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Permit D99-0132 - Showalter Middle School - Portable
School Portable Showalter Middle City of Tukwil _ Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 DEVELOPMENT PERMIT WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL APPLICANT IS PROCEEDING AT THEIR OWN Parcel No: 152304 -9164 Address: .4628 S 144 ST Suite No Location: Category :. NSCH Type: DEVPERM Zoning: LDR Con Type: Gas /Elec.: Units: 001 Setbacks: North: Water: .125 Wetlands: Cont.rac.tor License Permit Center Authorized Signature: Signature: Print Na me : _ _._/'(4z'1 e&_ _ c7,B,G /_' This permit shall become null and void 180 days from the date of issuance, or for a period of 180 days from the last Start Time: N°: Private: PERIOD RISK. Permit, No: Sta.tus: Issued:. Expires; EXPIRES, D99- 0132' ISSUED 0.6/11/1999 .12/08/1999. Occupancy:: SCHOOL UBC: 1997 Fire. Protection: AFA East: .0 West: 'Streams: OBBI;C,H169N0 OCCUPANT SHOW'AL %TER MIDDLE'SCHOOL- PORTABLE 46'2.8,: -S 144 ST' TUKWILA', WA 98168. OWNER SOUTH :CENTRAL SCH'' SOUTH 40,6 ,4; S '1.44TH .ST, TUKW,ILA ;WA 98168 CONTACT MARK ROBBINS' ;, `. 818" SW 142 ST, S WA 98188 CONTRACTOR} . ROBB-INS &"CO .. ', .818 =-SW 142 ST, SEATTLE, WA "98166' kk * *•k *** *! * �l* k** 4'**. k• k* * lc* * * * * )!( * *, **,!r. * *•k *** ** *'k* i Permit Description INSTALL .STORAGE . BUILDING .. - 'NO :UTILITIES.: . MOVINGAN OVERSIZED LOAD. PERMIT UNDER A SEPARATE ' 4 APPLICATION' **'k * * * * * * *rl' 4** * k . ** * * *k *. itakk ** * ** * " * * * * **** ********* 4 *k'* *kil *kkk* * * *•k * * * * *•k * *! 3 Construition'Val $ 25',000. PUBLIC. WORKS PERMITS: *(Water Meter Permits Listed Separate) Curb. Cut /,A'ccess /Sid;ewalk /CSS: N 'Afire Loop. Hydrant: N Flood Control Zone: N Hauling: N Start Land Altering: N Landscape Irrigation: N Moving Overs i ed Load: N Sanitry Side Sewer: N Sewer Man Extension: N Storm Drainage: N Street Use: N Water Main Extension: N Private: N Public: one: 206 - 901 -8000 hone 206- 244 -1023 '`Ph 2.06 244 -1023 k * * * *** * ** *Ale** * *k`•k * * *"k*** *•k•kk***t Cut: Eng. Appr: Size(in) :, Enii Time: Fill: End :: Time: Public: .00 N ***' k****' k' k' k****• k*• k 'k *'k * * * *' *.'k* *'kk *•k'k * *'k k'k ** * * * * * * * tk'k'k,k *.k k *•k* *'k * * * *•k * * *•k* k * * * * * *'k'k'k'A TOTAL DEVELOPMENT PERMIT FEES :';: 650.06 ********k**** k**** k******k****• k***** ************ k** * ***'k * * **k*°*** *k** *k*•k ** e).92(2)`-- Date l,Q -4V I hereby certify that. I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development permit. Date: G///q q if the work is not commenced within if the work is suspended or abandoned inspection. •L K.a•u.+n1 CITY OF : TUKWILA. Address.: .4628 S 144 ST Permit No: 1)99 -0132 Suite: Tenant Status: ISSUED Type: DEVPERM Applied: 04/21/1999 Parcel `. #: 152304 -9164 Issued: 06/11/1999 %• k k` k**' k k*• kk• k• k• k• k• kilk• k• k k• k• k• k• k• k* it k• k• k' kA• k• k*• kk• k• kk• kk• kk kk• k• k• k• k• k• k• k• k• k• k• k• k •k*•kk•kk•k•k•k'k:kk*•k*A Permit Conditions,: 1 No '.changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division: All permits". inspe;ct.ioneto i ds, ".:and',appr:oved plans shall be ,available at the job ite` prior to the start of any con- struction. These 1 ,documents are to be mainteir ed'. " and avail- able until final inspectiOn "approval is granted Electrical mits shall; be obtained' through the Washington State Division of ,Labor `andIndustr iec and ",all electrical !work wit l' be inspected by that agency (24 (630) . Plumbing : permits shall be obtained through the Seattle -t;ing 'County; Department of • Puh l i c ` :f-Eea l th;. -. P l umb i n3 wi i l be inspected ,by that agency, ircl ud i ng, all gas piping l296- 4722 ?,. All imechani`cal ,work shall be under separate permit issued by the' Cityot Tukwila Al 1 construct ion to be , done :i in conformance with approved plans, and "requirements of the Uniform B u i l d i n g Code, ( 1997.... Ed.i'tion) as amended, Un itor;rir Mechanical - Code (1997 Edition), and , Washington -State Energy Edition). Validity of Permit. The issuance of a permit or approval plans; specifications, and computations shall not be con- ,strued to be 'a permit tor, or an approval ot, any violation of iany of the provisions of the building code or of any other ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the .provisions of.this code ` be valid. L. :Temporary erosion control measures <shall be implemented as the first order of business to prevent sedimentation off- :site 'or; into existing, storm drainage facilities 9 . Th s i t e Shall have ,permanent erosion "control measur?a in place as :soon as possible after final, grading has been completed end :prior to the _Final Inspection. 10. Prior to moving the "building,an - site, "a copy of the WSDOT .moving permit, route' -map and proposed'moving schedule shall be submitted to the City Development /Permits. Engineer for validation. NO MOVING ACTIVITY:, SHALL :BE""COMMENCED UNTIL THIS VALIDATION HAS BEEN FORMALLY RECEIVED OR THE MOVER HAS CONTACTED THE .DEVELOPMENT /PERMIT': ENGINEER AT (2.06) 433 -0179 TO VERIFY THE SAME. If a WSDOT permit has not been approved for the move, a City permit will need to be applied for. 11. MOVING AN OVERSIZED LOAD PERMIT REOUIRES A SEPARATE MISCELLANEOUS PERMIT APPLICATION WITH: a) copy Of of Certificate of Insurance coverage (minimum 1,000,000) naming CITY OF TUKWIALA AS ADDITIONAL INSURED. 12. b) $5,000 bond made out to the City of Tukwila for possible property damages caused by activities. 1 c) Eus i ness License with the City of Tukw i l a, app l i cant shall contact City Clerk's office, fee $50.00, 14_ d} route map. • Project Name/Tenant: Tukwila School District Existing use: ❑ Retail Cl Restaurant ❑ Multi- family El Warehouse ❑Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Value of Construction: 25,000 Site Address: 4628 S. 144th City State /Zip: Tukwila. WA 98168 T�F rc Nuer: G l / w 4 �LJ Property Owner: Tukwila School District Area of Construction: North of main school Phone: (206)901 - 8000 Street Address: , City State /Zip: Fax #: 4640 S. 144th Tukwila, WA 98168 (206)901 - 8016 Contractor: Phone: Robbins & Company (206)244 -1023 Street Address: City State /Zip: Fax #: 818 S.W. 142nd St. Seattle, WA 98166 (206)241 -9101 Architect: Phone: Modern Building Systems (503)749 -4949 Street Address: City State /Zip: Fax #: 9493 Porter Rd. Aumsville, OR 97325 (503)749 - 4950 Engineer: Phone: Modern Building Systems (503) 749 -4949 Street Address: City State /Zip: Fax #: 9493 Porter Rd. Aumsville, OR 97325 (503)749 -4950 Contact Person: Phone: Mark Robbins (206)244 -1023 Street Address: City State /Zip: Fax #: 818 S.W. 142nd St. Seattle, WA 98166 (206)241 - 9101 Description of work to be done: Install storage building Existing use: ❑ Retail Cl Restaurant ❑ Multi- family El Warehouse ❑Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Proposed use: ❑ Retail ❑ Restaurant El Multi - family ❑ Warehouse ❑Hospital ❑ Church El Manufacturing ❑ Motel /Hotel El Office ❑ School /College /University ® Other storage no Will there be a change of use? El yes CI no yes, extent of change: storage only Existing fire protection features: ❑ sprinklers ® automatic fire alarm ❑ none El other (specify) Building Square Feet: 1792 existing 1,792 new Area of Construction: North of main school Will there be storage of flammable /combustible hazardous material in the building? Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating ❑ yes ® no quantities & Material Safety Data Sheets New Commercial / Addition / Multi - Family Permit Application CITY OF Tl WILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 Pr ftbct: Numbed • Permit NuMbett 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 ❑ Fire Loop /Hydrant (main to vault) #: ❑ Flood Control Zone ❑ Hauling ❑ Land Altering 0 Cut cubic yds. El Moving an Oversized Load: Start Time: End Time: ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Meter /Exempt It: Size(s): 0 Deduct 0 Water Only ❑ Water Meter /Permanent # Size(s): RECEIVED ❑ Water Meter Temp it Size(s): Est. quantity: gal Schedule: CITY OF TUKWILA ❑ Miscellaneous APR 2. 1 1999 Size(s): 0 Fill cubic yds. Value of Construction - In all cases, a value of construction amount should be entered by the applicant. ikhit 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 a�pfe Date _application expires: � ApplIca on taken by: (Initials) 1 PLEASE SIGN BACK OF APPLICATION FORM NCPERMIT.DOC 1/29/97 • BUILDING OWNER OR AUTHORIZED AGENT: Signature: � /�` �j Date: / 79 Print name: /j?, j< (9fs /3 / Phone: 6 -2 %/ / /d-2 Fax # : (0 _ rRoe. _ 9/ 01 Address: r ,i.Jo ,..?/, City /State /Zip: ALL NEW COMMERCIAL /ADDITION /MULTI - FAMILY PERMIT APPLICATIONS MUST. BE SUBMITTED WITH THE FOLLOWING: • ALL DRAWINGS TO BE STAMPED b 1 WASHINGTON STATE LICENSED ARCHII"ECT, 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 • ❑ ✓Copy of recorded Legal Description from King County ❑ ❑ Certificate of water /fire flow availability (Form H - 11a). Contact the Public Works Department (206) 433- 0179 for servicing district. ❑ ❑ Certificate of sewer availability (Form H -11). Contact the Public Works Department (206) 433 -0179 for servicing district. ❑ ❑ 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). Five (5) sets of working drawings, which include : ❑ ❑ Site Plan 1. North arrow and scale. 2. Existing and proposed utilities and existing hydrant location(s). 3. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements. 4. