildings and bridges. Our philosophy is to provide the alien with a quality, trouble free design based on a clear understanding of the client's needs. We approach each job a,s a problem- solving opportunity and try to match your requirements with the bust appropriate engineering solution. We are always 100% committed to assist the client through all phases of the project. A7R Engineering Inc. is capable of providing professional services in the areas of. • Project Management • Structural Engineering • Construction Support • Structural Drafting and Detailing / AUTOCADD Rc Generic CADD • Structural inspection • Report and Feasibility Studies • Cost Estimating A Engineering Inc. has design experience in a wide variety of engineering projects with most materials and construction types including; • Structural Steel • Reinforced Concrete • Pre- stressed Concrete • Masonry • Heavy Timber / Wood Framing • Light Gauge Medal Framing A 7R Engineering Inc. has experience working with a broad range of design and construction professionals including: • Private Developers • Architects / Engineers • ' All Levels of Government • Contractors • Detailers / Fabricators /Suppliers State of Washington Professional Engineer A.E. Nwnber 0028738 State of Washington Bridge Inspector Number B1168 TOM) Professional Member Number 45928.5 ATR Engineering Inc. is a Hilly insured, registered Corporation in the State of Washington. Poet-it' Fax Note 7611 F'. 01 DEC -14 -1999 11:30 ARTHUR T RACAL, P.E. TECHNICAL SPECIALTY: Structural Engineering ACADEMIC BACKGROUND: • California Polytechnic State University, San Luis Obispo CA, Awarded BSAE Degree in Stnic rural Engineering • California State University, San Francisc.7 1972 -1975, (Deans List), Completed course for BA in Philosophy • American River College, Calif, 1970 -1972, (Darns List), Awarded AA Degree MILITARY EXPERIENCE: • United States Army; Enlisted 1967, Honorably Discharged in 1970 • Awards: National Defense Service Medal Vietnam Service Medal Vietnam Campaign Medal Good Conduct Medal Bronze Star PROFESSIONAL 1994 to Present 1990 to 1994 1984 to 1990 1978 to 1984 ATR ENolyd wuG, INC. EMPLOYMENT HISTORY: Owner ATR Engineering Inc., Vachon WA KPFF Consulting Engineers, Seattle WA (Kelly, Pittelko, Fritz and Forssen) PlrojeerManggerr, Struc u td Design Group, Sr' Bye Engineer ABK7 Consulting Engineers, Seattle WA (Anderson, Bjomsud, Kane and Jacobs) P eject Manager, Structural Design Group, Bridge Engineer, Sr. Structural Engineer SWRB Consulting Engineers, Seattle WA (Skilling, Ward, Rodgers, J3arkshire) Pruje x Engineer, Design Engineer, Structural Design Group PROFESSIONAL REGISTRATION: • State of Washington Professional Fan ineei P.E. Nurruer 0028738 • State of Washington, Certified Bridge lnspeelor Number 131168 • Qualified under CFR23 Section 650,307 as a National Bridge tnspector. • Registered (King Count / City of Seattle) under MC-2U for Past earthquake Safety Evaluation of Buildings PROFESSIONAL MEMBERSHIPS • ICBO Professional Member Number 45928.5 • American Socic#y of Civil Engineers (ASCE ) • American institute of StseI Construction (AISC) P.02 ASR ENOI EERR1O, INC. REFERENCES : PUBLIC .AND PRIVATE CLIENTS antOTEcTS I have worked closely with these lor:vl architects on various building projects since 1994. They can attest to my ability to prone structural engineering services for building projects. • Mi. Keith Putnam MA / Putnam Arehtoots / (206) 463 -6933 • Mr. Craig Hanson AlA I Craig Hanson Architects I (206) 567 -4334 • Mr. Jon Thomas ATA / Jon Thomas Architects / (206) 567 -5196 YL1Btj tjF FIC�AL� The f rllawing individuals we hearts of public agencies for whom I have provided pmfe . ianal services related to structural inspection, rehabilitation and engineering. • Mr. David Herring 1 City of Concrete / Department of Public Works 1 (360) 853 -8550 • Mr. Sohn J. Maddock PE. / City ofBur9enr' Facilities and Services Supervisor 1(206)248- 5527 Co1�fSl1i • Mr. Bill Critz P.E. / Skamania County / County Engineer / (509) 427 -9448 ,Schosyjpais • Mr. Monte Bridges / Superintendent / Vashon Island Public Schools / (206) 463.2121 GENERAL ,e QF TONAL REFERENCES The following individuals are general references who can attcQt to my knowledge and proficiency as It relines so structural engineering and to my general professional cvrtict. Most of these individuals haw worked with me professionally for the past 18 years • Mr. Leland Miesbauer P.E. / Civil Tech, Inc. (425) 453 -6488 • Mr. Me Bright P.E, l BEL, Inc. / (206) 625 -3777 • Mr. Allen L. de Steiguer P.E. l Woodward -Clyde Consultants / (206) 343 -7933 • Mr. Arthur Borst P.E. / Parsons Bitnkerhoff Quade and Douglas / (2 06) 382 -5217 • Mr. Dennis Bauerwald P.E. / ABKJ Consulting Engineers ! (206) 340 -2255 • Mr. Steve Kisinski P.E. / Ellisport Engineering Inc. / (206) 463-5311 • Ms. Marjorie Lund P.E. / Lund and Everton, LLC l (206) 567.5721 at= BUILDING LVSPECTION AND RESTORATION EXPERIENCE Insvections: Baildirw Structures Schools • McMurray Middle School Remodel,, Vashon WA • Vashon High School Remodel, Vashon WA • Vashon Elementary Options Study, Vashon WA • Vashon Outside Crymnasium, Vashon WA Public • Vashon Fire District No. 13, Vashon WA • Baker River Bridge, for the City of Concrete, Concrete WA • Blue Heron Performing Center for the Arts, Vashon WA • Vashon Yacht Club, Vashon WA • Burton Marina Restorationz, Burton WA • Boeing Museum of Flight, Seattle WA • Kiana Lodge / Poulsbo, WA • West Mark Motels / Sitka, Juneau, Skagway AK historical Remora ffins • Blue Heron Performing Center for the Arts Renovation, Vashon WA • MARTESIRA Renovation Project 1 Brischle residence, Vashon WA • Fern Cove Carriage House, Vashon WA TOTAL P.04 :I`. „i " rr , �;..a,: TO: FROM: DATE: JJS /jjs cc: Applicant Development File PW Utilities Inspector City of Tukwila Department of Public Works James E Morrow, P.E., Director Brenda Holt, Permit Coordinator Joanna J. Spencer, Public Works Development Engineer November 29, 1999 SUBJECT: Best Buy/Parkway Supercenter Revision No. 1 Permit Number: D99 -0293 Review Approval The above revision received on Nov 15, 1999 covers relocation of an existing post indicator valve to accommodate installation of a trash compactor east of existing loading dock. This revision has been approved on Nov 29, 1999 and approval has been entered into Sierra Permit System. John W. Rants, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433 -0179 • Fax: (206) 431 -3665 TO: FROM: Department of Public Works NOTIFICATION OF UTILITY PERMIT ACTION Permit Center Public Works Engineering DATE: October 26, 1999 Cy City of Tukwila SUBJECT: PARKWAY SUPERCENTER —BEST BUY Preload and Relocation of Utilities 17380 Southcenter Pkwy Project Number: PRE99 -030 Permit Number: D99 -0293 Contact Person: Rob King Phone: (425) 778 -1921 THE FOLLOWING PUBLIC WORKS PERMITS HAVE BEEN APPROVED FOR ISSUANCE IN ACCORDANCE WITH THE PLANS APPROVED ON October 26, 1999: Two copies of the confirmed Utility Permit Application and plans are attached for inclusion in the permit file. JJS /jjs Fire Loop /.Hydrant Land Altering Sanitary Side Sewer Sewer Main Extension (Private) Storm Drainage Total: CF: Development File (with copy of application and plans) PW Utilities Inspector (with copy of application and plans) Finance Dept. (with copy of application ) PERMIT FEE $ 25.00 301.75 20.00 25.00 25.00 $396.75 John W Rants, Mayor James F Morrow, P.E., Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433-0179 • Fax: (206) 431-3665 Pages Date Description 1 2 10/22/99 9/7/99 Fax Transmittal Letter regarding Best Buy expansion and Surcharge 10/22/99 FRI 12:48 FAX 425 861 6050 Geo. Engineers FAX TRANSMITTAL To: City of Tukwila RECEIVED OCT 2 21999 Fax Number; 206 -431 -3665 PUBLIC WORKS Attention: Jim Morrow Regarding: Parkway Supercenter - Best Buy Total Pages: Comments: This letter is sent at the request of Rob King of MBK Northwest regarding the proposed Best Buy at the Parkway Supercenter site, Please call if you have any questions. cc; Rob King, MBK Northwest Fax No. 425-778-1921 GEO ENGINEERS Signed: 8410 - 154th Avenue NE Redmond, Washington 98052 Telephone: (425) 861 -6000 Fax: (425) 861 -6050 Date: 10/22/99 File: 1284 -028-01 D94 -293 Debra Overbay doverbay @geoengineers.com R001 10/22/99 FRI 12:48 FAX 425 861 6050 GEO ENGINEERS .r ( / II1 Geo Engineers MBK Northwest 4949 SW Meadows Road, Suite 675 Lake Oswego, Oregon 97062 Attention: David Moore September 7, 1999 Consulting Engineers and Geoscientists Offices in Washington. Oregon. and Alaska This letter is to confirm our telephone conversation of today regarding the applicability of our Report of Geotechnical Engineering Services for the Parkway Supercenter dated February 23, 1998 to the proposed location of the new Best Buy retail store. We understand that the new construction will entail expanding the building area to the east of the existing building (which will be demolished) to allow for an increase in building area of about 9,000 square feet. This extension will cover an area that has not previously been surcharged. The Best Buy building site is located in the portion of the site designated as Area "A" in our report. Surcharge requirements for this area are presented in our report on the bottom part of page 7. The thiclmess of surcharge fill recommended is based on the design floor loads to be imposed in the area. If design floor loads are on the order of 250 to 300 pounds per square foot (psf), a 6 -foot high surcharge is recommended. If the floor loads are to be on the order of 125 psf, a 5 -foot surcharge is acceptable. Recommendations for placement of the surcharge adjacent to existing buildings are presented on page 8. We note, from a site plan prepared by Barghausen Consulting Engineers, that a loading dock will be constructed along a portion of the east wall. The full height of surcharge fill should be placed across and for a distance of 5 feet beyond the limits of this dock if space permits. All other aspects of the recommendations for building support and estimates of settlement behavior for construction in Area "A" are expected to be applicable to the Best Buy project. GeoEngineers. Inc. 6410 154th Avenue N.E. Redmond. WA 98052 Telephone (425) 861.6000 Fax (425) 861.66050 www.geoengineers.com 6. 10/22/99 FRI 12: 48 FAX 425 881 6050 GEO ENGINEERS MBK Northwest September 7, 1999 " Page 2 . P:101lfinals1128402101_11r1.doc We trust this information fulfills your immediate needs. If you have any questions, pleaie call either Jack Tuttle or Deb Overbay 425/861-6000. Yours very truly, GeoEngineers, Inc. OcoEnsincers Jack K. Tuttle, P.E. Principal File No. 7374401-01-1130 Oat -. 20 99 04: 14p Mr. Jim Mantel Ms. Nora Girtoff City Of Tukwila - Community Development 6300 Southcenter Blvd. Tukwila, WA. 98188 FAXED 10.2069 to 206 - 431.3085 Dear Jim and Nora: WOGS Permit application Number OM06B0, 0atnorlion and Ind** ali■ra/lon, klnoiluti g plropo ado i of bodkins pod, dun only moves, upgrades of demising wallop and preload =Wm. for tom* bsbroon Arid iMS 10 and 10 (*plans submitted &1&S Mtooal of Paddne lot bmnpuraniants from iris permit This letter will formally remove any newpaddng lot work from the above permit application. The parking expansion, as deaigned by Barghausen Engineering, is to be reviewed and approved under a separate permit. ASK Northwest understands that the City is still studying that application, and wishes to giant our alteration permit separate from the paridrg works. • Rob King, Agent for MBK Northwest CC: MBK Northwest, Mason Frank, Dave Moore R.0 Comkuolfan &Mar{smant 20603 6003 Av. W. !Amanda, WA. soon um (05) 775 1021 October 23, 19119 • { Oct.'' 20 99 04:14p R.h King Attention: Mr Jim Morrow Company: City of Tukwila Number of Pages: Fax Number: 206 - 431 -3665 Voice Number: 206- 433 -0179 From: Company: Rob King R. C. Construction & Management Fax Number: 425 - 778 -3921 Voice Number: 425- 778 -1921 Subject: Comments: Permit application # D99 -0293 425 -778 -3921 ?s Date: 10/20/99 2 Letter to City of Tukwila, removing the parking lot work from the above permit #. p.1 Mr. Jim Morrow Director of Public Works City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 RE: Minkler Retail Facility Parkway Supercenter /Best Buy 17380 Southcenter Parkway, Tukwila, Washington Our Job No. 7230 Dear Mr. Morrow: General Comments September 27, 1999 c CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES CORRECTION LT R# 0 tY19O After review of your revision letter dated September 22, 1999, for the civil design plans (Sheet C 1 through Sheet C3 of 3), all comments have been reviewed and revised on the civil engineering plans. The following comments reference your revision letter concerns. 1. The plans and documentation accompanying the permit application E99 -0026 and D99 -0293 are deemed incomplete and unsatisfactory. Response: The plans and documentation accompanying the permit application E99 -0026 and D99 -0293 have been revised according to your comments dated September 22, 1999. 2. The SEPA submittal (E99 -0026) and the Land Altering /Utilities submittal (D99 -0293) are not coordinated and supportive of each other. The Land Altering plans do not include the proposed development of the additional parking area to the northeast - along Minkler Avenue. Additionally, the SEPA submittal mentions that 3,500 cubic yards of fill material will be removed from the site south of 180th Avenue, temporarily stockpiled on a vacant piece of property behind the existing Ethan Allen building, and then used as pre - loading material for the proposed new Best Buy building. Yet there are no temporary erosion control plans for the Ethan Allen stockpiling site included with the Land Altering package. Response: Within the revised civil set we have provided a design for the proposed development of the additional parking area to the northeast along Minkler Avenue. Also, within the set we have provided for a temporary erosion and storm and sedimentation control plan for the site south of 180th Avenue, which will be used to temporarily stockpile the pre - loaded material for the proposed new Best Buy building. 