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions. 5. Location of driveways, parking, loading & service areas, with parking calculations & location & type of dump - ster recycling screening. 6. Location and screening of outdoor storage. 7. Limits of clearing /grading with existing & proposed topography at 2' intervals extending 5' beyond property's boundaries, erosion control measures & three buffer protection measures. 8. Identify location of sensitive areas slopes 20% or greater, wetlands, watercourses and their buffers (TMC 18.45.040). 9. Identify location and size of existing trees, note by size and species those to be maintained and those to be removed. 10. Landscape plan with irrigation: Existing trees to be saved by size and species. Proposed: Include size, species, location and spacing. Location of service areas and vault with proposed screening. 11. Location of high water mark of the Green /Duwamish River if site is located within 200' of the high water mark. 12. Lowest finished floor elevation (if flood control zone permit required). 13. Civil plans to include size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. 14. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H -9). ❑ El v Vicinity Map showing location of site Cl r Tr Building Elevations (Include dimensions of all building facades and major architectural elements) IN ❑ Mechanical Drawings El NY Structural Drawings (detail otsprinkler- hangers pipe! -duct - &-vent - penetrations -in -structure) rF,t, bAl' l s S CI ? CI M Architectural drawings 5O& A �aSf 2hMP , Specifications (if separate document) ' Cl L` l Structural Calculations • V AT t 1 ���� -b � ❑ Sprinkler structural calculations indicating Toad of water - filled sprinkler piping ( Ps.. P ❑ Height Analysis CI 60 Soils Report stamped by Washington State licensed Geotechnical Engineer ❑ 9, ❑ Topographical and Boundary Survey ,t❑ 2 El Tree Coverage Analysis (Multifamily only ) 0J ❑ Washington State Energy Code Data and Non - Residential Energy Code Compliance Form H -7 17( El Completed Land Use Applications if not previously submitted (Le. SEPA, BAR, Variance, Shoreline or / Tree permit) ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions L`f ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Pub- lic Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) ❑ ❑ Copy of Washington State Department of Labor and Industries valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. 1 HEREBY CERTIFY THAT I 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 I AM AUTHORIZED TO APPLY FOR THIS PERMIT. NCPERMIT.DOC 1/29/97 * * rF4 . * ***- �4,k #�sA• *** * * * *'•k.k, eh*44k.** *�4*** *h,L * *k** *k*.* * *k• *A.k *n *•A CITY OF TU ;KWIL'A, 'WA f P•tii�5�i11. I � ' •k' * 1 * A :k * A •k k A•,i ,ti• * *:,1 •k *• k �r it • .**v**** 1• A• • his l< A• •k •k A k �• .1'* 4 k h 4• A* •k •k A* k• :k •k •h TRANSMIT :Nu.mberr: R9060003 .Amount: 650:06 06/11/99 15 :,40 y.K uA.a�r } . Pavment Method: CHECK' Notation: ROBBINS & CO Init: TLI3 Permit No: D99-0132 Type: DEVPEI ;M DEVELOPMIiN•1 PEffl4t•r' Parcel No 1523p4-9164 'Site Address: 4h23 b t44 ST Total .Fees: 690~06 tti,r0w06 Total ALL pmts: 650.06 Balances .00 •** *o5 * **•**A *7 *4A* **0***A *'A*A dsf5*i &* ** *:5 *•***t **.1*s1 a' %0 * ** * }75A Description Amount BUILDING NONRES 391.25 PLAN CHECK - NONRES 254.31 STATE BUILDING SURCHARGE 4.50 This'.,Ptyment Account Code 000/322.100 000/345.030 000/306.904 :4131 06/14 9717 TOTA14 Pgi ali.er tit i JAI, sc Type of Inspection: F;mo I Address: 2 11028 S. )1-1 +k St Date called: 5-1S-00 Special instr ctions: 1„, ee l- t ra Oh 06 @ 2:3O i) in 're 4s peTw\14-s Date wanted: a.m. 5-16-00 41 0 Requester:—.3 Phone: 2.06- zsklous INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit -013 PERMIT NO. (206)431-3670 g ELI Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: es" /e4'; / 1:1 $47.00 REINSPECTION g REQUIRED. Prior to inspection, fee must at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: , Alt a 10;tr.-• • -•• 4 • 4 ' ' 11 • • r •• INSPECTION RECORD Retain a copy with permit • INSPECTION NO , Cili BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431-3670 ci tw-he_ Project. Address: Special instructions: ,• Type of Ins ection: Date ,tegt ca led: Date wanted: • 4 91 Requester: Phone: .Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: • ID $47.00 REINSPECTION E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. R eceipt No: Date: INIMENtit77:?;4#1;:+1,41A■'74 , Pr Ty pl Il g Addr c. 0 , 3 , , / v-vit is i. Date called: l Special instructions: Date wanted: Requester: Mit Phone •. • INSPECTION RECORD Retain a copy with permit ' INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION ., 6300 Southcenter Blvd, #100, Tukwila, WA 98188 .• • PERMIT Na (206)431-3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: *.1 El $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: • P ctt: ib Ty, of Ins .ecti n:. --7� Ad ess 5 r lii _ S Date :lied: Special instructions: Date wanted: (.0///,, a a.m.., Requester // PhonR040-- V 3 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION CITY OF TUKWILA BUILDING DIVISION ;6300 Southcenter Blvd, #100, Tukwila, WA 98188 COMMENTS: "r Aso 76-6 'k( '4 r- ' to /46.P G7 G ge.cpe z b J • Ins )14./ / - S4 .00 REINSPECTION EEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection. Receipt No: Date: • PERMIT NO. (206)431 -3670 c orrections required prior to approval. MODERN BUILDING SYSTEMS, INC. 9493 Porter Rd. SE P.O. Box 110 AUMSVILLE, OREGON 97325 (503) 749-4949 Fax (503) 749-4950 • • " SHEET NO CALCULATED BY CHECKED BY SCALE • DATE DATE • cALLAIL 0 5 2.5 Arv-10 B25 ?-44-47-6 - 46,1•Aot% • • •. • • • .• • • „.... .■ ' • .. I• • • ' • • . . 1" • • .-;• • ••• : .t . • RECEIVED, ". CITY OF .TUKVVILA .„ • - -. • • • • • , • • • • ."... PERiAIT CENTER '• • ; • , I • • . • ■1. 1 1 ) —• • 1;3 •• oe• - 1"'' ti'urart D9q- 7 c; 1 1 4E 11 i 1 ' Izo3vF Q MODERN BUILDING SYSTEMS, INC. 9493 Porter Rd. SE P.O. Box 110 AUMSVILLE, OREGON 97325 (503) 749-4949 Fax (503) 749-4950 G qz M IP r- -PAt 1. [3 bte 10(1•Z5111.5 ' B 1-10 = 97 LL' 1.2.5I1•ZS\ log( P 0375 (3?- V537Pz 03 P ,�r= 1.zs(3L\ (s3zuu zlz_eo'� Pf41_ 116 8 1ZsC1 .33') 4 1u6 L r7 (tom m 5 (a 8? ( 8 1 1 t 1.1)1 is P. , X 3 So ! 113 Mx 1351(44 c / \1-I.`- \%4(It\ / lebo(I, BG I' Z.4.1 w.3 L 5 t,c,nss \.S 1581 ,. 58tsr use P•1 5(5.51 zexr4 JOB SHEET NO. CALCULATED BY CHECKED BY SCALE 6, Lit►rr- scar-e -tt- sv PPbY r. (MiGk..rb K -LI UiEt!( 9.' e. u SE t- lG" s0. e.. '-o °/c_ usE ■ I 1- Liu t.ZoE fit'-+- ib F-4) ic \WI r)F X % (3\ \zz z4k4 "crw PAO OF F- (0 "DATE Z.Siefq DATE Z9 S all L.4 S tRs MZ V11.3(o.1.10 t- z- Zq(lz) ItL.t t4.6 Ft% ,. - CA 260 \tc L\ z. `7/,.4PSr Prat. ' 3534 ( -Pf• lixt3 r z4 -eA4 -1 c(d \1Z3rsi= , • • ROBBINS UNIFORM LOAD: Dead Load = 10 psf Live Load = 125 psf OC spac'g = 1.333 ft :47 k •WOOD - • DESIGN. CRITERIA 1.: Allowable Bending,psi: Fb = 2. Allowable Shear, psi: Fv = 3. Mod of Elasticity, psi: E = 4. Duration of load factor = 5. Live Load: Deflection < L / 6. D+L Load: Deflection < L,/ 7. Unbraced top edge in region of +M (ft): Lu = 0 8. Unbraced bottom edge in region of -M (ft): Lu = 0 9. Eff span lgth ratio: le/lu= 1.92 10. Allowed overstress:M/100= .33 11. Exact Beam WIDTH (in): b = 1.5 BM-joist 6.92 ft Beam Mark joist Dead Load Live Load D+L Load Allowable stress: UNIFORM LOAD: Dead Load = 10 psf Live Load = 125 psf OC spac'g = 1.333 ft 1.5x 7.25 1.56 k I< 1175 Bending stress: +M fb 75 for +M 1300000 -M fb 1 for -M 360 240 Shear stress: BEAM SIZE : 1.5 x 7.25 fv for V Deflection • Deflection Deflection bending for +M: F'b for -M: F'b 6.92 ft = 553 psi = .61 k-ft =-984 psi =-1.08 k-ft = 92 psi = .67 kips = .004 in = .056 in = L/ 1495 = .06 in = L/ 1384 = 1175 psi = 1175 psi .47 k >1 WOOD': BEAM DESIGN CRITERIA 3 ft Beam Mark 1 1. Allowable Bending,psi: Fb = 1130 2. Allowable Shear, psi: Fv = 95 3. Mod of Elasticity, psi: E = 1600000 4. Duration of load factor = 1 5. Live Load: Deflection < L / 360 6. D +L Load: Deflection < L / 240 7. Unbraced top edge in region of +M (ft): Lu = 0 8. Unbraced bottom edge in region of -M (ft): Lu = 0 9. Eff span lgth ratio: le /lu= 1.92 10. Allowed overstress:($) /100= .01 11. Exact Beam WIDTH (in): b = 3.5 Bending stress: +M fb for +M -M fb for -M Shear. stress: Dead Load Deflection Live Load Deflection D +L Load Deflection Allowable stress: BEAM SIZE : 3.5 x 5.5 fv for V bending for +M: F'b for -M: F'b 901 psi 1.33 k -ft 0 psi 0 k -ft 96 psi 1.23 kips .002 in .025 in L/ 1418 .028 in L/ 1301 1130 psi 1130 psi ROBBINS Dead: :Load = 173 psf Live .Load 497•.psf OC::spac'g = 1 ft 1.07 k I< ft WOOD BEAM DESIGN CRITERIA 1. Allowable Bending,psi: Fb = 2. Allowable Shear, psi: Fv = 3. Mod of Elasticity, psi: E = 4. Duration of load factor = 5. Live Load: Deflection < L / 6. D +L Load:, Deflection < L / 7. Unbraced top edge in region of +M (ft): Lu = 8. Unbraced bottom edge in region of -M (ft): Lu = 9. Eff span lgth ratio: le /lu= 10. Allowed overstress:($) /100= 11. Exact Beam WIDTH (in): b = UNIFORM LOAD: Dead Load = 173 psf Live Load = 497 psf •.00 spac'g = 1 ft • 2.95 k :I >I< 2750 285 2000000 1.15 360 240 0 0 1.92 .01 1.5 BM -rim 1.5x 5.5 4 ft Beam Mark rim 2.95 k > j < Shear stress: UNIFORM LOAD: Dead Load =173 psf Live Load = 497 psf OC spac'g = 1 ft 4 ft BEAM SIZE : 1.5 x 5.5 Bending stress: +M fb•= 1361 psi for +M = .86 k -ft -M fb = -1701 psi for -M = -1.07 k -ft fv = 237 psi for V = 1.3 kips Dead Load Deflection = .012 in Live Load Deflection = .036 in = L/ 1341 D +L Load Deflection = .048 in = L/ 994 Allowable bending stress: for +M: F'b = 3162 psi for -M: F'b = 3162 psi MODERN BUILDING SYSTEMS, INC. 9493 Porter Rd. SE P.O. Box 110 AUMSVILLE, OREGON 97325 (503) 749 -4949 Fax (503) 749 -4950 P --bel' Cow r-11.1 1= 0ofi�J�: "X SrIIL; Z-vl-1E, 3 s / eC6kln " 1 1 -.g_ TOP'. 4 5.A.p .` 300 ?.Zoo _ SSoetir t� 1 1113(41(?0. 1 I z- ti \. - 7.i- c.(,'\ k3c, Ss(1.4(z\ 6c a6(zl-- GXloD.1X �P =b tO :2,y ICO341 .o1= \3. F Ls A _swg4(4- .E3.1ei. ....... 5T w � 51: .(0 7$(4-e,16 .7- 11.1 . F. �.o 5 �4�b r t6 JOB SHEET NO. Z6 x(04- CALCULATED BY -DATE 31zsicp CHECKED BY SCALE oos7 (011o00(1.i4 IoSlu. /Z ~ SZ•SuJ:3 Zx CJC yC11C , : i �.�...D,1G4 ! ,: ( i SS took Cg,SP_4 1�Z .. 5�r.w C7.o.PF\(9x1e1. IIS2q. • I o wAAL � c.-;?Sr ie).\( ( z7471(t4j ‘ I\S II v4,4se 49z.3 1. G f9 - �1t► -1� d U gAsE kb\ X16 (Zi.c.-\° 44790. wl 50 \l (UC(lo hl ; u O �o ( 41)131 \(0 I Ibl•7(o' c,S.ti 1 .5$ 49-00 OF CO DATE CAAP (.0 2)08 ell, Zz i I v Ps= : (L -ft I.s 54is'"/l • S� 4000 J.3' Z Z * 10 ,70-11. 311.Z' -`3`°t (Is6 I I 4 ) }m G;Aw. SMW' ZZoo L t s p eck c -- bK. 300 uSE 5 44k lp ' A.(, 3 .19- (S(IASPLr\c ZuT7 . Solt. " 1 13 11' 3 5 64\' - SCSI k = 7928 3,'4(4\('4s \= VeLI I ►3tt(z• 5 IS1�1�\ `116, ?7 zoo d - S1� USE 2 u 4 c rt4�•o> 4.,( S I& to �4. g, (e \1vt t, C ,cup 4- 4.. O ;Z.-..I 5 .:e-I -boo so k S SlzS b.l . .4 L p'1l 3 t !- �I •IS131ZL �(l05 1 ... 151'5 rr �y .1. F . Z7 ! 1 , 7 PL 2 Z'1oP ikSE . . 7IUa APA - S, m U. 1 C cl — 4' 6?' 3 . ! ! 1(1 -..ilt...4..) l .7 LAD= 1.11. ....U,* ..51%*_14A-to'e. Z!-t :4_ ej.544.w , (1 i,_;S 1A-G Vt /c e:. SItEwAu MODERN BUILDING SYSTEMS, INC. 9493 Porter Rd. SE P.O. Box 110 AUMSVILLE, OREGON 97325 (503) 749 -4949 Fax (503) 749 -4950 • JOB z$ C4 SHEET NO.' r � OFf -62 .. CALCULATED BY t• 4 (. ^ DATE 3 Jts1g9 CHECKED BY DATE SCALE Interface Materials Friction factor, tang Friction angle,8 degrees Mass concrete on the following foundation materials: ' Clean sound rock 0.70 35 Clean gravel, gravel -sand mixtures, coarse sand 0.55 to 0.60 29 to 31 Clean fine to medium sand, silty medium to coarse . sand, silty or clayey gravel 0.45 to 0.55 24 to 29 Clean fine sand, silty or clayey fine to medium sand ' 0.35 to 0.45 19 to 24 Fine sandy silt, nonplastic silt 0.30 to 0.35 17 to 19 Very stiff and hard residual or preconsolidated clay 0.40 to 0.50 22 to 26 Medium stiff and stiff clay and silty clay 0.30 to 0.35 17 to 19 (Masonry on foundation materials has same friction factors.) Steel sheet piles against the following soils: . Clean gravel, gravel -sand mixtures, well - graded ' rock fill with spalls 0.40 22 Clean sand, silty sand - gravel mixture, single size • hard rock fill 0.30 17 Silty sand, gravel or sand mixed with silt or clay 0.25 14 Fine sandy silt, nonplastic silt 0.20 11 Formed concrete or concrete sheet piling against the following soils: Clean gravel, gravel -sand mixture, well - graded rock fill with spalls 0.40 to 0.50 22 to 26 Clean sand, silty sand - gravel mixture, single size . hard rock fill 0.30 to 0.40 17 to 22 Silty sand, gravel or sand mixed with silt or clay 0.30 17 Fine sandy silt, nonplastic silt 0.25 14 Various structural materials: Masonry on masonry, igneous and metamorphic rocks: Dressed soft rock on dressed soft rock 0.70 35 Dressed hard rock on dressed soft rock 0.65 33 Dressed hard rock on dressed hard rock _ 0.55 29 Masonry on wood (cross grain) 0.50 26 Steel on steel at sheet pile interlocks 0.30 17 Interface Materials (Cohesion) Adhesion C (psf) Very soft cohesive soil (0 - 250 psf) 0 - 250 Soft cohesive soil (250 - 500 psf) 250 - 500 Medium stiff cohesive soil (500 - 1000 psf) 500 - 750 Stiff cohesive soil (1000 - 2000 psf) 750 - 950 Very stiff cohesive soil (2000 - 4000 psf) 950 - 1,300 EA . Ct .c•T tre x.. TABLE 1 Ultimate Friction Factors and Adhesion for Dissimilar Materials 7.2 -63. Change 1, September 1986 761 Port ChloirgO Dear Mr. Abel:- RMCJr : cij d . . - " • .•• • • • , •.-.■ • .•, • • • .".' • • Mr. Ed Abel Abesco Distributing Co. 4301 Power Inn Road Sacramento, Ca. Interlake's 1-1/4 x .031 H.T. Zinc Epoxy • tured to the following specifications: Steel Grade 10045 High Carbon, Heat Treated Steel • Zinc Rich paint, Waxed Slit Edge, rolled and coated Tensil Strength - 140,000 P.S.I.. Elongation 6.5% to 8% Strength, 5,420# Gauge tolerance i.0015 All Interlake Strapping is manufactured to meet ment QQS-781e, Type 1, Class A. Interlake Strapping is , also opprOed:for use by the American Association ofRailioads. If you have any further questions, please do not hesitate to contact me. R. M. S4 es yours lton, Jr. apre sentativ is manufac- GoVern- •' • •! •i• v • � ti i yi'.Mf ! 4••• r A 7. f i � j •".�•t • i• � • t •• • • •� I t •r • �' `%�; t�•t7 .•'�• • �! • M � • � � • � f t •.I ! 1 t' r • � I • w �.� � t ". !• • • • �. • ' I I l 4• • : .• �• f �};,`. • • • • • *x. ., •• 1 ••• • .,r . '1•••• • ; • ••$•• • •• • • •.•• 1 1 t ' •• t .•1 • • Photo Courtesy of A. B. chance Today, there's no question of the value of mobile home tie -downs as an effeotive means of prevent- ing a mobile home from being pushed or rolled off its btooks by the wind. ;�.. �'�. ', • .i a.t� �>l •.•r ,'•• H '► ' �i 1• �q� a� E �•.Li ~1 ' A ••1 S� NGFO MOBILE HOME TIE-DOWNS .1•• MEETS U.S, GOVERNMENT SPECIFICATION QQ- S-7811-1 - "3.9.2 Finish B strapping and seals. Finish B strapping or seals shall have sur- faces coated with zinc by either the hot - dipped or eleotro deposit prooess (see 8.1.7. At the option of the contractor the coating shall be tested as speolfied In 4.3.3 or 4.3.8.1, as applloable, and shall be not less than the following: Grade 1 - 0.30 ounce per square foot of surface, or 0.0005 Inch thick. Grade 2 - 0.18 ounce per square foot of surface, or 0.0003 inch thick. In addition, edges shall not show signs of copper sulfate when tested In accor- dance with 4.3.8.2." (This means edges must be coated!) Interlake offers steel strapping for use as a com- ponent of any glven anchor systemor as a built- in safety feature as faotory•Installed strap under the skin of the mobile home. ILt c, 1441 r0 • d knit SERVICE LABORATORIES • ENOI "OVER ONE HUMORED YEARS 0.F) Minute Man Anchors 305 W. Walker Street Fast Flat Rock, North Carolina 28726: Attention: Mr. Locke M. Jones, Presldli p!erl- height 6" 8 41 10" .12" 14" 16" 18" 20" 22 " 24" 26" • ye te 20, 20, 20, 20, 20 20 20 20, 20, 2,0, 8 C0141.6T8 • . HEADQUARTERS: Mt, CMfMI1MIION11MWOD 46RIC14140MQ,i i• • till PROlik HIE( CODE 00+1,&4.PTOf $l1AHCHti +ACNEV11.1E H: PAI UAW 1411•1:11M tif1t.NC.C4 ll� • AtET, VA• fAVLT1Cvk11 .to.A1II1111111CKtONRG.VA,0 an IIAIC1011. HC • HpN14l1KI VA • r rtk'l IN' VA • VAl SUI1y11Y.110 Hill Road /¢oath Ceroiina 29607 : kApPo • Oregon and California codes are the same. TO verify call: Allen Aschim, Assist. Chief Manufactured Structures and Parks 1- -800 - 242 -1371 Dear Mr. Jones: On May 21, 1990 compressioiCtigtiVerrOformed on the Minute Man Piers •submitted to this laboratory, All piers win -aotea tlr .j the vertical loadings applied, without evidence of significant distortip.OZrss; : A summary ot our tests is provided, below: No. failure; loading discontinued N .11 N 11 11 11 11 emerks We appreciate this opportuniineleace. Please feel free to contact Ws, , office should there be uestions. ua - 1:06 11'1 OwI1ftKWrn VoArIllmuotk May 27, 1994 David Gabler Field Engineer A Report Prepared For : South Central School District 406 4640 South 144th Street Tukwila, Washington 98168-4196 GEOTECHNICAL ENGINEERING STUDY • F'ROPOSED SHOWALTER MIDDLE SCHOOL ADDITION TUKWILA, WASHINGTON ames M. Schmidt, P.E. Senior Engineer AGI Technologies 300 120th Avenue N.E. Building 4 Bellevue, Washington 98005 206/453-8383 AGI Project No. 14,498.002 I EXPIRES 8/31/ f`s DRCIeseOl3 RECEIVED CITY OF TUKWILA APR 1 5 1999 PERMIT CENTER 1.0 . INTRODUCTION 1.1 GENERAL 1.2 PROJECT DESCRIPTION 1.3. PURPOSE AND SCOPE OF SERVICES 2.0 SITE CONDITIONS 2.1 SURFACE 2.2 SUBSURFACE 2.3 GROUNDWATER 3.0 DISCUSSION AND CONCLUSIONS 3.1 GENERAL 3.2 EARTHWORK 3.3 FOUNDATIONS 3.4 FLOORS 3.5 SITE DRAINAGE 3.6 LIMITATIONS AND ADDITIONAL SERVICES 4.0 DESIGN RECOMMENDATIONS 4.1 GENERAL 4.2 SITE PREPARATION AND EARTHWORK 4.2.1 Clearing and Stripping 4.2.2 Excavation 4.2.3 Slopes 4.3 SEISMIC DESIGN 4.4 FOUNDATIONS 4.5 CONCRETE SLAB -ON -GRADE FLOORS 4.6 DRAINAGE 4.7 UTILITIES 6 . 7 7 8 9 9 9 9 10 10 11 12 12 5.0 CONSTRUCTION RECOMMENDATIONS 5.1 ` GENERAL 5.1.1 Description 5.1.2 Standard Specifications 5.1.3 Reference Standards 5.1.4 Geotechnical Engineer . . . 