3. The proposed project is complex enough to warrant separate plans for each please of the work. Too much work is being shown on a single plan sheet. Therefore the following set of plans should be submitted: 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251 -6222 (425) 251 -8782 FAX www,barghausen.com Mr. Jim Morrow Director of Public Works City of Tukwila -2- C. Temporary Erosion Control Plan to include: • Pre -load for Best Buy • Drainage and collection systems (Ethan Allen site too) September 27, 1999 A. Project Information /Cover Sheet /Parcel Plan that will show: • Vicinity map with scale and north arrow. • Area of site shown. • Impervious area listed as a percentage of gross area. • Existing property lines and dimensions. • Project name, Table of Contents, Phone Number of "One Call" utility locator, City's Public Works Department pre - construction /inspection notification phone number, name and number of surveyor, name and number of engineer, name and number of owner /agent. • Legal description; etc. Response: Within the revised civil set we have included a cover sheet. This cover sheet includes the area of sites listing property lines and dimensions, right -of -way lines, and other information pursuant to your comments. B. Site Plan to include: • All natural and proposed drainage collection and conveyance systems with catch basins numbered. • Property area development. • Right -of -Way layout • Street names • Indicate units of measurement for all slopes as either % or ft /ft. • The City's standard General and Drainage notes that apply to the plan shall be provided on the sheet. • Cut and fill quantities of proposed site work. Response: We have revised the site plan within the civil set to include additional information according to your comments. Response: We revised the temporary erosion control plan for the Best Buy site to include drainage collection systems for the pre -load area. With the civil sets we have included a temporary erosion and sedimentation control plan for the Ethan Allen site. (See Sheet C6). • Mr. Jim Morrow Director of Public Works City of Tukwila D. Grading and Paving Plan E. Drainage /Sewer/Water Plan -3- Response: We have included two copies of the geotechnical report within this submittal. 2. What is the Vertical Datum - should be either KCAS or NGVD -29. September 27, 1999 Response: We have revised the storm and grading plan within the civil set. (See Sheet C2 of 6). Response: We have revised the sewer and water main modification plan within the civil set. (See Sheet C4 of 6). 4. A geotechnical report that addresses: • Scope of work; site conditions; structural f ll; retaining walls; foundation support; foundation settlement; slab -on -grade support; pavement design considerations; and drainage considerations. 5. A drainage control report is needed that addresses drainage for the new building and the new parking area. Response: We have included four copies of the drainage report within this submittal. Pre -Load Plan, Sheet 1 of 3 1. A note on the plan refers the contractor (Which contractor ?) to the geotechnical engineering report prepared by Geotechnical Engineering Services. why is this note on the plan? Why is the contractor being asked to refer to the geotechnical report? What's the specific concern or issue? Response: A note on Sheet C3 of 6 has been provided with the name and date of the geotechnical report that has been done for this project. The note is meant to be used as a reference tool for the contractor. Response: The vertical datum for the project is NGVD -29 and has been denoted on Sheet C 1 of 6. 3. The proposed building footprint appears to be larger than the area being pre - loaded. The pre -load area should exceed the building footprint by 5 feet. Important: See next comment. Response: We have revised the pre -load plan to accommodate the building footprint. 4. A note on the plan states that the new utilities are to be installed before the pre -load pad is constructed. It appears that if the pre -load pad is increased in size to exceed the footprint of the Mr. Jim Morrow Director of Public Works City of Tukwila Utility Relocation Plan, Sheet 2 of 3 -4- September 27, 1999 building that there is a chance that the pre -load pad will also cover the new utility lines. If this is the case, there is a possibility that the new utility lines may incur damage due to settlement. Response: We have revised the sewer and water and utility relocation plan (Sheet C4 of 6), as well as the storm and grading plan (Sheet C3 of 6), in order to ensure that the possibility of damage to the utilities from the pre -load pad settlement is mitigated. S. Although there is a note that a filter fabric fence is to be installed at the toe of the pre -load pad, where will the surface water drain should it rain? The plan needs to show a collection system and drainage path as part of the temporary erosion control plan. King County Surface Design Manual calls for mulching to cover disturbed areas that will remain unworked for more than two days during the rainy season - Refer to Appendix D, pages 8 and 9 for more detail. Pre -load pad needs to be covered with mulch. Response: We have revised Sheet C2 of 6 to include a temporary collection system for the pre- load pad. Also, we have provided notes on Sheet C2 of 6 notifying the contractor to cover the pre -load pad with mulch. 1. There is a note on the plan that states the contractor must maintain fire service to adjacent buildings. How will this be accomplished? Response: We have revised Sheet C4 of 6 to show a temporary eco blocks around the fire access doors along the eastern side of the adjacent buildings so as to provide access to these buildings while the pre -load pad is in place. 2. Show a profile of the sanitary sewer lines and the water lines to ensure that there is a minimum of 18 vertical inches separating them. Response: On Sheet C4 of 6 we have provided a profile of the proposed sanitary sewer line and proposed water lines to ensure 18 inches of vertical clearance at all crossings. Also, within the plan we have provided for a 10 -foot minimum horizontal clearance between proposed water and sewer.. 3. There are three sanitary sewer manholes that need to be brought up to City standards. They are circled on the plan. Response: We will not be raising the rim elevation of existing sanitary sewer manholes more than 24 inches, therefore, we will not need to bring the three sanitary sewer manholes in question up to City standards. Mr. Jim Morrow Director of Public Works City of Tukwila Recommendations n-.+..« �.... � .... «- ,..r+r.....w�..«n>t /tti�•. 14'�tm4CYa:..'a*+4' NrUFMw*viir+.btt.W.w...e -5- Y2!:W�'.[WnRMl fa'.rY. ^. ^Pt..tif:'[.�Fet�rtrm.uw�+wwww.. 10, September 27, 1999 4. There is a water line in the north section of the project area with a valve between the existing building and the water main. Are the valve and the entire line to be removed? On this same line where it currently connects to the water main, a new valve and thrust block are to be installed. Response: The existing water main paralleling the building will be removed up to the existing water valve. The water valve will then be capped using a blind flange and thrust blocking. 5. Two valves are to be installed on the new water lines that enter the new building. Response: We have revised Sheet C4 of 6 to show a new gate valve on the new 6 -inch fire line entering the new building. 6. Catch basins need to be numbered sequentially. Response: We have revised the grading and storm drainage plan to show the catch basins numbered sequentially. Z A Type II catch basin is needed in lieu of the Specified Type I at approximately the midpoint of the building. It is circled on the plan. Response: We have revised the grading and storm drainage plan to show Type II catch basins where needed. 8. Show sanitary sewer line slopes. Response: The sanitary sewer and water modification plan has been revised to show sanitary sewer line slopes. TESC and Construction Notes and Details. Sheet 3 of 3 1. A detail for a Catch Basin Insert is shown, but on the previous sheets there is no indication as to where this detail applies. Indicate on the new temporary erosion control plan those catch basins that are to be protected with the insert. Response: The detail Sheet has been revised to show revised silt protection for existing and proposed catch basins. Also, the test plan has been revised to indicate, which catch basins existing and proposed, are to be protected from siltation during construction. 1. SEPA - Since the SEPA checklist mentions moving 3,5W cubic yards of earth from Parcel C to the Ethan Allen site (temporary storage) and then to the Best Buy site for the pre -load pad, the Applicant needs to submit a Temporary Erosion Control Plan (Plan Sheet) for the Ethan Allen site. Mr. Jim Morrow Director of Public Works City of Tukwila Further, the Temporary Erosion Control Plan for the Bet Buy site is considered inadequate - see above comments. These two plans are needed before a SEPA recommendation can be made. Response: The pre -load plan for the Best Buy site has been revised according to your comments dated September 22, 1999. Also, we have included within the submittal a temporary erosion and sedimentation control plan for the Ethan Allen site. 2. Land Altering - Permit D99 -0293 is denied pending submittal of the corrections. Four sets of the revised civil engineering plans, four copies of the drainage control plan, two copies of the geotechnical report, one set of redlines, and one revision submittal are enclosed for your review. If you have any questions regarding these comments, please feel free to contact me at this office. Sincerely, Ben H. Eldridge Design Engineer II BHE /mm 72300.001 enc: As Noted cc: Rob King, RC Construction and Management Inc. Brenda Holtz, Permit Coordinator, City of Tukwila Daniel K. Balmelli, Barghausen Consulting Engineers, Inc. September 27, 1999 September 22, 1999 Rob King 20503 88th. West Edmonds, WA 98168 .-Dear Mr, King: City of Tukwila Department of Community Development Steve Lancaster, Director RE: CORRECTION LETTER #1 Development Permit Application Number D99 -0293 Parkway Supercenter/Best Buy 17380 Southcenter Parkway This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Public Works Division. At this time, the Building Division, Fire Department and Planning Department have no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your revision does not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206)431 -3672. Sincerely, �!� Q]� eylpind/6U � � ' Q t / Brenda Holt Permit Coordinator encl xc: File No. D99 -0293 John W. Rants, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 FILE: APPLICANT: ADDRESS: DATE: PLAN REVIEWER: General Comments SEPA REVIEW COMMENTS LAND ALTERING COMMENTS PUBLIC WORKS DEPARTMENT E99 -0026 D99 -0293 MBK Northwest Parkway Supercenter/Best Buy 17380 Southcenter Parkway September 3, 1999 Jim Morrow: Telephone (206) 433 -0179 The Public Works Department has completed its review of the SEPA Checklist and the site /civil plans. The Applicant needs to make the necessary corrections, resubmit a new set of plans, and return the "redlines." Based upon this review, the following comments are provided. 1. The plans and documentation accompanying the permit application E99 -0026 and D99 -0293 are deemed incomplete and unsatisfactory. 2. The SEPA submittal (E99 -0026) and the Land Altering/Utilities submittal (D99- 0293) are not coordinated and supportive of each other. The Land Altering plans do not include the proposed development of the additional parking area to the northeast - along Minkler Avenue. Additionally, the SEPA submittal mentions that 3,500 cubic yards of fill material will be removed from the site south of 180 Avenue, temporarily stockpiled on a vacant piece of property behind the existing Ethan Allen building, and then used as pre - loading material for the proposed new Best Buy building. Yet there are no temporary erosion control plans for the Ethan Allen stockpiling site included with the Land Altering package. 3. The proposed project is complex enough to warrant separate plans for each phase of the work. Too much work is being shown on a single plan sheet. Therefore the following set of plans should be submitted: A. Project Information/Cover Sheet/Parcel Plan that will show: • Vicinity map with scale and north arrow. • Area of site shown, D. Grading and Paving Plan E. Drainage /Sewer /Water Plan Pre - Load Plan, Sheet 1 of 3 • Impervious area listed as a percentage of gross area. • Existing property lines and dimensions. • Existing and/or proposed easements and right -of -way lines. • Project name, Table of Contents, Phone Number of "One Call" utility locator, City's Public Works Department pre - construction/inspection notification phone number, name and number of surveyor, name and number of engineer, name and number of owner /agent. • Legal description; etc. Site Plan to include: • All natural and proposed drainage collection and conveyance systems with catch basins numbered. • Property area development. • Right -of -Way layout. • Street names • Indicate units of measurement for all slopes as either % or ft/ft. • The City's standard General and Drainage notes that apply to the plan shall be provided on the sheet. • Cut and fill quantities of proposed site work: i C. Temporary Erosion Control Plan to include: • Pre -load for Best Buy. • Drainage and collection systems (Ethan Allen site too) 4. A geotechnical report that addresses: • Scope of work; site conditions; structural fill; retaining walls; foundation support; foundation settlement; slab -on -grade support; pavement design considerations; and drainage considerations. 5. A drainage control report is needed that addresses drainage for the new building and the new parking area. 1. A note on the plan refers the contractor (Which contractor ?) to the geotechnical engineering report prepared by Geotechnical Engineering Services. Why is this note on the plan? Why is the contractor being asked to refer to the geotechnical report? What's the specific concern or issue? Utility Relocation Plan, Sheet 2 of 3 2. What is the Vertical Datum — should be either KCAS or NGVD -29. ` — 3. The proposed building footprint appears to be larger than the area being pre - loaded. The pre -load area should exceed the building footprint by 5 feet. Important: See next comment. 