5.1.5 Geotechnical Report 5.1.6 Construction Site Safety 5.2 EARTHWORK 5.2.1 General 5.2.2 Materials 5.2.3 Quality Control 5.2.4 Seepage Control 5.2.5 Clearing and Stripping 5.2.6 General Excavation 5.2.7 Structural Excavation 5.2.8 Structural Fill Construction 5.2.9 Utility Trench Backfiuing and Compaction 5.3 DRAINAGE 5.3.1 General 5.3.2 Concrete Slab -on -Grade Drainage Appendix A: Field Explorations Appendix B: Laboratory Testing 13 13 13 13 13 13 13 14 14 14 14 15 15 15 16 16 17 17 17 17 DISTRIBUTION FIGURES APPENDICES -iv- 19 Figure 1: Site Plan Figure 2 Typical Footing Subdrain Figure 3 . Typical Utility Trench Fill Plate Al Soil Classification/Legend Plates A2 thru A4 Boring and Test Pit Logs Plate B1 Particle Size Analysis LIST OF" ILLUSTRATIONS 1.1 GENERAL This report presents the results of AGI Technologies' (AGI) geotechnical engineering study for a proposed addition to the Showalter Middle School (site) located at 4628 South 144th Street in Tukwila, Washington. Site location is shown on Figure 1. AGI's services for this study were performed in accordance with our March 11, 1994 proposal authorized by Kirstine Whisler of South Central School District 406 in their April 6, 1994 Agreement for Consultant Services. • 1.2 PROJECT DESCRIPTION The proposed new site construction consists of a two -story steel -frame structure to be located on the north side of the existing cafeteria and library as shown on Figure 2. The new structure will match existing finish floor grade. We understand a new entry may be planned for the southeast corner of the main building, though no plans have been finalized. Design loads are not currently available. However, based on our experience with similar construction, we expect wall and column loads will not exceed about 5 kips per linear foot and 70 kips, respectively. Floor loads are assumed to be 250 pounds per square foot or less. 1.3 PURPOSE AND SCOPE OF SERVICES The purpose of our study was to explore subsurface conditions as a basis for providing recommendations for site preparation, foundation design, and construction of the proposed school addition. Specifically, our scope of services induded: • Exploring soil and groundwater conditions at proposed building location and new entry by drilling two borings and excavating one backhoe test pit. • Conducting laboratory testing to assess pertinent physical characteristics of the soils encountered. Our testing program included grain -size distribution and moisture content tests. • Providing engineering analyses as a basis for recommendations regarding support of the proposed additions. We include recommendations for: -- Site preparation and grading, including evaluation of the suitability of on -site soils for use as fill, gradation criteria for imported fill soils, and placement and compaction criteria for on -site and imported soils. - Allowable soil bearing pressures for spread footings, including minimum width and depth requirements, coefficient of friction and passive earth pressure to resist sliding, and estimates of foundation settlement. Support of slab -on -grade floors. 1.0 INTRODUCTION AGI cc�•rt•:+u yla xunum cut and fill slope inclinations of temporary excavations that may be required or construction of footings and trenches. Temporary and permanent site drainage and erosion control measures: Seismic site coefficient. P roviding comments regarding anticipated construction- related earthwork : problems ;; an methods to mitigate such occurrences. p roviding construction recommendations, including earthwork and drainage: Preparing this report presenting our findings, conclusions, and recommendations. Section 2.0 describes site surface and subsurface. conditions, Section 3.0 presents a discussion and our conclusions regarding the project, and Sections 4.0 and 5.0 present our recommendations for design and construction, respectively. Appendices A and B, respectively, present descriptions of our field exploration and laboratory testing procedures and results. -2- 2.2 SUBSURFACE -3- 2.0 SITE CONDITIONS 2.1 SURFACE The site is situated on the north side of 144th Street near the intersection of 46th Avenue South. It is bordered on the north and east by residential property, on the west by Foster High School, and on the south by 144th Street. Surface conditions in the area of the proposed building addition include concrete sidewalks and covered walkways. Vegetation consists of grass and shrubbery. The existing main school building is a two -story masonry structure constructed in the 1930s, with an addition completed in 1945. The cafeteria and library floors are concrete slab -on- grade. The 1945 classroom addition has a wood supported floor over a crawl space. We understand front your architect the 1945 addition perimeter footings are stepped and vary in elevation. We also understand the finish floor elevation in the cafeteria is 18 inches lower than the finish floor in the 1945 addition. AGI explored site subsurface conditions by drilling two borings (B1 and B2) in the area of the building addition and excavating one backhoe test pit (TP1) in the proposed new entry location. Explorations depths ranged between 7 and 10 feet below existing grade at the approximate locations shown on Figure 2. Borings were backfilled with bentonite and soil mix and the test pit excavation was backfilled on completion by tamping the excavated soil back in the excavation using the hoe bucket. Soil conditions encountered during our study are generally similar between explorations and are characterized as three subsurface units: Fill : Soft to stiff sandy silt Fill was encountered in all exploration locations. The Fill thickness ranges front about 2 to 5 feet and is highly moisture sensitive and characterized by low strength and moderate to high compressibility. Weathered Till : Weathered Till was encountered in all exploration locations. This unit is approximately 2 to 5 feet thick and consists of stiff to very stiff sandy silt with some gravel. Weathered Till is highly moisture sensitive and is characterized by moderate strength and compress- ibility. Till: Till was encountered beneath the Weathered Till in all exploration locations. Till consists of dense to very dense silty fine- to coarse - grained sand with some gravel. Till is characterized by high strength and low compressibility when undisturbed and moderate to high moisture sensitivity. Table 1 summarizes the descriptions and geotechnical characteristics of the units encountered. Appendix A includes boring and test pit Logs describing subsurface conditions encountered at individual exploration locations and describes exploration and sampling procedures. A discussion of laboratory test procedures is presented with laboratory test results in Appendix B. 3 GROUNDWATER Groundwater was not encountered in any of the exploration locations during our study. However, Perched g roundwater will likely be encountered above the low-permeability Till and within san d y zones in the TiIL The perched water level is expected to fluctuate seasonally and should be highest during normally wet wi mon ths and after periods of heavy, sustained rainfall. -4- 3.1 GENERAL 3.2 EARTHWORK 3.3 FOUNDATIONS 3.0 DISCUSSION AND CONCLUSIONS AGI TECNHOI(KIES Based on the results of our subsurface exploration, engineering analysis, and professional judgment, we conclude that satisfactory foundation support for the proposed school addition can be provided by: 1) conventional shallow spread foundations bearing on undisturbed Weathered Till or Till, or 2) a Structural Fill pad placed on Weathered Till or Till. Fill may be encountered at foundation or pavement subgrade in some locations and will require overexcavation and replacement with Structural Fill. Structural Fill should comprise compacted On -Site Fill Material or imported Select Fill Material. Existing Weathered Till and Till may be reused as On -Site Fill Material provided the soil can be adequately moisture conditioned and compacted. Weathered Till and Till are moisture - sensitive soils and will be difficult to compact during wet winter months, typically October through May. If construction is planned during the winter months, it will be essential that the project specifications identify these soils as moisture sensitive and require that the contractor take appropriate precautions when using them as fill materials. These and other aspects of the project are discussed in more detail below. Design and construction recommendations are presented in Sections 4.0 and 5.0, respectively. Earthwork will include Bearing and stripping, excavation to grade, compaction and proofrolling, and fill placement to establish grades. Excavated Weathered Till and Till are suitable for use as On -Site Fill Material provided they can be properly moisture conditioned. Weathered Till and Till are moderately to highly sensitive to moisture content and will be difficult to compact under wet weather conditions. Fill is unsuitable for use as On -Site Fill Material but is suitable for use in landscape areas. Weathered Till and Till can generally be excavated using conventional earthwork equipment. Excavation in very dense Till may require special equipment, such as a large trackhoe or a bulldozer with a single ripper tooth. The majority of the site soils are to highly moisture sensitive. Site preparation during wet weather may result in disturbance and degradation of exposed subgrade and require overexcavation and replacement of disturbed soil with imported Select Fill Material Our detailed design and construction earthwork recommendations are presented in Sections 4.2 and 5.2, respectively. Shallow spread foundations are appropriate for support of the planned addition on site. Foundations should bear on undisturbed Weathered Till, Ti]],, or Structural FM. As previously stated, encountered Fill will require overexcavation and replacement with Structural FM. The sobs -6- ■ • AGI at foundation grade should be proofrolled or hand probed, and unstable areas treated as discussed in Section 5.2.6. Test pits that are encountered near proposed footing Locations should be completely overexcavated and backfilled with Structural Fill. We estimate total settlement will be less than 1/2 inch provided fills are placed and compacted as recommended and foundations are constructed as described in this report. Differential settlement should be less than 1/4 inch over 50 feet. Specific foundation design and construction recommendations are presented in Sections 4.4 and 5.2, respectively. 3.4 FLOORS Floor support options are not known; however, we judge a concrete slab -on -grade floor system is appropriate and should bear on undisturbed Weathered Till or Till or at Least 1 foot of Structural Fill. The soils exposed at floor slab elevation should be proofrolled or hand probed and unstable areas treated as discussed in Section 5.2.6. Slab -on -grade floors should be protected from capillary moisture using a Capillary Break and Vapor Barrier as discussed in Sections 4.5 and 5.3. 3.5 SITE DRAINAGE Because the majority of the surficial site soils are moisture sensitive and fine - grained, both short- and long -term drainage control measures should be included in project design and construction. Over the short term, we judge site and construction drainage can be reasonably well controlled by careful excavation practices. Typically, these include, but are not limited to, shallow upgrade perinleter ditches or low earthen berms and temporary sumps in excavations to collect seepage and prevent water from damaging exposed subgrades. Drains should be included at the bottom of all temporary slopes to collect surface water flow from the slopes and prevent it from flowing onto exposed building subgrades. All collected water should be directed under control to a positive and permanent discharge system, such as a storm water sewer. Over the long term, more permanent measures such as installation of footing and wall drains should be included. All permanent drains should be directed to a positive and permanent discharge point well away from the structure. Roof downspouts should not be connected to footing drains but should be tightlined separately to discharge, minimizing the potential for roof debris to be washed into footing drains and possibly block them. Cleanouts should be provided for footing drains and downspout tightlines. Specific site drainage details are provided in Sections 4.6 and 5.3. Ii ti'G_Ct 9 6 LIMITATIONS AND ADDITIONAL SERVICES This report has been prepared for the, exclusive use of South Central School District 406 and its consultants for this project only. The analyses, conclusions, and recommendations presented in this report are based on conditions encountered at the time of our study and our experience and engineering judgment. AGI cannot be held responsible for the interpretation by others of the data contained herein. Our services have been performed in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing under similar conditions .in the area. N o warranty, express or implied, is made. e must presume the conditions encountered are representative of the entire property. You should be aware, however, that subsurface conditions may vary between exploration locations and with time, and unanticipated conditions can and often do occur. If differing conditions are exposed • during construction or the design is modified, we should be retained to reevaluate our recommen- dations and provide a written confirmation or modification, as necessary. We cannot be responsible for the applicability of our recommendations if not afforded this opportunity. To allow for these eventualities, a contingency should be provided in both your construction budget and schedule. Because of the very fine - grained, highly moisture - sensitive character of the site soils, AGI should be retained to review final project plans and specifications to verify the intent of our recommendations has been properly interpreted and included. We should also be retained to provide construction monitoring service during the geotechnical phases of construction. This will allow us to verify subsurface conditions are as expected and to observe and test the contractor's work as ~ your representative. 4.1 GENERAL 4.0 DESIGN RECOMMENDATIONS The following paragraphs present our design recommendations for use by your consultants on this project. For satisfactory and successful construction of this project, these recommendations must be applied in their entirety and in conjunction with the construction recommendations provided in Section 5.0. 4.2 SITE PREPARATION AND EARTHWORK 4.2.1 Clearing and StrivpinZ All topsoil, vegetation, and surficial materials should be cleared or stripped from areas beneath footings and slabs and disposed of off site or used in landscaped areas. We estimate that the average depth of stripping will generally be about 6 inches. 4.2.2 Excavation Excavation : Excavation at foundation and slab subgrade may encounter Fill, Weathered Till and Till. Site soils are highly moisture sensitive due to their fine- grained texture and high fines content. Accordingly, they will become difficult to work or compact when wet. Following excavation to planned subgrade or before placing fill to establish grade, the exposed soil should be compacted and unsuitable soils overexcavated as recommended below. Overexcavation : Unsuitable soils identified by proofrolling or hand probing should be overexcavated and replaced with Structural Fill as defined in Section 5.2.1. Overexcavation of unsuitable soils. to a depth of 2 to 3 feet is generally adequate for this purpose. Overexcavation beneath footings should extend horizontally beyond the footing perimeter a distance equal to the overexcavation depth. Care should be taken not to undermine existing footings. Structural Fill : Soil materials used to establish grade beneath structural elements such as spread footings and floor slabs should consist of On -Site Fill Material or Select Fill Material as defined in Section 5.2.2, compacted to the following minimum relative percent compactions: • Foundations and Floor Slabs: 95 Percent Compaction 4.2.3 Slopes • Temporary Slopes (maximum height of 10 feet) — Cut: — Fill: Maximum 1:1 (horizontal:vertical) Maximum 1-1/2:1 AGI 4.3 SEISMIC DESIGN • Site Period Slope Protection All temporary slopes should be protected from the elements by covering them with a protective membrane consisting of plastic sheeting or some other similar impermeable material. Sheeting sections should overlap by at least 12 inches. All permanent slopes should be planted with a deep - rooted, rapid- growth vegetative cover as soon after completion of slope construction as possible. To design for seismic forces in accordance with Section 23 of the 1992 Uniform Building Code, use the following criteria: — Site Conditions: Stiff site - Site Coefficient S2 = 1.2 seconds 4.4 FOUNDATIONS • Foundation Bearing Soil — Undisturbed Weathered Till or Till — Structural Fill • Minimum Footing Depth of Embedment — Perimeter Footings: 18 inches below the lowest adjacent final exterior grade — Interior Footings: 12 inches below top of floor slab • Minimum Footing Lateral Dimension — Spread Footings: 24 inches — Continuous Footings: 16 inches • Footing Excavation Protection If footing excavations are opened during the winter season or periods of wet weather, it will be helpful, because of the moisture sensitivity of the exposed soils, to provide a lean concrete mud mat or gravel layer to protect the subgrade until footings are poured. -10- AGI TECHNOLOGIES Allowable Soil Bearing Pressure — All Bearing Material: 2,000 pounds per square foot Note: Higher allowable soil bearing pressures may be assigned to the till, if needed, following review of foundation plans by AGI. Allowable soil bearing pressures are for all dead and live loads and may be increased by one -third for temporary short -term wind and seismic loads. • Lateral Load Resistance — Passive Resistance: 300 pounds per cubic foot (pcf) equivalent fluid weight — Coefficient of Friction: 0.4 Note: The passive resistance includes a safety factor of about 1.5 and is based on the assumption that all footing backfill has been placed and compacted as recommended in Section 5.0. The upper 1 foot of soil should be neglected in design computations unless protected by pavement or a slab -on- grade. The coefficient of friction includes a safety factor of 1.5. • Settlement — Total Settlement: Less than 1/2 inch — Differential Settlement: Less than 1/4 inch over 50 feet — Time Rate: Approximately 90 percent during construction 4.5 CONCRETE SLAB -ON -GRADE FLOORS • Subgrade: Undisturbed Weathered Till, Till, or minimum 1 foot of Structural Fill. • Capillary Break Minimum of 4 inches of free- draining sand and gravel containing less than 5 percent fines (silt- and clay -sized particles) based on the fraction passing the 3/4 -inch mesh sieve. • Vapor Barrier: In areas where moisture would be detrimental to equipment, floor coverings, or furnishings inside the building, a vapor barrier should be placed beneath the concrete floor slab. Reinforced plastic sheeting is satisfactory for this purpose. • Protection Measures: A layer of sand, approximately 2 inches thick, may be placed over the vapor barrier to protect it from damage, act as an aid in curing of the concrete slab, and help prevent cement paste from bleeding down into the underlying capillary break. 4.6 DRAINAGE • Footing Excavation Drain: In the event groundwater seeps into footing excavations, it should be possible to remove it by gently sloping the base of excavation to one or more shallow sump pits and pumping the water from there to a positive, permanent discharge system: • Footing Drains: These drains should be installed after construction of the building footings and immediately before backfilling against building stem walls. Figure 3 shows a typical footing subdrain detail. • Surface .Runoff: Interceptor ditches or trenches or low earthen berms should be installed along the upgrade perimeters of the site to prevent surface water runoff from precipitation or other sources from flowing over the face of excavated slopes or onto graded areas. Downspout or Roof Drains: • Discharge in tightline to positive, permanent drain system. • — Under no circumstances connect these tightlines to the perimeter footing drains. 