4. A note on the plan states that the new utilities are to be installed before the pre- load pad is constructed. It appears that if the pre -load pad is increased in size to exceed the footprint of the building that there is a chance that the pre -load pad will also cover the new utility lines. If this is the case, there is a op ssibility that the new utility lines may incur damage due to settlement. `� 5. Although there is a note that a filter fabric fence is to be installed at the toe of the pre -load pad, where will the surface water drain should it rain? The plan needs to show a collection system and drainage path as part of the temporary erosion control plan. King County Surface Design Manual calls for mulching to cover disturbed areas that will remain unworked for more than two days during the rainy season - Refer to Appendix D, pages 8 and 9 for more detail. Pre -load pad needs to be covered with mulch. 1. There is a note on the plan that states the contractor must maintain fire service to adjacent buildings. How will this be accomplished? 2. Show a profile of the sanitary sewer lines and the water lines to ensure that there is a minimum of 18 vertical inches separating them. 3. There are three sanitary sewer manholes that need to be brought up to City standards. They are circled on the plan. 4. There is a water line in the north section of the project area with a valve between the existing building and the water main. Are the valve and the entire line to be removed? On this same line where it currently connects to the water main, a new valve and thrust block are to be installed. 5. Two valves are to be installed on the new water lines that enter the new building. 6. Catch basins need to be numbered sequentially. 7. A Type II catch basin is needed in lieu of the specified Type I at approximately the midpoint of the building. It is circled on the plan. r 8. Show sanitary sewer line slopes. .._- -- Recommendations TESC and Construction Notes and Details, Sheet 3 of 3 1. A detail for a Catch Basin Insert is shown, but on the previous sheets there is no indication as to where this detail applies. Indicate on the new temporary erosion control plan those catch basins that are to be protected with the insert. SEPA - Since the SEPA Checklist mentions moving 3,500 cubic yards of earth from Parcel C to the Ethan Allen site (temporary storage) and then to the Best Buy site for the pre-load pad, the Applicant needs to submit a Temporary Erosion Control Plan (Plan Sheet) for the Ethan Allen site. Further, the Temporary Erosion Control Plan for the Best Buy site is considered inadequate — see above comments. These two plans are needed before a SEPA recommendation can be made. Land Altering — Permit D99-0293 is denied pending submittal of the corrections. ' , „ ACTIVITY NUMBER: D99 - 0293 DATE: 12 -10 -99 PROJECT NAME: PARKWAY SUPERCENTER -BEST BUY Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # _ XX Revision # 2 After Permit Is Issued DEPARTMENTS: Building Division Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete n Comments: r Please Route n n REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved \PRROUTE.DOC 5/99 PLAN REVIEW /ROUTING SLIP Fire Prevention Structural Incomplete Jer Structural Review Required I Planning Division Permit Coordinator u DUE DATE: 12 -14 -99 Not Applicable TUES /THURS ROUTING: tA,Se_ Ce-xm LAS 4 Gl ddress r n No further Review Required n DATE: \ Z, t`l DUE DATE 1-11 -2000 Approved with Conditions Not Approved (attach comments) REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE Approved n Approved with Conditions Not Approved (attach comments) REVIEWER'S INITIALS: DATE: "rr ,,d VV VVV✓„ f3vetA40- � P 1 u t . w,,,� (ge- r✓cmt:e �: o� ' D99 -0293 DATE: 11 -12 -99 Uua IJ Q. Fi,e toop / M arf Submittal XX Response to. Incomplete Letter # I onse to Correction Letter # , Revision # _ After Permit Is Issued DEPARTMENTS: Building Division Public Works TUES /THURS ROUTING: Please Route n V REVIEWER'S INITIALS: Approved 3I REVIEWER'S INITIALS: \PRROUTLDOC 5/99 ;EVIEW /ROUTING SLIP :::,PARKWAY SUPERCENTER Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete n Incomplete n Comments: Structural Review Required n n REVIEWER'S INITIALS: S Planning Division Permit Coordinator DUE DATE: 11-16-99 Not Applicable n C No further Review Required DATE: I' DATE: 1 -2 I- qt? CORRECTION DETERMINATION: DUE DATE Approved n Approved with Conditions pi Not Approved (attach comments) n n APPROVALS OR CORRECTIONS: (ten days) DUE DATE 12 -14 -99 Approved with Conditions n Not Approved (attach comments) n mf1'I t) 1 999 l,`)'/ I ? 1C199 TUKWILA TUKWIL..A PUBLIC WORKS . Pt )131.1C WORKS DEPARTMENTS: Building Division Public Works Complete Comments: REVIEWER'S INITIALS: PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D99 DATE: 11 -12 -99 PROJECT NAMF ';RKWAY SUPERCENTER Original Plar ,mittal XX Response to Incomplete Letter # 1 Response:to Correction Letter # _ Revision # _ After Permit Is Issued n Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 11-16-99 TUES /THURS ROUTING: Please Route Structural Review Required APPROVALS OR CORRECTIONS: (ten days) REVIEWER'S INITIALS: / j/Lt.. C3-/ Fire Prevention n Approved 3I Approved with Conditions n Not Approved (attach comments) ri CORRECTION DETERMINATION: DUE DATE Approved _ Approved with Conditions n REVIEWER'S INITIALS: U'RROUTF.DOC 5/99 • Planning Division Permit Coordinator Incomplete n Not Applicable 7r �u'fiS•4'Y 'x tz , .�.. n n No further Review Required ri DATE: II t, DUE DATE 1 2-14-99 DATE: 11' 2 C I - T `I Not Approved (attach comments) n R'EC IV D . .ax! \I wr 1 ') 1999 NOV 1 `) 1099 TUKWILA "UICWII.A PUBLIC WORKS PI )BLIC WORKS DEPARTMENTS: Buil i�ivision I 1 19 Public Works pi AP II- VIA DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: TUES /THURS ROUTING: Please Route Approved ri \PRROUTE.DOC 5,99 Fire Prevention d ux. (( - �3 Structural Structural Review Required .. .,:�,� }'�: .... .,. � "t'.'!:'�� : 'i.':Yi, .'. r,.!, is4.. rc�t. c. Yhtyt�f` �F;' tt ;�r�Fr� *{;4k'yStia:rr.f.!y4•�s PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D99 -0293 DATE: 11 -12 -99 PROJECT NAME: PARKWAY SUPERCENTER Original; Plan Submittal XX Response to Incomplete Letter # . Response to Correction Letter # Revision # _ After Permit Is Issued Planning Division - ((1q Permit Coordinator DUE DATE: 11-16-99 Incomplete n Not Applicable No further Review Required ri REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE 12 -14 -99 Approved with Conditions ri Not Approved (attach comments) ri REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE Approved ri Approved with Conditions Not Approved (attach comments) TI ow I I REVIEWER'S INITIALS: DATE: ACTIVITY NUMBER: D99 - 0293 DATE: 9-27-99 PROJECT NAME: PARKWAY SUPERCENTER - BEST BUY Original Plan Submittal Response to Incomplete Letter # _ XX Response to Correction Letter # 1 Revision # _ After Permit Is Issued DEPARTMENTS: Building Division Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: TUES /THURS ROUTING: Please Route n n 7 REVIEWER'S INITIALS: Approved \PRROUTL.DOC 5/99 PLAN REVIEW /ROUTING SLIP Fire Prevention Structural Structural Review Required APPROVALS OR CORRECTIONS: (ten days) n n Planning Division Permit Coordinator n DUE DATE: 9-28 -99 Incomplete I1 Not Applicable ✓vno4- i-,. vt-Lr I S PA No further Review Required DATE: // Approved with Conditions Not Approved (attach comments) I I DUE DATE 10-26-99 REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE Approved Approved with Conditions El Not Approved (attach comments) REVIEWER'S INITIALS: DATE: C.013Yot. PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D99 -0293 DATE: 9 -27 -99 PROJECT NAME: PARKWAY SUPERCENTER - BEST BUY Original Plan Submittal Response to Incomplete. Letter # XX Response to Correction Letter # 1 Revision # _ After Permit. Is Issued DEPARTMENTS: n i�eng 'i Pu•lic Works ce DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Approved \PRROUI(.DOC 5/99 N Fire C4 Prev ntio tn iol . a! Structural Incomplete TUES /THURS ROUT NG: Please Route Structural Review Required APPROVALS OR CORRECTIONS: (ten days) Approved with Conditions Approved Approved with Conditions CORRECTION DETERMINATION: DUE DATE P a ping Divis'on Cgor. inator DUE DATE: 9 -28-99 Not Applicable n Comments: No further Review Required n REVIEWER'S INITIALS: DATE: DUE DATE 10-26-99 Not Approved (attach comments) REVIEWER'S INITIALS: DATE: Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: ACTIVITY NUMBER: D99 -0293 DATE: 8 -18 -99 PROJECT NAME: BEST BUY / PARKWAY SUPERCENTER XX Original Plan Submittal Response to Incomplete Letter # _ Response to Correction Letter # _ Revision # _ After Permit Is Issued DEPARTMENTS: Bui'fding Division 4iuC X 4-1' Public Works 4. 4 7 Complete Comments: \PRROUTLDOC 5/99 P Cam. PLAN REVIEW /ROUTING SL 6 Fire (dl , Prevention ICJ q Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete Planning Division Permit Coordinator DUE DATE: 8 -24 -99 Not Applicable TUES /THURS ROUTING: Please Route Structural Review Required n No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE 9-21-99 Approved Approved with Conditions Not Approved (attach comments) g RA.) ovre tam f 4( itvt.ct t °I 2z --a'l --(7_ REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE Approved n Approved with Conditions REVIEWER'S INITIALS: Not Approved (attach comments) n DATE: DEPARTMENTS: Building Division Public Works Comments: Please Route REVIEWER'S INITIALS: Approved n REVIEWER'S INITIALS: \PRROUTE.DOC 5/99 } Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ,N Incomplete Structural Review Required APPROVALS OR CORRECTIONS: (ten days) TUES /THURS ROl7TING: 0 n • PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D99 - 0293 DATE: 8 - - PROJECT NAME: BEST BUY /PARKWAY SUPERCENTER XX Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Is Issued DATE: Planning Division Permit Coordinator C DATE: DUE DATE: 8 -24 -99 Not Applicable c Do No further Review Required S(si-kci4 DUE DATE 9-21 -99 Approved with Conditions Not Approved (attach comments) g et CORRECTION DETERMINATION: DUE DATE Approved n Approved with Conditions Not Approved (attach comments) REVIEWER'S INITIALS: DATE: n 11 Date: ��- Icy -99 REVISION N0. a City of Tukwila I N. Sfl O in TL SGrL l_% c Department of Community Development Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: I - 0 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # 2- after Permit is Issued Project Name: 01 1( tairA. y CU. ( VLC4ti trt n_ Project Address: I $ I - n.tc( -✓1. Contact Person: Ro f I-S ( lL Phone Number: ' GS (0 ( Summary of Revision: 4 c 1 ( , o s-P t &G T i z i - c u -. £ 4 ei_t_ 't-e, -Lui W , - �c.L�cES ryGfv t K NILA PERM1T GEN % eF Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: I( Entered in Sierra on ra,.. I D CezG1C._ John W. Rants, Mayor 06/29/99 6300 Southcenter Boulevar4 Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax- (206) 4313665 ... «- «..a.....,rn..aft, N: Vne. rw>•, I, T4 ttrw5: �vri. t' v�MnirwlMw:... S .Y'r+rwMUrnnr�lU+YN.Mr�'uMA'W.� City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, eta Date: / /,/ VT 7 Plan Check/Permit Number: 0 Response to Incomplete Letter # 0 Response to Correction Letter # Revision # after Permit is Issued ? ? - OZ93 Project Name: ett✓L /« `/ 5tc /) ACC s Al 7s 2 Project Address: r73 h'O SG cc 7W(WTc2 P lZ /Cry¢ y Contact Person: b 6 /°C / Phone Number: {z0 6J G S o to f 5' Summary of Revision: 1100 U + 2X(S Tim& ( T I lkt tCok-TO 2 ✓kLVS., ' IA Cctv20- i.rt(i ' /oc el--TZE) At 0, d/A Cav w£r re / S4) N Laer9 -TZ v7Ll s -“Th' ir . 2 S - FEET. 0/1/1* i2 A--Lud z3 T u , -ro Ocrs -cc.Er Is. 14-5 i OP' Pc( ST /rtL fte6 boC /c Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Q1L Entered in Sierra on I I - 9 06/29/99 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 4313665 Date 0 V9f City of Tukwila Department of Community Development Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. 0 Response to Incomplete Letter # Response to Correction Letter # El • Revision # after Permit is Issued Sheet Number(s): ' Co Received at the City of Tukwila Permit Center by: ar<ntered in Sierra on 7.. 1: r', r: n4! n? Na:. �N,. i^+ itGh!;• i'. YI ",[l.!AJP.e!i•M'vJM1^1X+.mYMA*r gNrr :ez'n /�Ak{1*S. ✓aK'!p:m'1: tit<' M( tAr. IY!* IfsiaY.' U, K'sv6.4Tx'!rL'Prdvrs:':or;ror��• Plan Check/Permit Number: - D2-9 3 Project Name: 9/914K1`NWA J PFee-e- EA/7E.ICtJ,3G'6T Summary of Revision: E ✓z$ iE D c.Z'V z L-- 4"A)6-rNEE/t 2WS flrAI 724N$ Pt; 2. d ri OF- T"U K W = L A G' (OA rre "Cloud" or highlight all areas of revision including date of revision John W. Rants, Mayor Project Address: ) 7300 -SEW TWC-E tU i E It P K Yu 7 Contact Person: " /,i: Phone Number: 4'.. - 2,5/-622 Z RECEIVED CITY OF TUKWILA SEP 2 7 1999 PERMIT CENTER 06/29/99 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431 -3670 • Fax (206) 431-3665 Dear Sir: City of Tukwila Fire Department Fire Department Review Control #D99 -0293 (511) November 24, 1999 Re: Parkway Supercenter - 17380 Southcenter Parkway The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: e. John W. Rants, Mayor Thomas P. Keefe, Fire Chief 2. When subject to vehicular damage, protective guard posts or curbs are required around all gas meters, electrical transformers, sprinkler valves and hydrants. Posts and curbs are to be painted yellow. (City Ordinance #1692) (UFC 903.4.3, 1106) 3. 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 #1742) 4. All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #1742) 5. 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), Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 375-4404 • Fax (206) .57.5-4439 l City of Tukwila Fire Department Thomas P. Keefe, Fire Chief and Fire Department connection (FDC). (City Ordinance #1742) Contact The Tukwila Fire Prevention Bureau to witness all . required inspections and tests. (UFC 10.503) (City Ordinance #1742) Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval, of . such condition or violation. Yours truly, The Tukwila Fire Prevention Bureau cc: TFD file ncd Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 5754439 Fire Department Review Control #D99 -0293 (511) Re: Best Buy - 17380 Southcenter Parkway Dear Sir: August 25, 1999 The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. Maintain overhead sprinkler protecton during demolition. Thomas P. Keefe, Fire Chief 2. Maintain fire hydrant operation /coverage. 