4.7 UTILITIES -12- AGI licHnoLotiek • All utility line excavations, particularly beneath floor slab areas, should be properly backfilled with Structural Fill to the specified degree of compaction, or better. Figure 4 shows our recommended design. 5.1 GENERAL 5.1.1 Description 5.1.2 Standard Specifications 5.1.3 Reference Standards 5.1.4 Geotechnical Engineer 5.1.5 Geotechnical Report The following paragraphs present our recommendations for the geotechnical aspects of construction. Specifically, we cover earthwork and drainage. Our design criteria are based on these construction recommendations; therefore, these recommendations should be incorporated into the project specifications in their entirety. Where possible, we refer to the 1991 Edition of the State of Washington Standard Specifications for Road, Bridge, and Municipal Construction. Reference standards are referred to by association initials and are from the latest edition of American Society for Testing and Materials' (ASTM) standards. We recommend you retain AGI as the geotechnical engineer during construction to observe and test the geotechnical aspects of the contractor's work. This will allow us to compare the actual conditions encountered with those expected by this investigation and to modify our recommenda- tions if necessary. We will be present at the site on a full-time basis to check that the contractor's work conforms with the geotechnical aspects of the plans and specifications. Our daily field reports and final report form an important record of construction. Observation and testing by the geotechnical engineer, however, should not in any way release the contractor from the responsibility of performing the work in such a manner as to provide a satisfactory job that meets requirements of the project plans and specifications or from meeting contractual obligations to the owner. This report has been prepared for design purposes for South Central School District 406 and its design consultants for this project only. The entire report should be provided to contractors for their bidding or estimating but not as a warranty of the subsurface conditions. We cannot be responsible for the interpretation by others of the information contained in this report. 5.1.6 Construction Site Safety Our scope of services did not include construction safety practices. This report is not intended to direct construction means, methods, techniques, sequences, or procedures, except as specifically described, and then only for consideration in design, not for construction guidance. The contractor should be made responsible for construction site safety and compliance with local, state, and federal requirements. 5.0 CONSTRUCTION RECOMMENDATIONS -13- AGI 5.2 EARTHWORK 5.2.1 General Earthwork consists of clearing and stripping, excavating, placing and compacting fill, utility trench backfilling, structural excavating and backfilling, and all subsidiary work necessary to complete the grading of the developed areas to conform with the lines, grades, and slopes shown on the plans. Terms used in this section are defined as follows: AGI TECHNOLOGIES • Percent Compaction is the required in -place dry density of the material, expressed as a percentage of the maximum dry density of the same material as determined in the laboratory by ASTM Test Method D1557 -91 Modified Proctor). • Optimum Moisture Content is the moisture content (percent by dry weight) corresponding to the maximum dry density of the same material as determined by ASTM Test Method D1557- 91. • Moisture - Sensitive Soil is on -site soil containing more than 5 percent fines (silt- or clay -sized particles) based .on the fraction passing the 3/4 -inch mesh sieve. • Structural Fill is fill material placed and compacted in areas that underlie structures or pavements. It should consist of either On -Site Fill Material or Select Fill Material compacted to the Percent Compaction specified in Section 4.2. • Foundation- Bearing Soil is the soil on which conventional spread footings are cast. It should consist of undisturbed Weathered Till or Till exposed by excavation or Structural Fill. 5.2.2 Materials • On -Site Fill Material is the soil obtained on site during excavation (following clearing and stripping) that is free of organic contaminants, perishable material, and rocks or lumps greater than 6 inches in overall dimension. Weathered Till and Till can be used as On -Site Fill Material providing it can be appropriately moisture conditioned for compaction. • Select Fill Material is imported soil consisting of clean, free- draining sand and gravel containing less than 5 percent fines (silt - and clay -sized particles) based on the fraction passing the 3/4- inch sieve. 5.2.3 Quality Control The contractor should be made responsible for quality control of the earthwork. As the geotechnical engineer provided by the owner, we will observe and test the contractor's work for conformance with the geotechnical aspects of the plans and specifications. The contractor should be required to provide us with every reasonable Facility for checking the workmanship for conformance. We will -14- A I prepare a daily recoid of our observations and tests, which will be made available to the contractor and to the owner. You may wish to consider making the contractor responsible for retesting work failing to meet the requirements of the plans and specifications and for the associated costs of such retesting. The contractor should submit samples of each of the required earthwork materials to the geotechnical engineer for evaluation and approval prior to use. The samples should be submitted at least 4 days prior to their use and sufficiently in advance of the work to allow the contractor to identify alternative sources if the material proves unsatisfactory. 5.2.4 Seepage Control Runoff or groundwater seepage that would interfere with the contractor's work should be controlled during construction. Control may consist of temporary drainage ditches or subsurface drains. Installation of such measures should be the contractor's responsibility. 5.2.5 Clearing and Strivping The building area of the site should initially be cleared and stripped of all organic material and debris. These materials should not be reused as On -Site Fill Material; they should be removed from the site and disposed of. We estimate the stripping depth will generally be about 6 inches. 5.2.6 General Excavation General excavation consists of removing on -site soils to sufficient depth to achieve design grades. The contractor should be responsible for excavating and disposing of or reusing excavated material. In general, on -site soils can be excavated using standard earthmoving equipment. Excavation in very dense Till may require special equipment, such as a large trackhoe bulldozer with a single ripper tooth. If earthwork operations are performed during periods of wet weather, the native soils -15- 5.2.7 Structural Excavation 5.2.8 Structural Fill Construction Foundation excavations should be backfilled with Structural Fill. -16- AGI TfCMHOIOGIES The work addressed in this section covers excavation and backfill for structural elements such as the proposed school building foundations. Excavation for footings should be performed after site preparation is completed and any necessary Structural Fill has been satisfactorily compacted in accordance with the specifications. Excavation of footings should be made so as to avoid disturbing or loosening adjacent soils. Footing excavations should extend into Foundation - Bearing Soil to the depth shown on the plans. Excavations should be kept free of water at all times, and all loose material should be removed from excavations prior to placement of formwork, reinforcing steel, concrete, or backfill. Test pits excavated near proposed footing locations should be completely overexcavated and backfilled with Structural Fill. The contractor should inform the geotechnical engineer after the footing excavations have been completed and before placement of reinforcing steel, formwork, or concrete. We will then: 1) observe foundation excavations and provide written confirmation that the footings bear on the expected Foundation - Bearing Soil, or 2) provide recommendations for appropriate overexcavation depth should unsuitable soil be encountered at foundation grade. During wet weather, in areas where the exposed subgrade soils consist of Moisture - Sensitive Soils, the contractor should take measures to protect foundation excavations once they have been approved by the geotechnical engineer. These measures could include, but are not limited to, placing a layer of pea gravel, crushed rock, or lean concrete on the exposed subgrade. If additional overexcavation is required because the subgrade was not protected, the cost of such additional work should be borne by the contractor. This section covers placement and compaction of earth materials to create Structural Fill. If grading is performed during the wet winter months, generally October through May, we recommend that On -Site Fill Material be used only if it is dry enough to achieve the required compaction. The On -Site Fill Material or Select Fill Material should be moisture- conditioned to within 3 percent of Optimum Moisture Content, placed in level lifts not exceeding 8 inches in loose thickness, and compacted to the specified percent compaction to produce a firm and unyielding surface. If field density tests indicate the required Percent Compaction has not been obtained or the surface is pumping and weaving under construction traffic, the fill material should be reconditioned as necessary and recompacted to the required Percent Compaction before placing any additional materiaL AGI 5.2.9 Utility Trench Backfilling and Compaction The contractor should be responsible for the safety of personnel working in utility trenches. We recommend all utility trenches, but particularly those greater than 4 feet in depth, be supported in accordance with state and federal safety regulations. Utility trench backfill should consist of Structural Fill constructed as recommended above. If backfilling is performed during periods of wet weather, it may not be possible to achieve adequate compaction with On -Site Fill Material unless it is sufficiently well drained. Within building areas and the upper 2 feet below subgrade in pavement areas, utility trench backfill should be compacted to at least 95 Percent Compaction. Below 2 feet in pavement areas, it should be compacted to at least 90 Percent Compaction. Particular care should be taken to make sure bedding or fill material is properly compacted in place to provide adequate support to the pipe. Jetting or flooding is not a substitute for mechanical compaction and should not be allowed. 5.3 DRAINAGE 5.3.1 General This section covers the placement of aggregate drainage materials and drain lines in the areas and to the lines and grades shown on the plans. The materials that should be used are as follows: • Capillary Break should consist of a minimum of 4 inches of free- draining sand and gravel containing less than 5 percent fines (silt- and clay -size particles) based on the fraction passing the 3/4 -inch mesh sieve. • Free - Draining Granular Material should consist of clean, free- draining gravel or crushed rock meeting the requirements of Section 9 -03.12 (2), "Gravel Backfill for Walls," in the Standard Specifications. • Drain Pipe shall be a smooth - walled, rigid PVC or other rigid pipe conforming to the minimum sizes and dimensions shown on the plans. Corrugated plastic pipe should not be used because it has a tendency to crush and become blocked and is often laid without a gradient. • Vapor Barrier should consist of an impermeable membrane of reinforced plastic or equivalent material. 5.3.2 Concrete Slab - on - Grade Drainage After all structural and utility trench backfills are satisfactorily compacted and subgrade preparation u completed, the Capillary Break should be placed in a manner to prevent segregation and should be compacted with appropriate vibratory equipment to provide a tight particle interlock. Any free water that has collected in the Capillary Break should be drained or removed by pumping before concrete is placed. • 47 - . Th contractor should exercise care during installation of the Vapor Barrier to provide at least. 12 inches of overlap between` individual sheets. Care should also be exercised during construction to p revent puncturing or tearing the membrane. If such punctures or tears occur, .the contractor should cover:rthe affected area with an additional section; of Vapor Barrier. DISTRIBUTION South Central School District 406 4640 South 144th Street Tukwila, '. Washington 981684196 Attention: Ms. Kirstine Whisler -19- iA AGI TECHNOLOGIES JCS NUMBER CRAWN 14.498.002 DFF t..vNsI:Y.M.,mXV_nf+�'••:: s ^e•1.•!i�ivak�Y•! ^lt' wre , .+a fsl,w.•P,a.. w41. ,;(0 ia10, 1.l .1 .,T4nas+,en. ... +• ∎•v.as.. , T, 1 .Ir 1Z - 1, STS JQ `S . 1 : /1pyv :J. ..1 IllIl _�� 1 I . La"L170" 1 i0 1 ' 9 T ,1 �Ir s ls�sl T Reference: Map from Thomas Bros. Map Co., pages 33 & 34. Vicinity Map SCSD /Showalter School Addition Tukwila, Washington APPROVED DATE REVISED DATE 12 Apr 94 FIG E 1 • AGI TECHNOLOGIES JOB NUMBER 14,498.002 Gymnasitun/ Locker Room Cafeteria Library 1945 Classroom Addition Shop /Performing Arts Budding Asphalt Administrative Building SOUTH 144th STREET APPROVED B2 S Boring number and approximate location T P 1 9 Test Pit number and approximate location Asphalt LEGEND Site Plan - Showalter Middle School SCSD /Showalter School Addition Tukwila, Washington DATE REVISE0 12 Apr 94 FIGURE tl■ DATE ;,r SCHEMATIC ONLY —NOT TO SCALE NOT A CONSTRUCTION DRAWING 2 -inch minimum 4 -inch maximum 0 t LEGEND 12 -inch minimum Surface Seal; native soil or other low permeability material Gravel Backfill for walls; WDOT Standard Specifications, Section 9. 03.12(2), or Fine Aggregate for Portland Cement Concrete. Section 9-03.1(2) Dram Pipe; perforated or slotted rigid PVC pipe laid with perforations or slots facing down, tight Jointed, with a positive gradient Do not use flexible corrugated plastic pipe Do not tie building downspout drains into footing lines fi 18•inch minimum 4 -inch minimum AGI TECHNOLOGIES JOB NUMBER 14,498.002 DRAWN DFF Typical Footing Subdrain SCSD /Showalter School Addition Tukwila, Washington l AP ROVED DATE REVISED DATE 4 May 94 FIGURE 3 AGI TECHNOLOGIES JOB NUMBER DRAWN 14,498.002 OFF LEGEND Asphalt /Concrete Pavement/ Concrete Floor Slab Base Material /Slab Base Rock Backfill; compacted on-site soil or imported select fill material Bedding material; material type depends on type of pipe and laying conditions. Bedding should conform to the manufacturers recommendations for the type of pipe selected. 95 Minimum percentage of maximum laboratory dry density as determined by ASTM Test Method D 1557.78 (Modified Proctor). Typical Utility Trench Fill SCSD /Showalter School Addition Tukwila, Washington AP DATE REVISED DATE 4 May 94 FIGURE. 4 AGI Technologies explored subsurface conditions at the Showalter Middle School in Tukwila, Washmgton on April 6 and 7, 1994 by drilling two borings to depths of about 10 feet below the • . existing site grade and excavating one test pit to .7 feet below existing grade. The borings were drilled using an Acker portable drill rig and samples obtained using a standard SPT split-spoon and a 140-pound hammer. The test pit was excavated using a rubber-tired backhoe and samples obtained from the excavated soil. Borings and test pit were located in the field by measuring from the existing school buildings. Borings and test pit elevations were determined by interpolation between the contour lines shown on the Topographical Survey by Hammond, Collier and Wade- . Livingstone Associates Inc. dated July 1989. The locations and elevations should only be considered accurate to the degree implied by the method used. APPENDIX A Field Exploration T C MNOLOGIES , . " • The borings and test pit excavation were monitored by our engineer, who determined specific boring and test pit locations, examined and classified the materials encountered, obtained representative soil samples, and recorded pertinent information, including soil samples, stratigraphy, soil engineering characteristics, and groundwater occurrence. Representative soil samples were classified in accordance with the Unified Soil Classification System, which is presented, with a key to the test pit logs, on Plate Al. All samples were sealed to limit moisture loss, labeled, and returned to our laboratory for further examination and testing. The boring and test pit logs, modified to reflect the results of laboratory examination and testing, are presented on Plates A2 through A4. The stratification lines shown on the logs represent the approximate boundaries between soil types; actual transitions may be either more gradual or more severe. The conditions depicted are for the date and locations indicated only and are not necessarily representative of conditions at other locations and times. UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS CONTACT BETWEEN UNITS LABORATORYTESTS Consol - Consolidation LL - Liquid Limit PL - Plastic Limit Gs - Specific Gravity SA - Size Analysis TxS - Triaxial Shear TxP - Triaxial Permeability Perm - Permeability Po - Porosity MD - Moisture /Density DS - Direct Shear VS - Vane Shear Comp • Compaction UU - Unconsolidated, Undrained CU - Consolidated, Undrained CD - Consolidated, Drained TYPICAL NAMES COARSE GRAINED SOILS THAN HALF IS LARGER THAN NO. 200 SIEVE GRAVELS MORE THAN HALF COARSE LARGER TIONIS NO. 4 SIEVE SIZE CLEAN GRAVELS WITH LESS THAN 5!: FINES GW "e 0 •e ° P . o � •• • •.:a WELL GRADED GRAVELS. GRAVEL•SAND MIXTURES GP A .a : G� POORLY GRADED GRAVELS, GRAVEL-SAND MIXTURES GRAVELS WITH OVER 12% FINES re SILT MIXTURES POORLY GRADEDGRAVEL•SANO• GC -∎—:. * CLAYEY GRAVELS. POORLY GRADED GRAVEL•SAND• CLAY MIXTURES - .�_7 SANDS NORE THAN HALF COARSE FRACTION IS SMALLER THAN NO. 4 SIEVE SIZE CLEAN SANDS WITH LESS THAN 5% FINES SW •e I •' WELL GRADED SANDS, GRAVELLY SANDS SP POORLY GRADED SANDS, GRAVELLY SANDS SANDS WITH OVER 12:: FINES SM SILTY SANDS, POORLY GRADED SAND-SILT MIXTURES SC CLAYEY SANDS, POORLY GRADED SAND -CLAY MIXTURES :- '�:' FINE GRAINED SOILS MORE THAN HALF IS SMALL- ER THAN NO. 200 SIEVE SILTS AND CLAYS LIQUID LIMIT LESS THAN 50 ML __ • -- — __ INORGANIC SILTS AND VERY FINE SANDS. ROCK FLOUR, SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH SLIGHT PLASTICITY CL INORGANIC CLAYS OF LOW TO MEDIUM PLASITICITY. CLAYS GRAVELLY CLAYS. SANDY CLAYS. SILTY CLAYS. LEAN OL �„_- ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY -'°° SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 MH __7 _ INORGANIC SILTS. MICACEOUS OR DIATOMACIOUS FINE SANDY OR SILTY SOILS. ELASTIC SILTS CH INORGANIC CLAYS OF HIGH PLASTICITY. FAT CLAYS OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS ti°..7. : .. HIGHLY ORGANIC SOILS PT �..