3. Obtain fire department approval prior to relocation of the fire hydrant. 4. Accumulation 'of combustible waste material is prohibited during the demolition phase of this project. Remove and properly dispose of all waste material prior to the close of the working day and as often throughout the day as needed. Every building shall be accessible to Fire Department apparatus by way of access roadways with all- weather driving surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided with an approved turn - around area. Access shall be within 150' of all portions of the buildings. (City Ordinance #1846) Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 . • • VI Yours truly, The Tukwila Fire Prevention Bureau cc: TFD file ncd John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 57S4439 EXPIRATION DATE 12-31-99 DATE ISSUED 04/27/99 LICENSE NUMBER 99 -1920 FEE PAID $50.00 SALES TAX CODE NO.1729 CITY CLERK 10 - 29 - 1999 9:11AM FROM 463 -5838 Please note 1. the following guidelines In the operation of your business: Mitchell Contractors Inc 19505 Vaehon Hwy SW Vashon WA 98070 -6029 OCT 29 '99 09:08 General Contractor City of Tub_. ila, Washington oM_D IESS LICENSE TELEPHONE NATURE OF BUSINESS LICENSEE AGREES TO COMPLY WITH ALL THE REQUIREMENTS OF CITY ORDI NANCES AND STATE LAWS APPLICABLE TO THE BUSINESS ACTIVITY LICENSED HEREUNDER. This license is to be displayed conspicuously at the location of business and Is not transferable or assignable. It is necessary to contact the City Clerk's Office at 433 -1800 in the event your business: • Moves within the city limits of Tukwila • Moves outside the city limits • Ceases operation • Changes ownership • Changes use or type of operation • Will be having a special event (such as a tent sale, parking lot sale or any other event) outside its routine operation. 2. Additional licenses are required if your business has live music/entertainment, tow trucks, amusement devices, solicitors /peddlers, or adult entertainment. 3. Any retail sales tax generated in Tukwila needs to be reported to the Washington State Department of Revenue, under sales tax code #1729. 4. Tukwila business license renewals are mailed to all licensed businesses around December 15th of each year. P. 1 1I s F625.05Z')O0 (81971 DEPARTMENT OF LABOR AND INDUSTRIES REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL :t,4t y'i. ca .4 . MITCHELL CONTRACTORS INC PO BOX 167 VASHON WA 98070 IggP.. > iM ktCHC 04 L hAil N did d ;07/15 1 . CITY OF TUKWILA OCT 2 9 1999 PERMIT Tom. 10/22/99 FRI 12:48 FAX 425 8'' 6050 GEO ENGINEERS ✓,fi Geo ` Engineers !rimed on Tanind ®ocr, MBK Northwest 4949 SW Meadows Road, Suite 675 Lake Oswego, Oregon 97062 Attention: David Moore This letter is to confirm our telephone conversation of today regarding the applicability of our Report of Geotechnical Engineering Services for the Parkway Supercenter dated February 23, 199 8 to the proposed location of the new Best Buy retail store. We understand that the new construction will entail expanding the building area to the east of the existing building (which will be demolished) to allow for an increase in building area of about 9,000 square feet. This extension will cover an area that has not previously been surcharged. The Best Buy building site is located in the portion'', of the site designated as Area °A" in our report. Surcharge requirements for this area are presented in our report on the bottom part of page 7, The thickness of surcharge fill recommended is based on the design floor loads to be imposed in the area. If design floor loads are on the order of 250 to 300 pounds per square foot (psf), a 6 -foot, high surcharge is recommended. If the floor loads are to be on the order of 125 psf, a 5 -foot surcharge is acceptable. Recommendations for placement of the surcharge adjacent to existing buildings are presented on page 8 We note,' from a site plan prepared by Barghausen Consulting Engineers, that a loading dock will be constructed along a portion of the east wall. The full height of surcharge fill should be placed across and for a distance of 5 feet beyond the limits of this dock if space permits. All other aspects of the recommendations for building support and estimates of settlement behavior for construction in Area "Ae' are expected to be applicable to the Best Buy project. GeiEngineers. Inc 8410154th Avenue .N_E Redmond. WA 98052 Telephone (425) 8616000 F2., (425) 861 -6050 oymtgeoengineers.com . 4 ► September 7, 1999 Consulting Engineers and Geoscientists Offices in Washington. Oregon. and Alaska 11002 10/22/99 FRI 12:48 FAX 425 8R' 6050 GEO ENGINEERS f� 005 MBK Northwest September 7, 1999 Page 2 We trust this information fulfills your immediate needs. If you have any questions, please call either Jack Tuttle or Deb Overbay at 425/861-6000. IKT;ja PA0I1fina1s1128402801 1tri.doc G c o E n g i n c c P s Yours very truly, GecEngineers, Inc. Jack K. Tuttle, P.E. Principal File No. 7274.001 -01 -1137 10/22/99 FRI 12:48 FAX 425 8 °" 6050 GEO ENGINEERS e1001 Geo Engineers FAX TRANSMITTAL To: City of Tukwila' Fax Number; 206- 431 -3665 Attention: Jim Morrow Regarding: Parkway Supercenter - Best Buy R ECEIVED CCT 2 2 1999 pUBL WOR%CQ Signed: 17 Debra Overbay doverbay @geoengineers.com 8410 -154th Avenue NE Redmond, Washington 98052 Telephone: (425) 861 -6000 Fax: (425) 861 -6050 Date: 10/22/99 File: 1284 -028-01 Pages Date 10/22/99 9/7/99 Description Fax Transmittal Letter regarding Best Buy expansion and Surcharge Total Pages: Comments: This letter is sent at the request of Rob King of MBK Northwest regarding the proposed Bcst Buy at the Parkway Si percenr Site Please call if you have any questions_ cc: Rob King, MBK Northwest Fax No. 425 -778 -1921 D9-O23 5,200 .F. AME ' ICA'S BEST 3,000 S.F. ENA 3.350 S. ENAPJT 8,000 .F. ILD BI NLIMIT 2000 S.F. PAS 15' 25' I9' 19' 25' Il' AN Brai 40,000 2 400: S.F. IMO AtV • ® Am Wif tlEmmia S1NF 7,856 S.F. LOADIN 0 wag iMIJ mum Enizoo dam C c c C C C C C C C C C C C c c c C C c CC C 113' -5' 19 5' 19' 19' 25' 6' 25' 19' 19' 25' 19' 19' 25' Il SIM, RETAIL 5,600 S.F. PROJECT NO. 9llll DRAWN BY CHECKED BY: DATE : JAN. 16, MRS REVISION : 498 d OOORDIN. BUILDING '1' O PARTIAL SITE PLAN 1 1 °= 30' -0" F.H. SOUTHCENTER ' 4O ' PARKWAY SITE PLAN NOTE F. A. SEE SHEET AI.I FOR GENERAL NOTES, KEYNOTES AND LEDSEND. F.H. Dote vt3 Penn. No. KEY PLAN SEE SHEET 413 1 SEE 51-EET 4I.4 SEE SHEET AI5 a o Q I ,.;,pie Pc T. s I'.. 0LoGIRED FOR: FILE COPY W i ygECHANICAL Check aPProvals are ' ELECTRICAL nISSiOn5 and aPPr J 1,:ni�:�d that the Plan I ys L�NMIC q „t l .o c o de a^ horize the Bece,m fl con \ H i I s does no, o o' Pa enovaled9 . PIPE9r0 1 ned code P d ,.lan5 a of T.. ,c "� M W W z : W ° a_ Q 0 BENNER STANGE ASSOCIATES ARCHITECTS, P.C. 5000 S.W. MEADOWS RD. SUITE 430 LAKE OSWEGO, OR 97035 (503) 670 -0234 FAX (503) 670-0235 PROPOSED BEST BUY SITE PLAN 2 0 Q to 4c -o • EX./STING STRUCTURE TO BE REMOVED LT, w / (E) GLB 6 3/4 X 36 (E) 2X4 w 24 (E) TILT -UP WALL (E)4X14 A (E)4X � (D c2 ,5 1 4 X 14 (E) 4 X 14 (E GLB I/8 X 30 (E)4X14 oM (E)4X14 X (E)4X14 9 , (E)4X14 (E) 4 X14 m (E)4 X14 is (E)4X14 W (E)4 X14 (E) GLB 5 I/O X 31 I/2 (E) 4 X14 0)4114 x (E) 4 X14 1014X14 (E) 4 X14 " - (E) 4X14 (E14X14 E) GLB 6 9,2 N / X m ▪ / N IE 4 X 14 ./4 X 28 1/2 7 O PARTIAL ROOF FRAMING PLAN / GRID 10 A SCALE' 1 /16 -1 OPPOSITE 3/4 X I/2 �'(E) GLB 6 3/4.X 36 STRUCTURE TO BE 1 REMOVED O PARTIAL ROOF FRAMING PLAN / GRID 16 -17 8 a NOTE: SCALE: I/164-0" FRAMING NOT CALLED OUT IS SIMILIAR TO THAT SHOWN AT GRID 10 WHEN REMOVING (E) SLAB CONTRACTOR SHALL NOT DISTURB (E1 FOOTINGS ALONG GRIDE LINE 16 0 (E) METAL STUD WALL TO REMAIN ADD 1 LAYER OF 5/8 GYP BOTH SIDES TO ACHIEVE REOUIRED FIRE RATING AT THIS LOCATION CONTRACTOR MAY USE EXISTING SQUARE FTG IF IT IS STILL ON PLACE OTHERWISE ADD NEW FTG SIMILIAR TO NEW FTG AT GRID D /17 \J ■ �E)GLB I /8 ..X 30 • (E) GLB 5 GLB 5 3/4 X 28 I/2 ?/E I/8 X 31 1/2 48 x 16 40 0 17 • (EI GLB 5 3/4 X 28 I/2 (El.. GLB I S 3/4 X 28 I/2 ADD NEW W8X31 CO UM TWO PLACES SEE LWG S -2 FOR YPICAL FOOTING AND BASE PLATE DETAILS ADD NEW FOOTING 6 -0" X 6' -0 X f -0` TK REINFORCE WITH #5 AT 10" OC EACH WAY BOTTOM SEE PARTIAL FOUNDATION PLAN (EJ GLB 5 1/8 X 30 (E) GLB 5 I/8 X 31 //2 RE (El MAIN SLAB ON GRADE TO SCALE: I /16 -f -0" FLE. SCENTER GENERAL STRUCTURAL NOTES THE FOLLOWING NOTES APPLY (LESS INDICATED OTHERWISE CODE UNIFORM BUILDING CODE ABC). 1997 EDITION DESIGN SOL PRESSURE 2000 PSF MAX DEAD + LIVE CAST FOOTINGS ON FRM UNDISTURBED SOL OR I-6 MIAMI BELOW GRADE . WHICHEVER 0 GREATER DESIGN LIVE LOADS ROOF_ .................25 PSF BASIC SNOW FLOORS _____.40 PSF RESDEAMAL PSF STARS /EXITS_...100 PSF WIC___ 80 NPH / EXPOSURE B / METHOD 2 PROJECTED AREA Pw- ICe)(Cy1(qs1ID Pw - (0.72143X16.4X0 - L5 psf WELDING ....ZONE 3 PER SECTION 163023 TUBER /'WOOD FRAMING MISCELLANEOUS Ca -0.36 R-55 V -3.0Ca (W) -(31 (0.36168 - 019(W) R -5.6 R -56 REINFORCED CONCRETE CONCRETE WORK SHALL CONFORM TO ALL REOLRE'ENTS OF CHAPTER 19 OF THE LBO CONCRETE PVC SHALL BE AS FOLLOWS. fc MNIN CEMENT MAX WATER PER MAX WATER PER M1 PER CUBIC YARD 94 LB OF CEMENT when LB OF CEMENT USE pd when using air entraining 2500 5-1/2 SACKS 6 -3/4 GALLONS 5-1/4 GALLONS ALL WATER - REDUCING ADMXTURES MAY BE INCORPORATED N CONCRETE DESIGN MIXES. BUT SHALL CONFORM' TO ASTM C494. AND BE USED N STRICT ACCORDANCE WITH THE MANUFACTURERS RECOMMENDATIONS AN AR ENTRANNG AGENT. CONFORMING TO ASTM C260 SHALL BE USED N ALL CONCRETE MIXES FOR WORK WHCH IS EXPOSED TO WEATHER THE AMOUNT OF ENTRAItED AR SHALL BE 5% PLUS AR MINUS I% BY VOLUME CaC12 OR OTHER WATER SOLUBLE CHLORIDE ION ADMIXTURES SHALL NOT BE USED UNLESS APPROVED BY THE ARCHITECT. ALL REDFORCXNG STEEL SHALL BE ASTM A615. GRADE 40. Fy -40 KSI VHILPt LAP ALL REAFORCING 48 BAR DM. MNMUM AT SPLICES. CONCRETE COVER OVER REINFORCING STEEL. UNLESS NOTED OTHERWISE SHALL BE: FOOTNGS_._..__3 INCHES WALLS_......."........2 NCI-ES AGAINST EARTH 1 NCH AT INTERIOR FACE SLAB ON GRADE.) -I /2 INCHES DRLLED II CONCRETE ANCHORS EXPANSION ANCHORS SHALL BE Nit Corp. KW-K Bdts or USM',Corp. PARABOLTS or ITT Philp Corp. RED' HEAD WEDGE ANCHORS Special inspection la required for installation of al concrete expansion anchors EPDXY GROUTED CONCRETE ANCHORS ANCHOR RODS SHALL BE CONINUOUSLY THREADED AND SHALL BE FREE OF ALL RUST AND GREASE AS A VUlL K THE EPDXY RESIN SHALL CONFORM TO GLPEEBO FASTENING CORP. LOUD ROC 300 . SUBSTITUTIONS SHALL BE APPROVED BY ENGINEER OR ARCHTECT PRIOR TO INSTALLATION ALL INSTALLATION SHALL BE AS PER MANUFACTURERS RECOMMENDATIONS Special Inspection a required for istdatian of al epoxy grouted concrete anchors STRUCTURAL STEEL ALL FABRICATION AND ERECTION SHALL BE N ACCORDANCE WITH AISC SPECFICATIONS. ALL STEEL FOR PLATES AND SHAPES SHALL BE ASTM A36. Fy -36ksi MI�iMII.1 ALL STEEL TUBE SECTIONS SHALL BE ASTM 500 GRADE B 1 Fy-46 651 REMOVE ALL ROUGH AND SHARP EDGES. ALL FLLET WELDS SHALL BE 3/16_t#tX.M CONTINUOUS PERFORMED BY WELDERS CERTFED N ACCORDANCE 0111-1 AWS SPECIFICATIONS FOR ROD AND POSITON USING HEAVY COATED E70 ELECTRODES. BOLTS / ANCHOR BOLTS ALL BOLTED COVNECTONS SHALL BE MADE WITH ASTM A307 GRADE / Fy -36651 BOLTS SUPPLED WITH WASHERS IUD HEAVY HEX MATS ALL ANCHOR BOLTS SHALL BE ASTM A307 MNFHMI ( U.N.01 SUPPLED WITH WASHERS AND HEAVY HEX MATS CONVENTIONAL CONSTRUCTION PROVISIONS, SHALL BE N ACCORDANCE WITH SECTION 2305 OF THE LBC NAILING NOT SHOW SHALL BE AS INDICATED ON TABLE 23 -60 OF THE UBC PINNUMI FRAMING' LOVER' UNLESS SHOWN OTHERWISE SHALL BE: HF•2 USE PRESSUE TREATED MATERIAL 16 ALL EXPOSED APPLJCATIONS PLYWOOD ALL PLYWOOD SREATHVG SHALL BE C-D WITH EXTERIOR GLUE (COX) AND FACE GRAN LAD PERPENDICULAR TO SUPPORTS (RENTED STRAND BOARD (058) WITH EQUIVALENT STRUCTURAL CHARACTERISTICS MAY BE SUBSTITUTED FOR PLYWOOD SHEATHING CONTRACTOR TO PROVIDE TEMPORARY ERECTION BRACING ANA SHORING AS REQLF.ED FOR STARRY OF STRUCTURE DURING ALL PHASES OF CONSTRUCTION ALL DEALER SUPPLED NECHAMCAL ATTACIEENTS TO BE PLACED ACCORDING TO MANUFACTURES RECOMMENDATIONS CONTRACTOR SHALL VERIFY ALL DFENSONS N TAE FELD AND SHALL NOTIFY THE ARCHITECT AND DNGNEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION OR FABRICATION C eti. C.S t. NpP 801 8 PERMIT SET / NOT FOR CONSTRUCTION PARKWAY SUPERCENTER BUILDING 1 BEST BUY RENOVATION AMA. aFTUKWILA 0111 1 1 1901 PERMIT CENTER Apposed /n tin Owner/Date 99— SCENTER -1 CAD Fie SCENTER— S1.GCD Fbl Scde Factor Wf Gate AUGUST 6, 1999 Gain, ATR Dews. Descr/Date Gexvg Title GENERAL NOTES AND PROJECT DETAILS 3/16 A T WOOD COL PLATE 9X15 X 1/4 (31 7/8" DIA THROUGH BOLTS BOTTOM OF (El BM TOP OF (El SLAB DIAGONAL STRAPS PL 2" WIDE X I/4" THICK PLACE IN FRONT OF (E) METAL STUD WALL OVER (E) SHEET ROCK O PARTIAL ELEVATION AT GRIDS 10 AND 16 SCALE I/84 -0 A T STEEL COL CD DETAIL AT WOOD COL / AT STEEL COL SCALE I " -1' -0" DETAIL AT CROSS STRAPS SCALE I "4 -0" SECURE STRAPS TO STEEL STUD GYP WALL WITH 3/16" DIA. TOGGLE BOLTS SPACED ON 6 FT O.C. MAX SIMILIAR E CONNECTION A T WOOD COL SCALE T - T - L 7x7x3,8 X 6" I TOP AND BOTTOM REMOVED SECTION O CONNECTION AT STEEL COL E SCALE T - - (N) BX8 DF #I POST NEW (N) TS 6X12 X 3/8 L 7 x7 z 3/8 TOP AND BOTTOM END OF CANTILEVER 40' -0' O PARTIAL ELEVATION AT GRID D B SCALE I/8 -1' -0" NOTE: AND THIS ELION ONTRA TO NEW TO HORIZ D VERT POST PRIOR TO REMOVING EXISTING CONSTRUCTION NORTH OF GRID 16 PLATE PL 642x1 NS 4 FS El OR (N) WOOD OR STEEL COLUMNS PLATE 6xl5x1/4 NS 6 FS WITH (41 5/8" DIA THROUGH BOLTS ®NEW POST TO (E) BM SCALE I" -I' -0" 0 NEW POST TO (N) BM SCALE I " -l' -0" ADD I /2" CDX NAIL WITH 8d GALVANIZED AT 6" OC AT EDGES / 12" OC AT FIELD NEW PARAPET 2X6 PRESSURE TREATED AT 24 OC PROTECT NEW EXTERIOR FACE OF WALL WITH WATERPROOF MEMBRANE PER ARCHITECTURAL 5/16V BASE PLATE NOTE: CENTER COL ON PLATE @ AND 16 FLASHING PER ARCHITECTURAL O PARAPET A T NEW BLDG EDGE SCALE I " -l' -0" CAP PL 8 -1/2 x 8 -1/2 x 3/8 CONN TO (EI GLB PL 5/8" TK f 141 5/8" DIA. J -BOLTS EMBED Ld -8" MIN LEVELING GROUT OR SHIM PLATES H TYPICAL NEW COL / FTG SCALE I" -1' -G" NOTE ORIENT NEW STEEL COLUMNS IN THE N -S DIRECTION LAG BOLTS / 5/8" DIA X 6" LONG SPACED AT 4 FT OC PRE DRILL SOLE PLATE PILOT DRILL GLB EXISTING GLB ALONG GRID TO REMAIN EXISTING METAL STUD WALL TO REMAIN (21 5/8" DIA THROUGH BOLTS 3/16 TOP OF SLAB PL 3/8 X 6 X 8" EACH SIDE SHIM AS REQUIRED FOR 100% BEARING PERMIT SET / NOT FOR CONSTRUCTION <> ATR .N.7N..RINC /N. ArNUr T. Rack 1 PE 6626SW 8711 - T:I/Z 630%0 Tel /Fes (ZO3) 933 -5735 PARKWAY SUPERCENTER BUILDING 1 BEST BUY RENOVATION " 13ctle Foam 1:1 rrat gate AUGUST 6, 1999 Drawn By ATF2 bawd,. S ECTIONS AND PROJECT DETAILS S CT'OTUKNlILA AUG 1 1 1999 PERMIT CENTER RPNvan Ossm/Oate ROO. ed In . G,ms /Oafe Nopct Mrtiber 99— SCENTER -1 L AO Fk SCENTER—S2.GCD SITE 1=50' 0 25 50 100 - • MINKLER RETAIL BUILDING i S8755 . • MINKLER. BLVD. / 5.. VERTICAL DATUM NGVD -29 PROJECT BENCHMARK TOP OF MONUMENT CASE N. RIM AT INTERSECTION OF MINKLER BLVD. AND ANDOVER PARD WEST. BENCHMARK F8 CITY OF TUKWILA MEAN SEA LEVEL L- a) 1= VICINITY MAP SCALE 1 =2400' LEGEND: PROPOSED TYPE I CATCH BASIN EXISTING TYPE II CATCH BASIN EXISTING TYPE I CATCH BASIN PROPOSED STORM DRAINAGE LINE EXISTING STORM DRAINAGE LINE PROPOSED SANITARY. SEWER MANHOLE EXISTING SANITARY SEWER MANHOLE PROPOSED SANITARY SEWER LINE EXISTING SANITARY SEWER LINE EXISTING WATERMAN EXISTING FIRE HYDRANT EXISTING WATER VALVE PROPOSED WATERMAIN PROPOSED FIRE HYDRANT PROPOSED WATER VALVE PROPOSED SPOT ELEVATIONS EXISTING. SPOT ELEVATIONS TEMPORARY SILT FENCE TEMPORARY INTERCEPTOR DITCHES WITH ROCK CHECK DAMS PROPOSED HEAVY DUN PAVEMENT PROPOSED' CONCRETE PAVEMENT CB PROTECTION BLOCK WALL • W N UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE ® 1- 800 - 424 -5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION I AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT BARGHAUSEN CONSULTING. ENGINEERS INC. TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. CONTRACTOR. SHALL BE 'FULLY RESPONSIBLE FOR OBTAINING PERMITS FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES FOR REMOVING AND REPLACING ALL SURVEY MONUMENTATION THAT MAY B E AFFECTED BY. CONSTRUCTION ACTIVITY, PURSUANT TO WAC 332 -120. APPLICATIONS MUST BE COMPLETED BY A REGISTERED LAND SURVEYOR... APPLICATIONS. FOR PERMITS TO REMOVE MONUMENTS MAY BE OBTAINED FROM THE WASHINGTON. STATE DEPARTMENT OF NATURAL RESOURCES, OR BY < CONTACTING THEIR OFFICE BY TELEPHONE AT (206) 902 - 1'..190. WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES' PUBLIC LAND SURVEY OFFICE 1111 WASHINGTON STREET S.E. P.O. BOX 47060 OLYMPIA, WASHINGTON 98504 -7060 UPON COMPLETION OF CONSTRUCTION, ALL MONUMENTS'. DISPLACED, REMOVED, OR DESTROYED SHALL BE REPLACED BY A. REGISTERED LAND SURVEYOR, AT THE COST AND AT THE DIRECTION OF THE CONTRACTOR, PURSUANT TO THESE REGULATIONS. THE APPROPRIATE FORMS FOR REPLACEMENT OF SAID MONUMENTATION SHALL ALSO BE THE RESPONSIBILITY OF THE CONTRACTOR. a_ Z EX. PARKWAY PLAZA CITY OF TUKWILA STORM DRAINAGE GENERAL 08'00'00" R=481.45' R= 481.45' L= 67.22' N21'28'48 "E 14.49 ''.A= 10'06'25" R= 410.88'. L= 72.48' 182.55' S87'55'04 "E 222.00' NOTES r _.L 1. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH THE "STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION, WASHINGTON STATE DEPARTMENT OF TRANSPORTATION AND AMERICAN PUBLIC WORKS ASSOCIATION, WASHINGTON STATE CHAPTER, 1994 EDITION. TOGETHER WITH THE EDITION OF THE CITY OF TUKWILA ENGINEERING'. STANDARDS. 2. AN APPROVED COPY. OF THESE PLANS MUST BE ON SITE WHENEVER CONSTRUCTION IS IN PROGRESS.. 3. IT SHALL BE THE SOLE RESPONSIBILITY OF THE. CONTRACTOR TO OBTAIN STREET. USE AND ANY. OTHER RELATED PERMITS PRIOR TO ANY CONSTRUCTION ACTIVITY IN CITY RIGHT -OF -WAY. 4. PRIOR TO ANY CONSTRUCTION ACTIVITY, THE CITY OF TUKWILA - ENGINEERING DEPARTMENT (433 -1850) MUST BE CONTACTED FOR A PRECONSTRUCTION MEETING. 5. ALL LOCATIONS OF EXISTING UTILITIES SHOWN HEREON HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN, AND TO FURTHER DISCOVER ANO AVOID ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION. OF. THIS PLAN. THE CONTRACTOR SHALL CONTACT THE UTILITIES UNDERGROUND LOCATION SERVICE 1 -800- 424 -5555 PRIOR TO CONSTRUCTION. THE ) PR E OWNER OR HIS REPRESENTATIVE SHALL BE IMMEDIATELY CONTACTED IF A UTILITY CONFLICT EXISTS. '6. CATCH BASIN - TYPE'. I. - PER WSDOT /APWA. STANDARD PLAN B -1 OR ASSOCIATED' SAND AND GRAVEL CB OR EQUAL EQ AL 7. CATCH BASIN TYPE II PER WSDOT/APWA STANDARD PLAN B -1E 48 INCH ID: OR 54 -INCH I.E. AS DESIGNATED) OR ASSOCIATED SAND AND GRAVEL CB ( 19, OR EQUAL 8. UNIT COVERS AS DESIGNATED ARE WSDOT /APWA STANDARD; (PER STANDARD PLAN B -12). 9. ALL TYPE II CATCH BASII, c L HAVE :ADDERS OR SAFETY STEPS PER. WSDOT /APWA' STANDARD PLAN 0 - 12. 10. ALL CATCH BASIN FRAMES AND GRATES SHALL BE DUCTILE IRON PER WSDOT /APWA STANDARD PLAN 5 - 2A 11. ALL CATCH BASIN GRATES SHALL BE DEPRESSED 0.10 FEET BELOW PAVEMENT /CURB LEVEL. 12. ALL OIL /WATER SEPARATOR CB GRATES SHALL BE OF THE ROUND SOLID LOCKING TYPE. BUILDING FF = 22.9 0 Z BEST''; BUY I o� 45,000 S.F. Z c EXISTING 0- BUILDING w U- FF =22.9 EXISTING BUILDING FF 22.9 EXISTING BUILDING FF ='23.4 13. ALL STORM DRAINAGE CONVEYANCE PIPE SHALL BE ONE OF. THE FOLLOWING AS DESIGNATED: A. HELICAL CORRUGATED ALUMINUM (OR ASPHALT-TREATED STEEL), MINIMUM 16 GAUGE OR GREATER AS SHOWN 2 2/3 INCH < INCH CORRUGATION, WITH WATERTIGHT. CONNECTING BANDS. B. CONCRETE, PER. A. S. T.M. C -14, CLASS II, NONREINFORCED BELL AND .SPIGOT. (WITH BELL FLUSH WITH C.B. WALL OF USED), WITH RUBBER GASKETS. C. P.V.C. CONFORMING TO A.S.T.M: D-3034 - SDR 35. D. PIPE MAY BE ANY OF THE ABOVE PROVIDED: 1.). PIPE:. JOINTS MUST... BE OF THE SAME .MATERIALS, AND 2) WHERE A PIPE MATERIAL IS SPECIFICALLY SHOWN ON THE PLAN, THAT MATERIAL MUST BE USED. E. MINIMUM PIPE COVER SHALL BE 2.0 FEET. F. SMOOTH WALL SPIRAL RIB ALUMINUM (OR ASPHALT - TREATED STEEL) PIPE, 16 GAUGE, W/34 -INCH 3/4 -INCH RIBS AT 7c INCHES O.C. 0. ADS TYPE N -12 HIGH - DENSITY POLYETHYLENE CORRUGATED PIPE WITH AN INTEGRALLY FORMED SMOOTH INTERIOR TO THE REQUIREMENTS OF A.A.S.H.T.O. M -294. 14. ALL BEDDING SHALL CONFORM TO WSDOT /APWA SECTION 9- 30.7(1)B FOR ALUMINUM AND P. /.C. PIPE, SECTION 9-30.7(1)A FOR CONCR AND NDS TI CONCRETE PIPE. ALL TRENCH ET PER A.� M. BACK ILL.SHALL BE COMPACTED PERCENT MINIMUM DRY DENSITY �. F D TO 92 PERCEN MIN MUM DES D 1557 -70. 15. ALL PIPE SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION ACCORDING TO WASHINGTON STATE SPECIFICATION 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 REQUIRED BEDDING MATERIAL TO UNIFORM GRADE SO THAT ENTIRE. LENGTH OF THE PIPE WILL BE SUPPORTED ON A UNIFORMLY DENSE BASE. IF THE. NATIVE MATERIAL IN THE BOTTOM OF THE TRENCH MEETS THE REQUIREMENTS FOR "GRAVEL BACKFILL FOR PIPE BEDDING," THE FIRST LEFT OF PIPE BEDDING MAY BE. OMITTED, .. PROVIDED THE MATERIAL IN THE BOTTOM THE TRENCH IS LOOSENED, REGRADED, A COMPACTED TO FORM A DENSE UNYIELDING. BASE. SEP AR,A-T ' Pet 'r Watt! 'tee) Alia- ti 16. ALL BUILDING ROOF DRAIN DOWNSPOUTS AND FOOTING DRAINS SHALL BE DIRECTLY CONNECTED TO THE MAIN STORM DRAINAGE CONVEYANCE SYSTEM THROUGH AN UNDERGROUND PIPE SYSTEM. ROOF DRAINS AND FOOTING DRAINS SHALL BE SEPARATE SYSTEMS AND, SHALL BE CONSTRUCTED OF 6 -INCH (OR B -INCH DIAMETER WHERE SHOWN) P.V.C. (RIGID, NONPERFORATED. FOR ROOF DRAINS, PERFORATED FOR FOOTING DRAINS.) SUFFICIENT CLEANOUTS AND BENDS SHALL BE INSTALLED SO THAT THE SYSTEM CAN BE EASILY MAINTAINED. THE SYSTEM SHOWN HEREON IS SCHEMATIC ONLY. THE DRAINAGE /GRADING CONTRACTOR. OR LANDSCAPER MAY ALTER THE LAYOUT AS REQUIRED TO BETTER. DRAIN. THE SITE. THE CONTRACTOR SHALL KEEP A DIMENSIONED RECORD OF THE LOCATION OF ALL PIPES AND CLEANOUTS AND SUBMIT SAME TO THE CITY, ENGINEER, AND OWNER UPON COMPLETION OF THE WORK. ALL ROOF AND FOOTING DRAINS SHALL BE LOCATED III THE FIELD AND ADJUSTED AS NECESSARY TO AVOID IMPACTING THE EXISTING TREES DENOTED ON THE GRADING PLAN TO BE SAVED. DRAIN LINES SHOULD BE LOCATED OUTSIDE THE DRIP LINE OF TREES TO BE SAVED WHEREVER POSSIBLE. 18. THE STORM DRAINAGE SYSTEM SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED PLANS WHICH ARE ON FILE IN THE ENGINEERING DEPARTMENT. ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIRE WRITTEN APPROVAL FROM THE PROPER AGENCY. 19. STRUCTURES SHALL NOT BE PERMITTED WITHIN 10 FEET OF THE SPRING LINE OF ANY STORM DRAIN PIPE. 20. CONSTRUCTION OF DEWATERING (GROUNDWATER) SYSTEM, IF REQUIRED, SHALL BE IN ACCORDANCE W.T.! THE A.P.W.A. STANDARD SPECIFICATIONS SECTION 61- 3.02 1987 EDITION. 21. PRIOR TO OCCUPANCY THE PERMANENT STORM DRAINAGE SYSTEM MUST BE CLEANED OUT BY PUMPING. (DO NOT PUMP OR DISPOSE INTO ANY OTHER STREAM, STORM. SEWER, OR SANITARY SEWER SYSTEM.) 22.. RIP RAP ROCK FOR EROSION PROTECTION SHALL BE OF SOUND QUARRY ROCK PLACED TO A MINIMUM DEPTH OF. ONE (1) FOOT. ROCK AGGREGATE TO BE AS FOLLOWS: c INCH - 2 INCHES - 10. PERCENT. - 40 PERCENT 2 INCHES - 4 INCHES - 20 PERCENT - 40. PERCENT 4 INCHES - 8 INCHES - 40 PERCENT - 70 PERCENT 23 TESTING OF ALL STORM SEWER PIPE WILL BE AT THE OPTION OF THE CITY OF TUKWILA. 24. WHEN PLAIN ALUMINUM PIPE OR PIPE ARCH IS USED. WHERE IT WILL BE IN. CONTACT WITH CONCRETE OR CONCRETE PIPE, ALL ALUMINUM SURFACES IN CONTACT WITH THE CONCRETE OR CONCRETE PIPE. SHALL BE PAINTED WITH TWO COATS OF PAINT. THE ALUMINUM PIPE TO BE PAINTED SHALL BE CLEANED WITH SOLVENT TO REMOVE CONTAMINANTS. AFTER CLEANING, THE PIPE SHALL BE PAINTED WITH TWO COATS OF PAINT CONFORMING TO FEDERAL SPECIFICATION TT -P -645 (PRIMER, PAINT, ZINC CHROMATE, ALKYD VEHICLE.) SURVEYOR: BARGHAUSEN CONSULTING ENGINEERS 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251 -6222 SHEET INDEX SHEET Cl OF 6 COVER SHEET SHEET C2 OF 6 PRELOAD PLAN SHEET C3 OF 6 GRADING AND STORM DRAINAGE PLAN SHEET C4', OF 6 SEWER AND WATERMAIN MODIFICATION PLAN SHEET C5' OF 6 T.E.S.C. AND CONSTRUCTION NOTES AND DETAILS SHEET C6' OF-6 ETHAN ALLEN T.E.S.C. PLAN UTILITY CONTACT LIST: FIRE: CITY OF TUKWILA FIRE DEPT. (206) 575 -4404 PLANNING: CITY OF TUKWILA PLANNING DEPT. (200 431 -3670 PUBLIC WORKS: CITY OF TUKWILA PUBLIC WORKS DEPT. JIM MORROW (206) 433 -0179 PRE - CONSTRUCTION INSPECTION /NOI1FICA1ION CITY OF TUKWILA PUBLIC WORKS DEPT. JIM MORROW (206) SITE AREA ) SITEAREA = 89,433.85 SF IMPERVIOUS = 80 % EA R K QUANTITIES FILL: 2200,,CY CUT: 400'CY stan Addle sl ops WhIGh do d standards OOt equzz d e de lapel. �dwil, br subsequent ap, 1 0194 L ft FI-H 5 Fj Ons'-i S CALL BEFORE YOU DIG: 1 -500- 424 -5555 APPROVED FOR CONSTRUCTION BY DATE CITY ENGINEER �, rleabywtth M subject to errors and IdlodZe VIC err, et The rcT ::Ability Oats total:, the Or revisic'- hese ypd this ,.:;.planes d rev cc; Id inspectl0A0/ A CORRECTION art orr AJILA SEQ PERMIT 0ENTMO D9c1-0:4-3 ot EXPIRES 9/23/01 1 LL C`)) O 0) 0 w co 0 se w J O 00 N I ELJ C°) z °'1 cn 01 COi UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING U11LIT1ES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING. UTILITY LOCATE ® 1- 800 - 424 -5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT BARGHAUSEN CONSULTING ENGINEERS, INC. TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR. OBTAINING PERMITS FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES '.FOR. REMOVING AND REPLACING ALL. SURVEY MONUMENTATION THAT MAY BE AFFECTED BY CONSTRUCTION ACTIVITY, PURSUANT TO WAC 332-120. APPLICATIONS MUST BE COMPLETED BY A REGISTERED LAND SURVEYOR. APPLICATIONS FOR PERMITS TO REMOVE MONUMENTS MAY BE OBTAINED FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES. OR BY CONTACTING THEIR OFFICE BY TELEPHONE AT (206) 902 -1190. WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES PUBUC LAND SURVEY OFFICE 1111 WASHINGTON STREET S.E. P.O. BOX 47060 OLYMPIA, WASHINGTON 98504 -7060 UPON COMPLETION OF CONSTRUCTION, ALL MONUMENTS DISPLACED, REMOVED. OR DESTROYED SHALL BE REPLACED BY A REGISTERED LAND SURVEYOR, AT THE COST AND AT THE DIRECTION OF THE CONTRACTOR, PURSUANT TO THESE REGULATIONS. THE APPROPRIATE FORMS FOR REPLACEMENT OF SAID MONUMENTATION SHALL ALSO BE THE RESPONSIBILITY OF THE CONTRACTOR. I- 111,, -1 I1 -1111- i ° =30' I -III III -� ° � \. 7?71 4 4 c, PUBLIC RIGHT -OF -WAY 8 MIN. 50' MIN. EX. 30" CONC. CULVERT SEE SHT. 0 -2 USE 4" TO 6" QUARRY SPALLS OR CRUSHED POCK FOR SURFACING AS SHOWN. MATERIAL WITH "FINES" IS NOT ACCEPTABLE. '... EXISTING DRIVEWAY RAMP. OR SITE ACCESS ROAD = NOTES 1 CONTRACTOR IS RESPONSIBLE FOR MAINTAINING AND. CLEANING THE APPROACH ON A REGULAR BASIS 2. ADDITIONAL QUARRY SPALLS MUST BE ADDED IF DIRECTED BY THE COUNTY. 3. THE 50' MINIMUM LENGTH SHALL BE LENGTHENED IF DIRECTED BY THE COUNTY TO INSURE MATERIAL IS NOT TRACKED INTO THE PUBLIC RIGHT -OF -WAY. TEMPORARY CONSTRUCTION ENTRANCE NOT TO SCALE EXISTING BUILDING FF = 22.9 SEE SHEETS C3 AND C4 Ls FOR MODIFICATION AND INSTALLATION OF STORM, WATER, SEWER AND U11LI11ES CONTRACTOR SHALL INSTALL CB PROTECTION ON ALL EX. A AND NEW CBa PER DETAIL SHT. C5 (TYP.) EXISTING BUILDING FF =22.9 CONTRACTOR TO MAINTAIN FIRE SERVICE TO EX BUILDINGS DURING CONSTRUCTION 25'R MIN BEST BUY 45,000 S.F. EXISTING BUILDING FF = 22.9 EX. PAD TO BE REMOVED EXISTING BUILDING FF = 22.9 CONTRACTOR TO - FIRE SERVICE TO EX BUILDINGS DURING CON_T.u.,? CN EXISTING BUILDING FF 23.4 EXISTING STORM DRAINS TO BE RELOCATED. EXISTING PAVEMENT TO BE REMOVED EXISTING FIRE HYDRANT - BE RELOCATED J INSTALL A / ECOLOGY BLOCKS TO PROVIDE \ \\ TEMPORARY ACCESS TO BUILDING NEW BUILDING EXPANSION AREA A (CONTRACTOR SHALL APPLY MULCH COVER TO SURCHARGE PAD EXISTING PAVEMENT TO BE REMOVED INSTALL: ECOLOGY BLOCKS TO PROVIDE TEMPORARY ACCESS TO BUILDING LIMR'S OF CONSTRUCTION EXISTING WATERMAIN TO BE RELOCATED PRELOAD /TE.S.C. PLAN ▪ - __ R TEMPORARY INTERCEPTO DITCHES W/ ROCK CHECK DAMS PER DETAIL SHEET C5 CONTRACTOR SHALL INSTALL �- CB PROTECTION ON ALL EX: AND NEW CBs PER DETAIL SHT. C5 (TYP.) INSTALL: TEMPORARY FILTER FABRIC AT TOE OF NEW PRELOAD PER DETAIL SHEET C5 PER DETAIL THIS SHEET NOTE: CONTRACTOR TO MAINTAIN FIRE SERVICE TO ADJACENT BUILDINGS AT ALL TIMES DURING CONSTRUCTION. NEW STORM TO BE INSTALLED AFTER REMOVAL OF PRELOAD. 0 These plans have been sevtirood bye Peat orks Department for- ace w errors and * standards. Aoceo a vi er - of ions which do The rccr_asib1Tity adopted standards or tithe adequacy of designer. Addition, drawings after this ondwill require a for subsequent a ccep Ira. id inspeCdoRt NOTE: 1. ALL SANITARY SEWER MANHOLES AND STORM DRAINAGE CATCH BASINS ARE TO BE PROTECTED AGAINST SILT AND DEBRIS AS SHOWN ON DETAIL SHEET 4. 2. CONTRACTOR TO CONTACT PUGET SOUND AIR. POLLUTION AGENCY PRIOR TO DEMOUTION OF BUILDING FOR ANY REQUIRED PERMIT AND CONSTRUCTION REQUIREMENTS. 'Gate total:, 7;th the Of revision: ,O these void revised dr INSTALL: CB SILT PROTECTION ER DETAI L,SHEFT24 ;5 MIN 05% ., 1E420.0 � 40 ®2 70% MPORA RY INTERCEPTOR CHES W ROCK CHECK DAMS i `__, ETAIL SHEET C5 I y OF FLOW IE =19.0 EXISTING SANITARY SEWER TO BE RELOCATED EXISTING POWER AND GAS TO BE RELOCATED NEW PRELOAD EL= 27.90 N21'28'48 "E A=013 R= 481.45' 1=67.22' 529'28'4851 41.25 =20.0 LIMITS OF CONSTRUCTION (LOCATED AT EASEMENT UNE) TEMPORARY CONSTRUCTION ENTRANCE TEMPORARY INTERCEPTOR DITCHES W/ ROCK CHECK DAMS PER DETAIL SHEET 05 PER DETAIL THIS SHEET TE.S.C. POND IE= 18.25' TEMPORARY GRAVEL CONE STRUCTURE 1143 1 -000 4 ✓ I - f 4-t BE Dooe u,r)tE = r- SE T , pEi. - I r i CONSTRUCTION SEQUENCE 1.. CONFIRM. THAT ALL APPLICABLE CONSTRUCTION PERMITS HAVE BEEN SECURED. 2. INSURE. THAT ALL. NECESSARY PRECONSTRUCTION MEETINGS HAVE BEEN HELD PRIOR TO ANY CONSTRUCTION ACTIVITIES. 3. LOCATE EXISTING UTILITIES AND INITIATE COORDINATION WITH UTILITY AGENCIES. 4. FLAG ALL CLEARING LIMITS FOR NEW PARKING AREA. INSTALL TEMPORARY CONSTRUCTION ENTRANCE. 5. 6. 7. PROTECT ALL EX. STORM DRAINAGE CONVEYANCE SYSTEMS FROM. SILT LADEN WATER. REMOVE AND RELOCATE. EX.. PAVEMENT AND UTILITIES. AS SHOWN ON APPROVED PLANS. INSTALL TEMPORARY SILT FENCE AND SEDIMENT POND PER PLAN. 9. ROUGH GRADE SITE AND STABILIZE CONSTRUCTION AREA. 10. INSTALL NEW UTILITIES AND PROTECT FROM SILTATION AS NEEDED. 11. PRELOAD NEW BUILDING ADDITION TO EL SHOWN. 12: INSTALL FILTER FABRIC AND TESC MEASURES TO PROTECT STORM SYSTEM FROM SILT LADEN WATERS. 13. COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN 7 DAYS DURING THE DRY SEASON AND 2 DAYS DURING THE WET SEASON. 14. FINAL GRADE SITE COMPLETE SITE WORK, AND PAVE SITE PER APPROVED PLANS. 15. UPON COMPLETION OF THE PROJECT, STABILIZE ALL DISTURBED AREAS AND REMOVE BMP'S IF APPROPRIATE. WELD ALL AROUND IE =18.25 OUTLET TOP OF POND EL =21.25 BOTTOM OF POND EL =16.25 1 OVERFLOW ELEV. = 20.25 PLAN 1 4 -0" X 4' -0' 1 CONC. PAD ELEVATION NOTE: CONTRACTOR SHALL REFER T0: GEOTECHNICAL ENGINEERING'' REPORT FOR INFORMATION REGARDING PRELOAD.. PLAN.' PREPARED BY: GEOTECHNICAL ENGINEERING SERVICES. DATED FEBRUARY 23, 1998 PROPOSED PARKWAY SUPER CENTER TUKWILLA, WA CONTACT: JACK K. TUTTLE, P.E. (425) 861 -6000 1 NOT TO SCALE 4'X4' CONC. PAD TEMPORARY SEDIMENT POND OUTLET CONTROL STRUCTURE 24" 0 CMP PERFORATED. STANDPIPE 31-50' (TYP) 24" 0 CMP PERF. STANDPIPE 1" 6, TYP. AT 10" 0 -C 10 PER ROW TOTAL 40 PERF. 2 " -4" WASHED ROCK GRAVEL CONE POND BOTTOM MIN. 2" DEAD STORAGE FOR SEDIMENTATION TRAP CALL BEFORE YOU DIG. 1- 800 -424 -5555 APPROVED FOR CONSTRUC77ON BY CITY ENGINEER DATE 4' 1 EXPIRES 9/23/01 1 0 W PO O N CO CO N r Z 1. N Z N N z N N 11) C3 0 CD 0 CC O O 00 w • qJ (o 0 O to W J N 01 EXISTING PARKING 1° =30' 0 15 30 NOTE i CONTRACT OR TO MAINTAIN FIRE SERVICE TO ADJACEN - BUIILDINGS AT ALL TIME DURING CONSTRUCIQt .. (SEE SHEET CI) EXISTING 60 BUILDING FF = 22.9 EXISTING BUILDING FF = 22.9 EXISTING BUILDING FF = 23.4 EXISTING BUILDING FF =22.9 BEST BUY 45,000 S.F. EXISTING BUILDING FF =22.9 0 _EX. WATER COMPACTOR 22.80 NEW CB #6 TYPE II -48' RIM =22.30 IE =16.84 22.30 MATCH E`X SAWCUT LINE TOP �= 08•00.00 R= 481.45' 22 67:22'. MATC EXIST. 1E 12' CAP =19.36 „NC 5 = 1_:.54 IE =15.51 (NEW 12 ". W) 26 LF 12' ADS N-12 ©2.01% =10'06'25'. R =410.88' L= 72.48' C NCRETE RETAINING WALL , �7 LF 12" ADS N-12 @,05%' ' NEW CB #8 -TYF E 'RIM =1880 ;,/ IE =1630 NEW HEAVY DUTY ASPHALT PAVEMENT PER DETAIL SHEET C5 529 APP. ^FItAAT FARMS S.F. UN SF3 NOCIF.ANJM 23.1 N21'28'48 "E 14.49 E SDMFI (ADJUST TO NEW PAVEMENT EL) RIM =22.54 IE 4" Cr4C 1 T' GJ rM .0 7 i(i,VERF .C.r�' 901 C S =�MFi (ADJUST, TO NEW PAVEMENT •EL.) PORTION OF PROPOSED STORM SYSTEM TO BE CONSTRUCTED AFTER PRELOAD PAD HAS BEEN REMOVED. RIM =22.00 IE =19:0 30 RAILROAD R/W EASEMENT 15 ETCH SIDE OF CENTER LII NEW ASPHALT PAVEMENT '' RIM =22.0 IE =18.41 './ TOP OF DEAD STORAGE =17.25 F LOW CONTROL STRUCTURE; TYPE 11- RIM =23.0 _� IE =17.20 PER DETAIL SHEET C5 NEW CB#3 TYPE I 6' HIGH CHAIN LINK FENCE CO BINED DETENTION WETPOND BOTTOM OF POND =13.25 TOP OF DEAD STORAGE =17.25 MAX. WATER STORAGE =20.25 TOP OF POND =21.25 f / DETENTION VOLUME REQUIRED =58:7 DETENTION VOLUME PROVIDED =8 "8 CF WETPOND VOLUME REQUIRED =18 CF WETPOND VOLUME REQUIRED= 386 CF NEW CB #4 TYPE I RIM =21.75 IE =08.Q12 FPSPV_ NEW CB #5 TYPE I '.. RIM =21.96 lE= 18.36 Certx (FIELD ADJUST) V,UL 6" PVC DOWNSPOUT TIGHTLINE CONNECTION ( EXISTING STORM TO BE REMOVED. EXISTING CB TO BE REMOVED 11 LF 6" ADS N -12 ® 1.0% MIN. NEW HEAVY DUTY ASPHALT PAVEMENT PER DETAIL SHEET C5 NEW BUILDIN EXPANSIO REA NEW CB #7 TYPE II -48' RIM =22.00 IE =16.03 EX. STORM TO BE REMOVED EXISTING CB TO BE REMOVED LOADING DOCK YP PI DO NSPOUT T 9. 22.90 MATCH EX. IE `. ` RIN- r.95 GRADING AND STORM DRAINAG„E PLAN F r 29 1 f EY R' vM =2t to RF i S r D LiDT �Un z R -- If �� i =-ctr« \ II NEW H ALT PA' €MENI - s I I I ( - �Er RT CURB: r cJ F1 AIL SHEET CS _ ^ j - 5 = 4405.00 17 .vim _- 182.55' 58755 222.00' NEW SWALE LOCATION" \ AGILITY MINKER BLVD. TH IS' Wokiz c L f3& L:oNE &uUDE-4- !4 Sef° -1 Plet-? l T ROTE T,i_1' "?'_EUED TO THE ul` OF i.l! <_WI.A. B7' iA::IFIJI)ENI II (1RD D UNDE:I, REC. NO. 94:. 314.32. VD ACCESS TO ANN PROP MIE:;; :ALL TIC Cr. ALLOWED PER t TUKWI A RESOLUTION r s . r E . PLAT. SEE TIRE REPORT FOR AM ICULARS. APPROVED FOR CONSTRUCTION BY DATE CITY ENGINEER 61:5 RAILROAD R, EXPIRES 9/23/01 rn p'?‘(" u i z J W Q z Q I: 0 0) Q z_ 0 Q a R N0 if 0 z (V 80 N co M n 0) 0 CC o N• CC 0 co 0 co N M '^^ vd o 3 0 In ( a 0 w x U- LU L W Q M N N N 00 0 Op N N I I N co Lu 0'0 b ' s EX. 8 SANITARY SEWER TO BP ABANDONED \JAJLt 1 AND PLUGGED UPSTREAM AND DOWNSTREAM MANHOLE AS SERVICE ,�,,. FSE1EFO+ INSTALL: 1 -10 TEE FLxMJ 1 - 10 ° GATE VALV (FLxMJ 1-10" ADAPTOR FLxM•1) CONC. BLOCKING CONTRACTOR TO FIELD LI •TE . WATERMAI EX. 6" SS (TO BE REMOVED) EXISTING 6" SANITARY SEWER TO BE RELOCATED EXISTING FIRE HYDRANT TO REMOVED BE NEW E 8" PVC E =16.91 ,CL. 52 W 1162 LF 10 " 'B NEW SSMH1k1 R,M =21.50 IE= 17.45 (B" W,S; IN) IE =11.35 (8 ° . N;OUT) 4B LF 10" D.I. CL. 52 W INSTALL: 1' -10" 90' BEND (MJ) CONC. BLOCKING 14.49 N2128'48'E IN I -10 K$ .:T MJxMJ 1,r1'Q AGATE VA VE ( MJ). 1' 'GATE VALVE (FLxMJ) CONC. BLOCKING 21 LF 8° FIRE UNE NEW SSCO RIM =22.70 IE =19.59. 37 LF 6" PVC SDR -35 ® 2.0% 62 LF 10" D.I. CL 52 W 529 41�5� I STALL: V1 -19 x 6 TEE (MJxFL) 1-6 GATE VALVE (FLxMJ) 10 LF 6" D.I. EXTENSION 1-5 1/4" MVO FH ASSEMBLY CONC. BLOCKIN A =0600 R =481.45' L= 67.22' INSTALL: 1 -10 °" -IN. 7EE CONC x10 BLOC N lMJ RELOCATE EXISTING POWER AND AND GAS OUTSIDE",QF -NEW BUILDING LAYOUT. CONTRACTOR SHALL COORDINATE CITY OF REKW1L'A P.U.D. IN T LL: 1 1 0 "010" CUT -IN TEE 1 -10" GATE VALVE (MJ) INSTALL: 1 -10" 22 1 2' BEND (MJ) CONC. BLOCKING _.. BRNDWG SITE PLAN IMPROVEMENT UN' INSTALL: 1- 10 "x8" TEE MJxMJ) 1 -10" GATE VALVE 1 -8 GATE VALVE 21 LF ,$ ". FIRE LINE .... CONC. BLOCKING . . AND: TOP OF FINISHED GRADE ................ ......... INSTALL: 7 LF 10" D.I. CL 52 W EXISTING PARKING EXISTING PARKING 1 " =30' EXISTING BUILDING FF = 22.9 E • EXISTING 0 ' BUILDING FF = 22.9 BEST I3UY 45,000 S.F. EXISTING BUILDING FF = 22.9, EXISTING BUILDING FF = 22.9 EX. 10" WATER EXISTING BUILDING FF' = 23.4 ADJUST RIM _ .. _T!,_FI N: IE =11.12 (NEW 8" S, IN) NEW BUILDING E AR EX WATER SERVICE TO BUILDING TO REMAIN EX. TEE W GATE VALVE X. 6 "'SS ((20 BE REMOVED IX 6 SS (TO BE REMOVED) EXISTING POWER AND GAS TO BE RELOCATED EX.' 6" S5 (TO BE REMOVED) EXISTING GAS METERS TO BE RELOCATED EXISTING WATERMAIN TO BE REMOVED EX. 6" SS (90 BE REMOVED) EXISTING CB TO BE REMOVED CONTRACTOR SHALL COORDINATE WITH MECHANICAL PLANS FOR FIRE SPRINKLER CONNECTION. NEW LOADING DOCK � X. 6 SS TO [S REMOVED) sami- l(ALIJUSLRIM..D_EINAL PAVEMENT GRADE) = PVC N.. 98 6" PVC 5E=18.18 NEW IE 8" PVC NE-18.08 :90 MIA CH H EX EX. 6" SANITARY SEW TO BE ABANDONED AND PLUGGED UPSTREAM AND 'DOWNSTREAM MANHOLE 0 WATETO OH D AND EX. F.H. TO REMAIN SANITARY SEWER AND WATERMAIN MODIFICATION PLAN 1 EX. 10" WA 1 I 1 ' ' 6 EX. FH = `2.29 Y.. FIRE _C':T0 -1 STRUCTURE hiYDRAH! • Kr 21% SB755'02'E 1405.00' EX. 6" VERT. CURB AND fU1TER -� t'1R6'DE.: NOTE: 1) CONTRACTOR TO MAINTAIN FIRE SERVICE TO ADJACENT, BUILDINGS AT ALL TIME DURING CONSTRUCTION. 2.) CONTRACTOR SHALL COO71,INATE' WITH MECHANICAL ENGINEERING PLAN FOR NEW WATER AND SEWER SERVICE TO BUILDING. MINKLER BLVD: - UTILITY CROSSING PROFILE SCALE 1" =30' HORIZONTAL 1 " =5' VERTICAL INSTALL: PROPOSED GRADE 0 SEWER ROFILE 63 F.:" `VC SCR_ 5 . .... .... .:. • ,,;. ...... :. . .. . ' ..: .213 ,LF .tO . DIL W ® ® NEW X12 52 STORM / r 62'LF iQ D �® .: 48 52 W • 0 1,/ .:. CL. 52 W ..:: 4 . SSMH + !. tE 6.59 1 =2. .. ... .... .. ... Et6 ":PVC w 16.16 NEW SSMH E 8 P.VC N 17 98. E 6 PVC 1816 RIM 21'50 E 6 PVC •SE 1818 IE 17.45.($ WS; IN} IE 17.35 (B N OUT) NEW IE. 8" NE 18.08 .. PAVEM GRA E ;FINAL ;' ADJUST: RIM EL. IJBUTY cROBSINC3 0.17. EW'Er SEWER) T.O.P. EL= 1 6.43 (NOV 10 WATER) ... OIIJJTRACTOR SHALL MAINTAIN MIN. 18" OCFARANCE AT CROSSING. ,J aTTE 9 40 413 584 1 -1 Q" x 6" TEE (MJxFL) 1 -6' GATE VALVE (FLxMJ) 10 LF 6" D.I. EXTENSION 1 -5 1/4" MVO FH ASSEMBLY CONC. BLOCKING 1€ 15:85 NEW 12 STORM O.P. EL= 15.35 (NEW 8" SEWER) MAINTAIN MIN 5 VERTICAL . CLEARANCE ........ .. , . . CONTRACTOR SHALL MAINTAIN MIN. 1U' HORIZONTAL CLEARANCE : BETWEEN NEW s :SEWER:AND NEW 1a " .:WATER CONTRACTOR SHALL USE DEFLECTION IN NEW 10' D.I. CL 52 WATER PER MANU 'S SPECIFICATIONS TO ACHIEVE VERTICAL PER: IN PROPOSED OPOSED WATERMAIN. APPROVED FOR CONSTRUC77ON BY CITY ENGINEER DATE EASEMENT P OF LAND PURPORTEDLY 3 -4305 TO THE C !IL BY 1I5t1?UMEI3 RECORDED UNDER REC. N0. VEHICULAR .ACCESS TO ABUTTING PROPERTIES ALLOWED PER 313 OF TUKWILA RESOLUTION AT. SEE: HILL::: REPORT FOR PAM' ICU I._-+.I..S. 1 •-10'''TEE -10 GA ALVE..F xMJ) 10"; ADAPTOR (FLxMJ) CONC.; BLOCKING :: CONTRACTOR TO; FIELD: LOCATE 'EX: WATERMAIN. S5 I0 8' PVC W= 11.12. IE 8' PVC N =11.02 ._.. 1E =11 12 (NEW: $ °: S, IN) (ADJUST RIM'EL.' TO FINAL PAVEMENT GRADE) LL 0 O L co co o' O N ec yy O o Q o a 0 M w w co o O LO W r. > m O1 o � a o CITY OF TUKWILA EROSION CONTROL NOTES: 1. EROSION CONTROL MEASURES SHALL BE IN PLACE PRIOR TO THE BEGINNING OF CONSTRUCTION. THE PROJECT ENGINEER AND THE CITY SHALL INSPECT AND APPROVE THE INSTALLATION OF EROSION CONTROL MEASURES PRIOR TO BEGINNING CONSTRUCTION. 2. EROSION CONTROL MEASURES ARE NOT UNITED TO THE ITEMS ON THIS PLAN. THE CONTRACTOR IS RESPONSIBLE FOR THE INSTALLATION AND MAINTENANCE OF ALL EROSION CONTROL MEASURES. NO SILTATION OF EXISTING OR PROPOSED DRAINAGE FACILITIES SHALL BE ALLOWED. CARE SHALL BE TAKEN TO PREVENT MIGRATION OF SILTS CO . OFF -SITE PROPERTIES. 3. THE CONTRACTOR SHALL MAKE DAILY SURVEILLANCE OF ALL EROSION CONTROL MEASURES AND MAKE ANY NECESSARY REPAIRS OR ADDITIONS TO THE EROSION CONTROL MEASURES. THE CONTRACTOR SHALL PROVIDE ADDITIONAL EROSION CONTROL MEASURES AS DETERMINED NECESSARY BY THE CITY INSPECTOR. AND /OR THE PROJECT ENGINEER. 4_ DURING THE WET SEASONS, NOVEMBER TO MARCH, ALL DISTURBED SOILS SHALL BE STABILIZED WITHIN 48 HOURS AFTER STOP OF WORK. EROSION CONTROL. MEASURES SHALL INCLUDE, BUT ARE NOT LIMITED TO COVERING THE AFFECTED AREA INCLUDING SPOIL PILES WITH PLASTIC SHEETING, STRAW MATTING, JUTE MATTING, STRAW MULCH, OR WOOD CHIPS. SEEDING OF THE DISTURBED AREAS SHALL T PLACE AK_ LACE AS WEATHER PERMITS. 5. ALL SEEDED OR SODDED AREAS SHALL BE CHECKED REGULARLY TO MAKE SURE VEGETATIVE COVERAGE IS COMPLETE. AREAS SHALL B REPAIRED. RESEEDED, , AND FERTILIZED AS REQUIRED. 6. TRACKING OF SOIL OFF -SITE WILL NOT BE ALLOWED. IF ANY SOIL IS TRACKED ONTO A CRY STREET IT SHALL BE REMOVED BY THE END OF THAT WORKING DAY. ANY FURTHER TRACKING OF MUD WILL THEN BE PREVENTED BY SWEEPING OR WASHING OF THE VEHICLE DUES BEFORE DRMNG ON A CITY STREET. 7. NO MORE THAN 500 LF OF TRENCH ON A DOWNSLOPE OF MORE THAN 5 PERCENT SHALL BE OPENED AT ONE TIME. B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. 9. TRENCH DEWATERING DEVICES SHALL BE DISCHARGED IN A MANNER THAT WILL NOT ADVERSELY AFFECT FLOWING STREAMS, DRAINAGE SYSTEMS, OR OFF -SITE PROPERTIES. 10. ALL STORM SEWER INLETS RECEMNG RUNOFF FROM THE PROJECT DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER WILL BE FILTERED BEFORE ENTERING THE CONVEYANCE SYSTEM. 11_ ALL OFF -SITE CATCH. BASINS IMMEDIATELY ADJACENT TO THE SITE SHALL BE PROTECTED FROM SILTATION. 12. ALL DISTURBED AREAS SHALL BE SEEDED OR SODDED UPON COMPLETION OF WORK. THE CONTRACTOR SHALL BE RESPONSIBLE TO ENSURE THAT COMPLETE 'COVERAGE OF THE DISTURBED AREAS IS PROVIDED AND THAT GROWTH OF JFIE- VEG- TATION IS MAINTAINED. CITY OF TUKWILA / GRADING GENERAL NOTES 1. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH THE "STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION," WASHINGTON. STATE DEPARTMENT OF TRANSPORTATION AND AMERICAN PUBLIC WORKS ASSOCIATION. WASHINGTON STATE CHAPTER, 1994 EDITION. TOGETHER WITH THE. LATEST EDITION OF THE CITY OF TUKWILA ENGINEERING STANDARDS. 2. AN APPROVED COPY OF THESE PLANS MOOT BE ON SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 3. IT SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN STREET USE AND ANY OTHER RELATED PERMITS PRIOR TO ANY CONSTRUCTION. ACTIVITY IN CITY RIGHT -OF -WAY. 4. PRIOR TO ANY CONSTRUCTION ACTIVITY, THE CITY OF TUKWILA :ENGINEERING DEPARTMENT (433 -1850) MUST BE CONTACTED FOR A PRECONSTRUCTION MEETING. 5. ALL LOCATIONS OF EXISTING UTILITIES SHOWN HEREON HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY - OF THE - CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY.. OF. ALL. UTILITY LOCATIONS SHOWN, AND TO FURTHER DISCOVER AND AVOID ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. THE CONTRACTOR SHALL CONTACT THE UTILITIES UNDERGROUND .LOCATION. SERVICE (1 -800- 424 -5555) PRIOR TO CONSTRUCTION. THE OWNER OR HIS REPRESENTATIVE SHALL BE IMMEDIATELY CONTACTED IF A UTILITY CONFLICT EXISTS. 6. THE TEMPORARY EROSION /SEDIMENTATION CONTROL FACILITIES.. SHALL BE CONSTRUCTED PRIOR TO ANY GRADING OR EXTENSIVE LAND CLEARING IN ACCORDANCE N WITH THE. APPROVED TEMPORARY .EROSION /SEDIMENTATION' CONTROL PLANS. THESE FACIUTIES MUST BE SATISFACTORILY MAINTAINED UNTIL CONSTRUCTION AND LANDSCAPING LS COMPLETED AND THE POTENTIAL FOR ON -SITE EROSION HAS PASSED. 50.0; 45.0 . 40.0. 35.0 SILT FENCE" SECTION A -A FILL AREA FINSHED GRADE CO SECTION. APPROX. EX GROUND SURFACE 'IQ SECTION ETHAN ALLEN T.E.S.C: POND T.E.S.C. AND CONSTRUCTION CITY OF TUKWILA GENERAL NOTES: 1. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH THE "STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION," WASHINGTON STATE DEPARTMENT OF TRANSPORTATION AND AMERICAN PUBLIC WORKS ASSOCIATION, WASHINGTON STATE CHAPTER, 1994 EDITION. TOGETHER WITH THE LATEST EDITION OF THE CITY OF TUKWILA ENGINEERING STANDARDS.: 2. AN APPROVED COPY OF THESE PLANS MUST BE ON SITE WHENEVER CONSTRUCTION IS IN PROGRESS 3. IT SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN STREET USE AND ANY OTHER RELATED PERMITS PRIOR TO ANY CONSTRUCTION ACTIVITY IN CITY RIGHT -OF -WAY. 4. '.PRIOR TO ANY .CONSTRUCTION ACTIVITY, THE CITY OF TUKWILA ENGINEERING DEPARTMENT (433 -1850) MUST BE CONTACTED FOR A PRECONSTRUCTION MEETING. 5. ALL LOCATIONS OF EXISTING': UTILITIES SHOWN HEREON HAVE BEEN ESTABLISHED' BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE'. ONLY AND NOT NECESSARILY COMPLETE. IT. IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL LOCATIONS SHOWN, AND TO FURTHER DISCOVER AND AVOID ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY AFFECTED BY THE IMPLEMENTATION. OF THIS PLAN. THE CONTRACTOR SHALL CONTACT THE UTILITIES UNDERGROUND LOCATION SERVICE (1- 800 - 424 -5555) PRIOR TO CONSTRUCTION. THE. OWNER OR HIS REPRESENTATIVE SHALL BE IMMEDIATELY CONTACTED IF A UTILITY CONFLICT EXISTS 6. THE SITE WORK IMPROVEMENTS SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED PLANS WHICH ARE ON FILE IN THE ENGINEERING DEPARTMENT. ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIRE APPROVAL FROM THE PROPER AGENCY. 7. THE CONTRACTOR SHALL KEEP PARKING LOTS AND STREET CLEAN AT ALL TIMES BY SWEEPING. WASHING OF ANY TRAVELED SURFACE WILL NOT BE ALLOWED. 8. ALL PIPE BEDDING SHALL CONFORM TO WSDOT /APWA SECTION 9- 30.7(1)B FOR ALUMINUM AND P.V.C. PIPE, AND SECTION 9- 30.7(1)A FOR CONCRETE PIPE. ALL TRENCH BACKFILL SHALL BE COMPACTED TO 92 PERCENT MINIMUM DRY DENSITY PER A.S.T.M. D- 1557 -70. 10. PRIOR TO OCCUPANCY, THE PERMANENT STORM DRAINAGE SYSTEM MUST BE CLEANED OUT BY PUMPING. (DO NOT PUMP OR DISPOSE INTO ANY OTHER STREAM, STORM SEWER, OR SANITARY SEWER SYSTEM.) 8. UNLESS OTHERWISE NOTED, ALL ELEVATIONS SHOWN IN PAVED AREAS ON THE PLANS ARE TOP OF PAVING. 9. IMMEDIATELY FOLLOWING FINISH GRADING, ANY DISTURBED AREAS NOT SPECIFIED FOR PERMANENT LANDSCAPING SHALL BE SEEDED AND STABILIZED WITH PERMANENT VEGETATION, CONSISTING OF RAPID, PERSISTENT, AND LEGUME GRASSES (MINIMUM 80# PER ACRE). THIS IS TO INCLUDE: 20 PERCENT ANNUAL PERENNIAL OR HYBRID RYE GRASS - 40 PERCENT CREEPING RED FESCUE 40 PERCENT WHITE CLOVER 10. THE SITE WORK IMPROVEMENTS SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED PLANS WHICH ARE ON FILE IN THE ENGINEERING DEPARTMENT. ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIRE APPROVAL FROM THE PROPER AGENCY. THE CONTRACTOR SHALL KEEP PARKING LOTS AND STREET CLEAN AT ALL TIMES BY SWEEPING. WASHING OF ANY TRAVELED SURFACE WILL NOT BE ALLOWED. 12. ALL PARKING AND DRIVEWAY AREAS TO HAVE POSITIVE DRAINAGE T0. COLLECTION /CONVEYANCE SYSTEMS OR OVERLAND SHEET DRAIN AREAS AT : ONE PERCENT. MINIMUM SLOPE; PLAN DETAILS SHALL NOT SUPERSEDE THIS REQUIREMENT.. 13'. OPEN -CUT ROAD CROSSINGS FOR UTILITY TRENCHES ON EXISTING TRAVELED ROADWAYS SHALL BE BACKFILLED IN ACCORDANCE'. WITH CITY OF TUKWILA, WSDOT /APWA STANDARD PLAN B -11, AND MECHANICALLY COMPACTED. CUTS INTO THE EXISTING':' ASPHALT SHALL BE NEAT -LANE CUT WITH SAW IN A CONTINUOUS LINE. A TEMPORARY COLD. MIX PATCH MUST BE PLACED IMMEDIATELY AFTER BACKFILL AND COMPACTION. I' A PERMANENT HOT MIX PATCH SHALL BE PLACED WITHIN 30 DAYS AND SHALL BE THE THICKNESS' THE ORIGINAL ASPHALT OR THREE '(3) INCHES, WHICHEVER IS GREATER. 14. EXTRUDED CEMENT CONCRETE CURBS AROUND. ASPHALT EDGES SHALL BE CONSTRUCTED PER DETAIL T. ES.0 PO D= SLOPE TO RE. TREATED PER TEMPORARY EROSION CONTROL SPECIFICATION WITH HYDROSEED MULCH PLASTIC:COVERY; 2'• HIGH BERM COMPACTED 'FTC .D5%: MAX'.; DRY DENSITY 5' SILT FENCE CLEANOUT GATE WOOD POST ALT: STEEL FENCE POSTS FILTER FABRIC, MATERIAL 2 "x2 "x14 GA. WIRE FABRIC': OR EQUIV. PROVIDE .75" - 1.5 WASHED GRAVEL BACKFILL. IN TRENCH. AND ON BOTH SIDES OF FILTER FENCE FABRIC', ON THE SURFACE FILTER FABRIC MATERIAL 36" WIDE ROLLS. USE STAPLES OR WIRE RINGS TO ATTATCH FABRIC TO WIRE. 2'x2 "x14 GA WIRE FABRIC OR EQUIV. 9. ALL PIPE SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION ACCORDING TO WASHINGTON STATE SPECIFICATION 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 REQUIRED BEDDING MATERIAL TO UNIFORM GRADE SO THAT ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED ON A UNIFORMLY DENSE UNYIELDING BASE. IF THE NATIVE MATERIAL IN THE BOTTOM OF THE TRENCH MEETS THE, - -1 I I -I I I I I -I I -I I :I -I I I- REQUIREMENTS FOR "GRAVEL BACKFILL FOR PIPE BEDDING, ". THE FIRST LEFT OF PIPE BEDDING MAY BE OMITTED, PROVIDED THE MATERIAL IN THE BOTTOM THE TRENCH IS LOOSENED, REGRADED; A. COMPACTED. TO FORM A DENSE UNYIELDING BASE 7. ALL EARTHWORK UNDER PAVING TO BE USED BY VEHICULAR TRAFFIC SHALL BE \ COMPACTED TO MINIMUM 95 PERCENT DRY OPTIMUM DENSITY PER A.S.T.M. D-1557-70 SILT FENCE DETAIL (MODIFIED PROCTOR). JOT TO SCALE 2"x4'' WOOD POSTS, STANDARD OR RETTER, . OR EQUAL ALTERNATE: STEEL FENCE POSTS,. BURY BOTTOM OF FILTER MATERIAL IN. 8''x12" TRENCH NOTES: INVERT EL =17.20 TYPE II -54" FLOW CONTROL MANHOLE NOT TO SCALE SEDIMENT SUMP BURIED FILTER FABRIC SECTION A -A C.S. SILT FENCE DETAIL NOT TO SCALE APPROVED FOR CONSTRUCTION BY CITY ENGINEER DATE ROUND SOLID COVER MARKER "DRAIN" W LOCKING BOLTS. UNLESS OTHERWISED APPROVED BY ENGINEER FRAME AND LADDER OR STEPS OFFSET. SEE PLAN SHEET. FRAME & GRATE ELEVATION PER PLANS RIM -=23.00 CONTROL ROD OVERFLOW ELEVATION TO PROVIDE DETENTION AND OIL SEPARATION EL =20.20 PIPE SUPPORT STD GALV. STEEL OR ALUMINUM LADDER /STEPS A) SHEAR GATE, IRON BODY BRONZE MTD OLYMPIC FDY. :STD. B) LEFT GATE, #C /C /I CASCADE LG, CULVERT INC. OR C) OTHER DEVICE APPROVED BY ENGINEER INVERT EL =17.20 RESTRICTOR PLATE W/ DRILLED ORIFICE EL =15.20 DIA.= 11/16 ". 8 r NOTES AND DETAILS FILTER FABRIC FENCE INSTALLATION NOTES 1. THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID USE OF JOINTS. WHEN JOINTS ARE NECESSARY, FILTER CLOTH SHALL BE SPLICED TOGETHER ONLY AT A SUPPORT POST, WITH A MINIMUM 6 -INCH OVERLAP, AND BOTH ENDS SECURELY FASTENED TO THE POST. 2. THE FILTER FABRIC FENCE SHALL BE INSTALLED TO FOLLOW THE CONTOURS (WHERE FEASIBLE). THE FENCE POSTS SHALL BE SPACED A MAXIMUM OF 6 FEET APART AND DRIVEN SECURELY INTO THE GROUND (MINIMUM OF ,30 INCHES). 3. A TRENCH SHALL BE EXCAVATED, ROUGHLY 8 INCHES WIDE AND 12 INCHES DEEP, UPSLOPE AND ADJACENT TO THE WOOD POST TO ALLOW THE FILTER FABRIC TO BE BURIED. 4. WHEN STANDARD STRENGTH FILTER FABRIC IS USED, A WIRE MESH SUPPORT FENCE SHALL BE FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY DUTY WIRE STAPLES AT LEAST 1 INCH LONG, TIE WIRES OR HOG RINGS. THE WIRE SHALL EXTEND INTO THE TRENCH A MINIMUM OF 4 INCHES AND SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL ',GROUND SURFACE. 5. THE STANDARD STRENGTH FILTER FABRIC SHALL BE STAPLED OR WIRED TO THE FENCE, AND 20 INCHES OF THE FABRIC SHALL BE EXTENDED INTO THE TRENCH. THE FABRIC SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE. FILTER FABRIC SHALL NOT BE STAPLED TO EXISTING TREES. 6 WHEN EXTRA STRENGTH FILTER FABRIC AND CLOSE POST SPACING ARE USED, THE WIRE MESH SUPPORT FENCE MAY BE ELIMINATED. IN SUCH A CASE, THE FILTER FABRIC IS STAPLED OR WIRED DIRECTLY TO THE POSTS WITH ALL OTHER PROVISIONS OF STANDARD NOTE 5 APPLYING. 7. THE TRENCH SHALL BE BACKFILLED WITH 3/4 -INCH MINIMUM DIAMETER WASHED GRAVEL. 8. FILTER FABRIC FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED. 9. FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. 2" COMPACTED DEPTH CLASS 'B' A.C.. PAVEMENT 4" COMPACTED DEPTH CRUSHED - ROCK BASE COURSE 00 oaou o 6 o0 0 / 9,6x, Yo° o a ° o ° a o 080 0 0 ° 0 0 0 x °OOO ° nn ��° nay Do m oo 12" SUBGRADE COMPACTED TO 95% TYPICAL PAVING SECTION (ALTERNATIVE: 3" ATB W /2" CLASS 'B' A.C. PAVEMENT) 1) PIPE SIZES & SLOPES, SEE PLANS. 2) . OUTLET CAPACITY NOT LESS THAN COMBINED INLETS 3) METAL PARTS: A) CORROSION RESISTANT OR GAL- , VANIZED OR ALUMINIZED TYPE II, B) IF GALVANIZED STEEL PIPE, HAVE ASPHALT TREATMENT I. 4) FRAME & LADDER OR STEPS OFFSET SO: A) CLEANOUT GATE IS VISIBLE FROM TOP. B) CLIMBDOWN SPACE IS CLEAR OF RISER & CLEANOUT GATE. C) FRAME IS CLEAR OF CURB. 5) STRUCTURE SHALL BE A TYPE II CATCH BASIN MINIMUM. 6" DOWNTURNED ELBOW W/ RESTRICTOR PLATE IE =19.40 ORIFICE DIA.= 11/16" NOT TO SCALE (ALTERNATIVE: 4" ATB W /3" CLASS 'B' A.C. P FILTER FABRIC 3/4" OR LESS WASHED ROCK FILTER OVER FILTER FABRIC A EXTRUDED CONCRETE CURB DETAIL CATCH BASIN WITH GRATE NOTE: 1) DO NOT PLACE FABRIC UNDER GRATE 2) APPLIES W/ SUBGRADE WORK. ONCE CRUSHED ROCK PLACEMENT PROCEDES FOR FINAL PAVING, WRAP GRATE W/ FABRIC MAKING WATER- TIGHT UNTIL FINAL ADJUSTMENT IS COMPLETE O. NOT TO SCALE 1 _ _ I III _ 11 III--I i! I III -111 3" COMPACTED DEPTH CLASS 'B' A.C. PAVEMENT 6" COMPACTED DEPTH CRUSHED - ROCK BASE COURSE 12" SUBGRADE COMPACTED TO 95% HEAVY DUTY PAVING SECTION 3' APART (MAX.) ISOMETRIC PLAN VIEW NOT TO SCALE PERIMETER SEDIMENT SUMP. 2 "x2'54 "(MIN.) WOODEN STAKES, DRIVEN INTO GROUND 18" (MIN.) IN DEPTH " MIN. 0 /n 0 0 0 CC 1- z 0 CS z w CO -J a w 0 0 U) z w N Q Ih N N O N 00 0 00 N r CD CO OD '" 3 CO Ld U, c) O rn 0 co 0 w -J MIN. 2 1/2" 5" 2 1/2" a , a en T� CITY OF TUKWILA EROSION CONTROL NOTES: 1. EROSION CONTROL MEASURES SHALL BE IN PLACE PRIOR TO THE BEGINNING OF CONSTRUCTION. THE PROJECT ENGINEER AND THE CITY SHALL INSPECT AND APPROVE THE INSTALLATION OF EROSION CONTROL MEASURES PRIOR TO BEGINNING CONSTRUCTION. 2. EROSION CONTROL MEASURES ARE NOT UNITED TO THE ITEMS ON THIS PLAN. THE CONTRACTOR IS RESPONSIBLE FOR THE INSTALLATION AND MAINTENANCE OF ALL EROSION CONTROL MEASURES. NO SILTATION OF EXISTING OR PROPOSED DRAINAGE FACILITIES SHALL BE ALLOWED. CARE SHALL BE TAKEN TO PREVENT MIGRATION OF SILTS CO . OFF -SITE PROPERTIES. 3. THE CONTRACTOR SHALL MAKE DAILY SURVEILLANCE OF ALL EROSION CONTROL MEASURES AND MAKE ANY NECESSARY REPAIRS OR ADDITIONS TO THE EROSION CONTROL MEASURES. THE CONTRACTOR SHALL PROVIDE ADDITIONAL EROSION CONTROL MEASURES AS DETERMINED NECESSARY BY THE CITY INSPECTOR. AND /OR THE PROJECT ENGINEER. 4_ DURING THE WET SEASONS, NOVEMBER TO MARCH, ALL DISTURBED SOILS SHALL BE STABILIZED WITHIN 48 HOURS AFTER STOP OF WORK. EROSION CONTROL. MEASURES SHALL INCLUDE, BUT ARE NOT LIMITED TO COVERING THE AFFECTED AREA INCLUDING SPOIL PILES WITH PLASTIC SHEETING, STRAW MATTING, JUTE MATTING, STRAW MULCH, OR WOOD CHIPS. SEEDING OF THE DISTURBED AREAS SHALL T PLACE AK_ LACE AS WEATHER PERMITS. 5. ALL SEEDED OR SODDED AREAS SHALL BE CHECKED REGULARLY TO MAKE SURE VEGETATIVE COVERAGE IS COMPLETE. AREAS SHALL B REPAIRED. RESEEDED, , AND FERTILIZED AS REQUIRED. 6. TRACKING OF SOIL OFF -SITE WILL NOT BE ALLOWED. IF ANY SOIL IS TRACKED ONTO A CRY STREET IT SHALL BE REMOVED BY THE END OF THAT WORKING DAY. ANY FURTHER TRACKING OF MUD WILL THEN BE PREVENTED BY SWEEPING OR WASHING OF THE VEHICLE DUES BEFORE DRMNG ON A CITY STREET. 7. NO MORE THAN 500 LF OF TRENCH ON A DOWNSLOPE OF MORE THAN 5 PERCENT SHALL BE OPENED AT ONE TIME. B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. 9. TRENCH DEWATERING DEVICES SHALL BE DISCHARGED IN A MANNER THAT WILL NOT ADVERSELY AFFECT FLOWING STREAMS, DRAINAGE SYSTEMS, OR OFF -SITE PROPERTIES. 10. ALL STORM SEWER INLETS RECEMNG RUNOFF FROM THE PROJECT DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER WILL BE FILTERED BEFORE ENTERING THE CONVEYANCE SYSTEM. 11_ ALL OFF -SITE CATCH. BASINS IMMEDIATELY ADJACENT TO THE SITE SHALL BE PROTECTED FROM SILTATION. 12. ALL DISTURBED AREAS SHALL BE SEEDED OR SODDED UPON COMPLETION OF WORK. THE CONTRACTOR SHALL BE RESPONSIBLE TO ENSURE THAT COMPLETE 'COVERAGE OF THE DISTURBED AREAS IS PROVIDED AND THAT GROWTH OF JFIE- VEG- TATION IS MAINTAINED. CITY OF TUKWILA / GRADING GENERAL NOTES 1. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH THE "STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION," WASHINGTON. STATE DEPARTMENT OF TRANSPORTATION AND AMERICAN PUBLIC WORKS ASSOCIATION. WASHINGTON STATE CHAPTER, 1994 EDITION. TOGETHER WITH THE. LATEST EDITION OF THE CITY OF TUKWILA ENGINEERING STANDARDS. 2. AN APPROVED COPY OF THESE PLANS MOOT BE ON SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 3. IT SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN STREET USE AND ANY OTHER RELATED PERMITS PRIOR TO ANY CONSTRUCTION. ACTIVITY IN CITY RIGHT -OF -WAY. 4. PRIOR TO ANY CONSTRUCTION ACTIVITY, THE CITY OF TUKWILA :ENGINEERING DEPARTMENT (433 -1850) MUST BE CONTACTED FOR A PRECONSTRUCTION MEETING. 5. ALL LOCATIONS OF EXISTING UTILITIES SHOWN HEREON HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY - OF THE - CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY.. OF. ALL. UTILITY LOCATIONS SHOWN, AND TO FURTHER DISCOVER AND AVOID ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. THE CONTRACTOR SHALL CONTACT THE UTILITIES UNDERGROUND .LOCATION. SERVICE (1 -800- 424 -5555) PRIOR TO CONSTRUCTION. THE OWNER OR HIS REPRESENTATIVE SHALL BE IMMEDIATELY CONTACTED IF A UTILITY CONFLICT EXISTS. 6. THE TEMPORARY EROSION /SEDIMENTATION CONTROL FACILITIES.. SHALL BE CONSTRUCTED PRIOR TO ANY GRADING OR EXTENSIVE LAND CLEARING IN ACCORDANCE N WITH THE. APPROVED TEMPORARY .EROSION /SEDIMENTATION' CONTROL PLANS. THESE FACIUTIES MUST BE SATISFACTORILY MAINTAINED UNTIL CONSTRUCTION AND LANDSCAPING LS COMPLETED AND THE POTENTIAL FOR ON -SITE EROSION HAS PASSED. 50.0; 45.0 . 40.0. 35.0 SILT FENCE" SECTION A -A FILL AREA FINSHED GRADE CO SECTION. APPROX. EX GROUND SURFACE 'IQ SECTION ETHAN ALLEN T.E.S.C: POND T.E.S.C. AND CONSTRUCTION CITY OF TUKWILA GENERAL NOTES: 1. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH THE "STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION," WASHINGTON STATE DEPARTMENT OF TRANSPORTATION AND AMERICAN PUBLIC WORKS ASSOCIATION, WASHINGTON STATE CHAPTER, 1994 EDITION. TOGETHER WITH THE LATEST EDITION OF THE CITY OF TUKWILA ENGINEERING STANDARDS.: 2. AN APPROVED COPY OF THESE PLANS MUST BE ON SITE WHENEVER CONSTRUCTION IS IN PROGRESS 3. IT SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN STREET USE AND ANY OTHER RELATED PERMITS PRIOR TO ANY CONSTRUCTION ACTIVITY IN CITY RIGHT -OF -WAY. 4. '.PRIOR TO ANY .CONSTRUCTION ACTIVITY, THE CITY OF TUKWILA ENGINEERING DEPARTMENT (433 -1850) MUST BE CONTACTED FOR A PRECONSTRUCTION MEETING. 5. ALL LOCATIONS OF EXISTING': UTILITIES SHOWN HEREON HAVE BEEN ESTABLISHED' BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE'. ONLY AND NOT NECESSARILY COMPLETE. IT. IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL LOCATIONS SHOWN, AND TO FURTHER DISCOVER AND AVOID ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY AFFECTED BY THE IMPLEMENTATION. OF THIS PLAN. THE CONTRACTOR SHALL CONTACT THE UTILITIES UNDERGROUND LOCATION SERVICE (1- 800 - 424 -5555) PRIOR TO CONSTRUCTION. THE. OWNER OR HIS REPRESENTATIVE SHALL BE IMMEDIATELY CONTACTED IF A UTILITY CONFLICT EXISTS 6. THE SITE WORK IMPROVEMENTS SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED PLANS WHICH ARE ON FILE IN THE ENGINEERING DEPARTMENT. ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIRE APPROVAL FROM THE PROPER AGENCY. 7. THE CONTRACTOR SHALL KEEP PARKING LOTS AND STREET CLEAN AT ALL TIMES BY SWEEPING. WASHING OF ANY TRAVELED SURFACE WILL NOT BE ALLOWED. 8. ALL PIPE BEDDING SHALL CONFORM TO WSDOT /APWA SECTION 9- 30.7(1)B FOR ALUMINUM AND P.V.C. PIPE, AND SECTION 9- 30.7(1)A FOR CONCRETE PIPE. ALL TRENCH BACKFILL SHALL BE COMPACTED TO 92 PERCENT MINIMUM DRY DENSITY PER A.S.T.M. D- 1557 -70. 10. PRIOR TO OCCUPANCY, THE PERMANENT STORM DRAINAGE SYSTEM MUST BE CLEANED OUT BY PUMPING. (DO NOT PUMP OR DISPOSE INTO ANY OTHER STREAM, STORM SEWER, OR SANITARY SEWER SYSTEM.) 8. UNLESS OTHERWISE NOTED, ALL ELEVATIONS SHOWN IN PAVED AREAS ON THE PLANS ARE TOP OF PAVING. 9. IMMEDIATELY FOLLOWING FINISH GRADING, ANY DISTURBED AREAS NOT SPECIFIED FOR PERMANENT LANDSCAPING SHALL BE SEEDED AND STABILIZED WITH PERMANENT VEGETATION, CONSISTING OF RAPID, PERSISTENT, AND LEGUME GRASSES (MINIMUM 80# PER ACRE). THIS IS TO INCLUDE: 20 PERCENT ANNUAL PERENNIAL OR HYBRID RYE GRASS - 40 PERCENT CREEPING RED FESCUE 40 PERCENT WHITE CLOVER 10. THE SITE WORK IMPROVEMENTS SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED PLANS WHICH ARE ON FILE IN THE ENGINEERING DEPARTMENT. ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIRE APPROVAL FROM THE PROPER AGENCY. THE CONTRACTOR SHALL KEEP PARKING LOTS AND STREET CLEAN AT ALL TIMES BY SWEEPING. WASHING OF ANY TRAVELED SURFACE WILL NOT BE ALLOWED. 12. ALL PARKING AND DRIVEWAY AREAS TO HAVE POSITIVE DRAINAGE T0. COLLECTION /CONVEYANCE SYSTEMS OR OVERLAND SHEET DRAIN AREAS AT : ONE PERCENT. MINIMUM SLOPE; PLAN DETAILS SHALL NOT SUPERSEDE THIS REQUIREMENT.. 13'. OPEN -CUT ROAD CROSSINGS FOR UTILITY TRENCHES ON EXISTING TRAVELED ROADWAYS SHALL BE BACKFILLED IN ACCORDANCE'. WITH CITY OF TUKWILA, WSDOT /APWA STANDARD PLAN B -11, AND MECHANICALLY COMPACTED. CUTS INTO THE EXISTING':' ASPHALT SHALL BE NEAT -LANE CUT WITH SAW IN A CONTINUOUS LINE. A TEMPORARY COLD. MIX PATCH MUST BE PLACED IMMEDIATELY AFTER BACKFILL AND COMPACTION. I' A PERMANENT HOT MIX PATCH SHALL BE PLACED WITHIN 30 DAYS AND SHALL BE THE THICKNESS' THE ORIGINAL ASPHALT OR THREE '(3) INCHES, WHICHEVER IS GREATER. 14. EXTRUDED CEMENT CONCRETE CURBS AROUND. ASPHALT EDGES SHALL BE CONSTRUCTED PER DETAIL T. ES.0 PO D= SLOPE TO RE. TREATED PER TEMPORARY EROSION CONTROL SPECIFICATION WITH HYDROSEED MULCH PLASTIC:COVERY; 2'• HIGH BERM COMPACTED 'FTC .D5%: MAX'.; DRY DENSITY 5' SILT FENCE CLEANOUT GATE WOOD POST ALT: STEEL FENCE POSTS FILTER FABRIC, MATERIAL 2 "x2 "x14 GA. WIRE FABRIC': OR EQUIV. PROVIDE .75" - 1.5 WASHED GRAVEL BACKFILL. IN TRENCH. AND ON BOTH SIDES OF FILTER FENCE FABRIC', ON THE SURFACE FILTER FABRIC MATERIAL 36" WIDE ROLLS. USE STAPLES OR WIRE RINGS TO ATTATCH FABRIC TO WIRE. 2'x2 "x14 GA WIRE FABRIC OR EQUIV. 9. ALL PIPE SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION ACCORDING TO WASHINGTON STATE SPECIFICATION 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 REQUIRED BEDDING MATERIAL TO UNIFORM GRADE SO THAT ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED ON A UNIFORMLY DENSE UNYIELDING BASE. IF THE NATIVE MATERIAL IN THE BOTTOM OF THE TRENCH MEETS THE, - -1 I I -I I I I I -I I -I I :I -I I I- REQUIREMENTS FOR "GRAVEL BACKFILL FOR PIPE BEDDING, ". THE FIRST LEFT OF PIPE BEDDING MAY BE OMITTED, PROVIDED THE MATERIAL IN THE BOTTOM THE TRENCH IS LOOSENED, REGRADED; A. COMPACTED. TO FORM A DENSE UNYIELDING BASE 7. ALL EARTHWORK UNDER PAVING TO BE USED BY VEHICULAR TRAFFIC SHALL BE \ COMPACTED TO MINIMUM 95 PERCENT DRY OPTIMUM DENSITY PER A.S.T.M. D-1557-70 SILT FENCE DETAIL (MODIFIED PROCTOR). JOT TO SCALE 2"x4'' WOOD POSTS, STANDARD OR RETTER, . OR EQUAL ALTERNATE: STEEL FENCE POSTS,. BURY BOTTOM OF FILTER MATERIAL IN. 8''x12" TRENCH NOTES: INVERT EL =17.20 TYPE II -54" FLOW CONTROL MANHOLE NOT TO SCALE SEDIMENT SUMP BURIED FILTER FABRIC SECTION A -A C.S. SILT FENCE DETAIL NOT TO SCALE APPROVED FOR CONSTRUCTION BY CITY ENGINEER DATE ROUND SOLID COVER MARKER "DRAIN" W LOCKING BOLTS. UNLESS OTHERWISED APPROVED BY ENGINEER FRAME AND LADDER OR STEPS OFFSET. SEE PLAN SHEET. FRAME & GRATE ELEVATION PER PLANS RIM -=23.00 CONTROL ROD OVERFLOW ELEVATION TO PROVIDE DETENTION AND OIL SEPARATION EL =20.20 PIPE SUPPORT STD GALV. STEEL OR ALUMINUM LADDER /STEPS A) SHEAR GATE, IRON BODY BRONZE MTD OLYMPIC FDY. :STD. B) LEFT GATE, #C /C /I CASCADE LG, CULVERT INC. OR C) OTHER DEVICE APPROVED BY ENGINEER INVERT EL =17.20 RESTRICTOR PLATE W/ DRILLED ORIFICE EL =15.20 DIA.= 11/16 ". 8 r NOTES AND DETAILS FILTER FABRIC FENCE INSTALLATION NOTES 1. THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID USE OF JOINTS. WHEN JOINTS ARE NECESSARY, FILTER CLOTH SHALL BE SPLICED TOGETHER ONLY AT A SUPPORT POST, WITH A MINIMUM 6 -INCH OVERLAP, AND BOTH ENDS SECURELY FASTENED TO THE POST. 2. THE FILTER FABRIC FENCE SHALL BE INSTALLED TO FOLLOW THE CONTOURS (WHERE FEASIBLE). THE FENCE POSTS SHALL BE SPACED A MAXIMUM OF 6 FEET APART AND DRIVEN SECURELY INTO THE GROUND (MINIMUM OF ,30 INCHES). 3. A TRENCH SHALL BE EXCAVATED, ROUGHLY 8 INCHES WIDE AND 12 INCHES DEEP, UPSLOPE AND ADJACENT TO THE WOOD POST TO ALLOW THE FILTER FABRIC TO BE BURIED. 4. WHEN STANDARD STRENGTH FILTER FABRIC IS USED, A WIRE MESH SUPPORT FENCE SHALL BE FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY DUTY WIRE STAPLES AT LEAST 1 INCH LONG, TIE WIRES OR HOG RINGS. THE WIRE SHALL EXTEND INTO THE TRENCH A MINIMUM OF 4 INCHES AND SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL ',GROUND SURFACE. 5. THE STANDARD STRENGTH FILTER FABRIC SHALL BE STAPLED OR WIRED TO THE FENCE, AND 20 INCHES OF THE FABRIC SHALL BE EXTENDED INTO THE TRENCH. THE FABRIC SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE. FILTER FABRIC SHALL NOT BE STAPLED TO EXISTING TREES. 6 WHEN EXTRA STRENGTH FILTER FABRIC AND CLOSE POST SPACING ARE USED, THE WIRE MESH SUPPORT FENCE MAY BE ELIMINATED. IN SUCH A CASE, THE FILTER FABRIC IS STAPLED OR WIRED DIRECTLY TO THE POSTS WITH ALL OTHER PROVISIONS OF STANDARD NOTE 5 APPLYING. 7. THE TRENCH SHALL BE BACKFILLED WITH 3/4 -INCH MINIMUM DIAMETER WASHED GRAVEL. 8. FILTER FABRIC FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED. 9. FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. 2" COMPACTED DEPTH CLASS 'B' A.C.. PAVEMENT 4" COMPACTED DEPTH CRUSHED - ROCK BASE COURSE 00 oaou o 6 o0 0 / 9,6x, Yo° o a ° o ° a o 080 0 0 ° 0 0 0 x °OOO ° nn ��° nay Do m oo 12" SUBGRADE COMPACTED TO 95% TYPICAL PAVING SECTION (ALTERNATIVE: 3" ATB W /2" CLASS 'B' A.C. PAVEMENT) 1) PIPE SIZES & SLOPES, SEE PLANS. 2) . OUTLET CAPACITY NOT LESS THAN COMBINED INLETS 3) METAL PARTS: A) CORROSION RESISTANT OR GAL- , VANIZED OR ALUMINIZED TYPE II, B) IF GALVANIZED STEEL PIPE, HAVE ASPHALT TREATMENT I. 4) FRAME & LADDER OR STEPS OFFSET SO: A) CLEANOUT GATE IS VISIBLE FROM TOP. B) CLIMBDOWN SPACE IS CLEAR OF RISER & CLEANOUT GATE. C) FRAME IS CLEAR OF CURB. 5) STRUCTURE SHALL BE A TYPE II CATCH BASIN MINIMUM. 6" DOWNTURNED ELBOW W/ RESTRICTOR PLATE IE =19.40 ORIFICE DIA.= 11/16" NOT TO SCALE (ALTERNATIVE: 4" ATB W /3" CLASS 'B' A.C. P FILTER FABRIC 3/4" OR LESS WASHED ROCK FILTER OVER FILTER FABRIC A EXTRUDED CONCRETE CURB DETAIL CATCH BASIN WITH GRATE NOTE: 1) DO NOT PLACE FABRIC UNDER GRATE 2) APPLIES W/ SUBGRADE WORK. ONCE CRUSHED ROCK PLACEMENT PROCEDES FOR FINAL PAVING, WRAP GRATE W/ FABRIC MAKING WATER- TIGHT UNTIL FINAL ADJUSTMENT IS COMPLETE O. NOT TO SCALE 1 _ _ I III _ 11 III--I i! I III -111 3" COMPACTED DEPTH CLASS 'B' A.C. PAVEMENT 6" COMPACTED DEPTH CRUSHED - ROCK BASE COURSE 12" SUBGRADE COMPACTED TO 95% HEAVY DUTY PAVING SECTION 3' APART (MAX.) ISOMETRIC PLAN VIEW NOT TO SCALE PERIMETER SEDIMENT SUMP. 2 "x2'54 "(MIN.) WOODEN STAKES, DRIVEN INTO GROUND 18" (MIN.) IN DEPTH " MIN. 0 /n 0 0 0 CC 1- z 0 CS z w CO -J a w 0 0 U) z w N Q Ih N N O N 00 0 00 N r CD CO OD '" 3 CO Ld U, c) O rn 0 co 0 w -J „ii• • : I i i k, STRANDLER SOUTHCENTER PLAZA MINKLER 35 LF 12” D.I. @0.5% WITH INLET , AND OUTLET PROTECTION TEMPORARY GRAVEL CONE STRUCTURE 20' STORM SEWER'. EASEMENT IE SEE DETAIL THIS SH PROT CTEIY c h f 4 OUS - ee ONFEROUS SANITARY SEWER O 60 1=30' 60 120 SITE VICINITY MAP SCALE: 1" =2400' PER DETAIL SHEET C5 PERIMETER INTERCEPTOR wcO ,N DITCH WITH ROCK CHECK 5 M;S DAMN PER DETAIL of ,. UTILITY CONFLICT NOTE: CAUTION THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE N 1- 800- 424 -5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT BARGHAUSEN CONSULTING ENGINEERS, INC. TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. CONTRACTOR'. SHALL BE FULLY RESPONSIBLE FOR OBTAINING PERMITS FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES FOR REMOVING AND REPLACING ALL SURVEY MONUMENTATION .THAT MAY BE AFFECTED BY CONSTRUCTION ACTIVITY; PURSUANT TO WAC 332 -120. APPLICATIONS MUST BE COMPLETED BY A REGISTERED LAND SURVEYOR. APPLICATIONS FOR PERMITS TO REMOVE MONUMENTS MAY BE OBTAINED FROM THE. WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES, OR BY CONTACTING THEIR OFFICE BY TELEPHONE AT (206) 902 -1190. WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES PUBLIC LAND SURVEY OFFICE 1111 WASHINGTON STREET S.E. P.O. BOX 47060 OLYMPIA, WASHINGTON 98504 -7060 UPON COMPLETION OF CONSTRUCTION, ALL MONUMENTS DISPLACED, REMOVED, OR DESTROYED SHALL BE REPLACED BY A REGISTERED LAND SURVEYOR, AT THE COST AND AT THE DIRECTION OF THE CONTRACTOR, PURSUANT'. TO THESE REGULATIONS. THE APPROPRIATE FORMS FOR REPLACEMENT OF SAID MONUMENTATION SHALL ALSO BE THE RESPONSIBILITY OF THE CONTRACTOR. r SOUTHCENTER MALL CB PROTECTION e N+,.n.PEE LEGEND: EXISTING TYPE II CATCH BASIN EXISTING TYPE I CATCH BASIN EXISTING STORM DRAINAGE LINE EXISTING SANITARY SEWER MANHOLE EXISTING SANITARY SEWER LINE EXISTING WATERMA.IN EXISTING FIRE HYDRANT EXISTING WATER VALVE EXISTING SPOT ELEVATIONS TEMPORARY SILT FENCE TEMPORARY INTERCEPTOR DITCHES WITH ROCK CHECK DAMS Sy -10 "' ,A PLC TEMPORARY 15'x50' CONSTRUCTION ENTRANCE PER LE OVERFLOW ELEV. = 40.0 NOT TO SCALE PLAN 4' -0 K 4' -0' CONC. PAD ELEVATION TEMPORARY SEDIMENT POND OUTLET CONTROL STRUCTURE ETHAN ALLEN T.E.S.C. PLAN � R 24 " CMP PERFORATED STANDPIPE D " -TD" 31' -50' (TYP) f\ N N ) 24" 0 CMP PERF. STANDPIPE 1 "0 NP. AT 10 "0 -C 10 PER ROW TOTAL 40 PERF. 2 " -4" WASHED ROCK GRAVEL CONE SILT FENCE BAFFLE EASMENT 1/ 1! �10' WIDE UG UTILITY EASEMENT EASEMENT, FOR UG WATERLINE 1/ \ \ N N N N N \ ETHAN ALLEN BUILDING IY it tA TONY ROMA'Sl . I l i L:LGl�l_�- 'Gad�L�J it it /1 if it A A it WELD ALL AROUND IE =38.0 MIN. 2" DEAD STORAGE FOR SEDIMENTATION TRAP VERTICAL DATUM NGVD -29 SURVEYOR: BARGHAUSEN CONSULTING ENGINEERS 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251 -6222 I.� PROJECT BENCHMARK TOP OF MONUMENT CASE N. RIM AT INTERSECTION OF MINKLER BLVD. AND ANDOVER PARD WEST. BENCHMARK. F8 CITY OF TUKWILA MEAN SEA LEVEL r i EARTHWORK OUANITIES: CUT: 50 C.Y. FILL: 11,000 C.Y. PARCEL B: LEGAL DESCRIPTION �fs� once Compan ) THAT PORTION OF THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 26, TOWNSHIP 23 NORTH, RANGE 4 EAST, WILLAMETTE MERIDIAN, IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHWEST CORNER OF SAID SUBDIVISION; THENCE NORTH 00'50'36" EAST ALONG THE EAST LINE OF SAID SUBDIVISION, A DISTANCE OF 819.00 FELT TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING NORTH 00'50'36" EAST A DISTANCE OF 495.67 FEET TO THE NORTHWEST CORNER OF SAID SUBDIVISION; THENCE SOUTH 87'55'53' EAST ALONG THE NORTH LINE OF SAID SUBDIVISION A DISTANCE OF 373.22 FEET TO A POINT THAT BEARS NORTH 87'55'53" WEST 286.00 FEET FROM THE CENTERLINE OF SOUTHCENTER PARKWAY; THENCE SOUTH 01'41'39" WEST 54.76 FEET; THENCE SOUTH 04'34'26" EAST 50.16 FEET; THENCE SOUTH 12'28'30" EAST 33.38 FEET TO THE CENTERLINE OF A RAILROAD EASEMENT DESCRIBED IN. INSTRUMENT RECORDED UNDER RECORDING. NUMBER 7711090221; THENCE SOUTHWESTERLY ALONG SAID CENTERLINE ON A CURVETO THE LEFT, THE CENTER OF WHICH. BEARS SOUTH 42'01'11" EAST HAVING A RADIUS OF 410.28 FEET AN ARC DISTANCE OF 341.28 FEET THROUGH A CENTRAL ANGLE OF 4739'34'; THENCE SOUTH 00'19'15" WEST ALONG SAID CENTERLINE A DISTANCE OF 20.72 FEET TO A POINT THAT BEARS NORTH 85'08'34" WEST A DIS(VNCF OF 255.03 FEET TO THE TRUE POINT OF BEGINNING; t EXCEPT THE EASTERLY 11 FEET THEREOF LYING WITHIN SAID RAILROAD EASEMENT 0\Ly RECORDED UNDER RECORDING NUMBER 7711090221; ADJUSTMENT NO. 89- 10 -BLA RECORDED UNDER RECORDING NUMBER KNOWN AS A PORTION OF PARCEL B, CITY OF TUKWILA BOUNDARY LINE ' R 8912270422); TOGETHER WITH EASEMENTS. FOR INGRESS AND EGRESS AS ESTABLISHED IN SAID BOUNDARY LINE ADJUSTMENT RECORDED UNDER RECORDING NUMBER 8912270422 AND ' RESERVED IN STATUTORY WARRANTY DEED RECORDED UNDER RECORDING NUMBER 8912290859 AND AS MODIFIED BY AMENDMENT RECORDED UNDER RECORDING NUMBER 9507210283. CALL BEFORE YOU DIG: 1- 800 -424 -5555 APPROVED FOR CONSTRUCTION BY CITY ENGINEER DATE I EXPIRES 9/23/01 I ID y CC CO 0 I Co LO CO 0 O w J 0 a (0 (0 Co U) OJ 0 to