� PEAT AND OTHER HIGHLY ORGANIC SOILS LEGEND SAMPLE "Undisturbed' CONTACT BETWEEN UNITS LABORATORYTESTS Consol - Consolidation LL - Liquid Limit PL - Plastic Limit Gs - Specific Gravity SA - Size Analysis TxS - Triaxial Shear TxP - Triaxial Permeability Perm - Permeability Po - Porosity MD - Moisture /Density DS - Direct Shear VS - Vane Shear Comp • Compaction UU - Unconsolidated, Undrained CU - Consolidated, Undrained CD - Consolidated, Drained Well Defined Change fi Gradational Change — "" Obscure Change Bulk/Grab 11 Not Recovered Q] Recovered, Not Retained End of Exploration BLOWS/FOOT Hammer is 140 pounds with 30-inch drop, unless otherwise noted S - SPT Sampler (2.0-Inch O.D.) T - Thin Wall Sampler (2.8•Inch Sample) H - Split Barrel Sampler (2.4 -Inch Sample) MOISTURE DESCRIPTION Dry - Considerably less than optimum for compaction Moist - Near optimum moisture content Wet • Over optimum moisture content Saturated • Below water table, in capillary zone, or in perched groundwater a::..., a. 2M.s: ra xu. ,o, •:',4L'+,:. : ;ra.,n.-•w..r:•w frt.w f.£ „ow...1 rrtr.nn.,'4%'. ran. i• N•: r, 15• xtS. �„ u'•?,-. m.^. xler�^'.^ �:' ::arn:ire'u.u.��a•.nt,..*r,N•.. rer�'.tt+:'art:..�t•+.rMY+rrawrc ee- .wt.lrlaW�'...}r. )• AGI TECHNOLOGIES JOB NUMBER BRAWN 14.498,002 SES Soil Classification /Legend SCSD /Showalter School Addition Tukwila, Washington APPROVED DATE 24 May 94 REVISED DATE PLATE Al ;11 a) 0. c) — co ,„ • 0 0 i 0 m m u. •..-• • • 22 5 • • •-•• • . 5- 21 • • „ 50/5" 7 :4, 50/4" • Topographic Survey of Foster High School, dated 7/87, by Hammond, Collier and Wade-Livingston, Seattle, WA. Datum unknown 15 — 20 — 25 — 30 — 35 — 40 — Equipment Acker Drill Rig Land Surface —277.5 feet* Date 4/6/94 Elevation BROWN SANDY SILT (ML) soft to medium stiff, moist; with a trace of organics (Fill), MOTTLED GRAY BROWN SANDY SILT (ML) very stiff, moist; with some gravel (Weathered Till). GRAY SILTY SAND (SM) very dense, moist; with gravel (Till). Groundwater not encountered during drilling. Boring backfilled with bentonite and soil mix. AGI Log of Boring 1 SC School Addition TECHNOLOGIES Tukwila, Washington PROJECT NO. DRAWN 'DATE APPROVED 4980021g.cdr 14,498,002 . SS 26 April 94 REVISED PLATE A2 DATE M 21.9 .SA • AGI TECHNOLOGIES 4980021g.cdr E Oo 3 E 2 o mu. 20 50/5" 50/6" * Topographic Survey of Foster High School, dated 7/87, by Hammond, Collier and Wade-Livingston, Seattle, WA. Datum unknown 10— 15— 20— 25— 30— 35— 40— Equipment Acker Drill Rig Log of Boring 2 SCSD/Showalter School Addition Tukwila, Washington PROJECT NO, DRAWN DATE 14,498.002 SES 26 April 94 Land Surface —277.5 feet' Date 4/6/94 BROWN SANDY SILT (ML) soft, moist; with a trace of organics (Fill). MOTTLED GRAY BROWN SANDY SILT (ML) stiff, moist; with some gravel (Weathered 1911). GRAY SILTY SAND (SM) very dense, moist; with some gravel (1911). Groundwater not encountered during drilling. Boring backfilled with bentonite and soil mix. OVED PLATE A3 REVISED DATE 19.5 10 Test Pit Number . Land Surface -277.5 feet* Date 4/6/94 Elevation Sod. BROWN SANDY SILT (ML) soft to stiff, moist to wet (Fill). MOTTLED GRAY BROWN SANDY SILT (ML) stiff, moist (Weathered. Till). GRAY SILTY SAND (SM) dense, moist (Till). Test Pit terminated on 4/6/94. Groundwater not encountered during excavation. • Topographic Survey of Foster High School, dated 7/87, by Hammond, Collier and Wade - Livingston, Seattle, WA, Datum Unknown AGI TECHNOLOGIES 498002t1.cdr Log of Test Pit 1 SCSD /Showalter School Addition Tukwila, Washington PROJECT NO. DRAWN DATE yi 14.498.002 SES 26 April 94 .e/( 4- REVISED PLATE A4 DATE GENERAL • AGI Technologies conducted laboratory tests on several representative soil samples from the Showalter Middle School in Tukwila, Washington to better determine the soil classification of the units encountered and to evaluate the material's general physical properties and engineering characteristics. A brief description of the tests performed for this study is provided below. The results of laboratory tests performed on specific samples are provided at the appropriate sample depths on the individual boring logs. However, these test results may not accurately represent in- situ soil conditions. All of our recommendations are based on our interpretation of these test results and their use in guiding our engineering judgment. AGI cannot be responsible for the interpretation of these data by others. In accordance with our General Conditions, the soil samples for this project will be discarded after a period of 30 days following completion of this report unless we are otherwise directed in writing. SOIL CLASSIFICATION APPENDIX B Laboratory Testing AGI TECHNOLOGIES All soil samples were visually examined in the field by our representative at the time they were obtained. They were subsequently packaged and returned to our laboratory, reexamined, and the original description verified or modified. With the help of information obtained from the other classification tests, described below, the samples were described in general accordance with the Unified Classification System, American Society for Testing and Materials (ASTM) Test Method D- 2487-83. The resulting descriptions are provided at the appropriate sample locations on the individual test pit logs and are qualitative only. Plate Al in Appendix A provides pictorial symbols that match the written descriptions. MOISTURE CONTENT Moisture content tests were performed on several samples obtained from the borings and test pit. The purpose of these tests was to ascertain the approximate in -place moisture content of soil samples tested. The moisture content was determined in general accordance with ASTM Test Method D- 2216-80. The results of these tests are presented at the appropriate sample depths on the test pit logs. oL: B1 TABLE 1: SUMMARY Fill 0.0 Brown sandy silt Soft to stiff; moist to wet Silt 2.0 to 5.0 Cray -brown sandy Stiff; moist silt 6.5 to 7.0 Cray silty sand Dense to very dense; moist %' /.uLEGAL DESCRIPTION%%u PARCEL A THE SOUTH 75 FEET OF THE WEST 108 FEET OF THE NORTH 280.5 FEET OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M.; IN KING COUNTY, WASHINGTON. PARCEL B THE SOUTH 75 FEET OF THE EAST 80 FEET OF THE WEST 188 FEET OF THE NORTH 280.5 FEET OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON. PARCEL C THE SOUTH 75 FEET OF THE NORTH 280.5 FEET OF THE EAST 220.7 FEET OF THE WEST 408.7 FEET OF THE SOUTHEAST QUARTER OF. THE SOUTHEAST QUARTER OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON. PARCEL D BEGINNING AT A POINT 280 FEET SOUTH OF THE NORTHWEST CORNER OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, ON THE WEST LINE OF SAID SUBDIVISION; THENCE CONTINUING SOUTH ALONG SAID WEST LINE 249.8 FEET; THENCE EAST 961.6 FEET TO THE WESTERLY LINE OF THE JAMES CLARK ROAD NO. 2 AS CONVEYED BY CHARLES FOSTER TO KING COUNTY BY DEED DATED JULY 24, 1903; THENCE NORTH 36%'d 42' WEST ALONG THE WESTERLY LINE OF SAID ROAD 255.6 FEET; THENCE NORTH I0' /.Y.D 18' WEST ALONG SAID WESTERLY LINE OF ROAD 45.5 FEET; THENCE WEST 802.5 FEET, MORE OR LESS, TO THE POINT OF BEGINNING. PARCEL F BEGINNING AT THE SOUTHWEST CORNER OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON; THENCE NORTH ;WM 18'15' WEST ALONG THE WEST LINE OF SAID SUBDIVISION 786.7 FEET TO THE TRUE POINT OF BEGINNING; THENCE NORTH 89 % %D 1710" EAST 500 FEET; THENCE SOUTH I %° /d 18'15" EAST 156.86 FEET; THENCE SOUTH 89 % %D 1710" WEST 500 FEET TO THE WEST LINE OF SAID SUBDIVISION; THENCE NORTH I %'/.d 18'15" WEST 156.86 FEET TO THE TRUE POINT OF BEGINNING. PARCEL G THE SOUTH HALF OF TIIE SOUTHWEST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON; EXCEPT THE WEST 190 FEET OF THE EAST 565 FEET OF THE SOUTH 320 FEET OF SAID SUBDIVISION; AND EXCEPT THE SOUTH 20 FEET DEEDED TO KINO COUNTY FOR ROAD UNDER AUDITOR'S FILE NO. 1158646; AND EXCEPT THE WEST 30 FEET DEEDED TO KING COUNTY DY AUDITOR'S FILE NO. 472349 AND 5548565; EXCEPT THE NORTH 30 FEET OF THAT PORTION OF THE SOUTHWEST QUARTER OF THE SOUTHWEST QUARTER OF THE SOUTIIEAST QUARTER OF SECTION 15, TOWNSHIP 23 NORTII, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, LYING EAST OF THE WEST 30 FEET OF SAID SUBDIVISION AND WEST OF THE SOUTHERLY PRODUCTION OF THE EAST LINE OF VIEW STREET '43RD AVENUE SOUTH' AS 5110WN ON THE PLAT OF RIVERTON MACADAM ROAD TRACTS, ACCORDING TO THE PLAT RECORDED IN VOLUME 16 OF PLATS, PAGE 90, IN KING COUNTY, WASHINGTON; DEEDED TO KING COUNTY FOR ROAD UNDER AUDITOR'S FILE NO. 6010970; AND EXCEPT THE NORTH 3 FEET OF THE SOUTH 23 FEET OF THE SOUTH HALF OF THE SOUTHWEST QUARTER OF THE SOUTIIEAST QUARTER OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, FROM ENGR. STA. 88 +80 TO ENGR. STA. 90 +00 AS SURVEYED BY KING COUNTY SURVEY N0. 20.231.46, DEEDED TO KING COUNTY FOR ROAD UNDER AUDITOR'S FILE NO. 7408130313; ALSO THE WEST 500 FEET OF THE NORTH 609.84 FEET OF THE SOUTH 629.84 FEET OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON. PARCEL H: THE WEST 190 FEET OF THE EAST 565 FEET OF THE SOUTH 320 FEET OF THE SOUTHWEST QUARTER OF THE SOUTIIEAST QUARTER OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON; EXCEPT THE SOUTH 20 FEET DEEDED TO KING COUNTY FOR SOUTH 144TH STREET UNDER AUDITOR'S FILE NO. 1158646. PARCEL I: THAT PORTION OF THE WEST 500 FEET OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, LYING SOUTHERLY OF A LINE DESCRIBED AS FOLLOWS: BEGINNING AT A POINT 280 FEET SOUTH OF THE NORTHWEST CORNER OF SAID SUBDIVISION ON THE WEST LINE THEREOF; THENCE CONTINUING SOUTH ALONG SAID WEST LINE 249.8 FEET TO THE TRUE POINT OF BEGINNING OF THE HEREIN DESCRIBED LINE; THENCE EAST 961.6 FEET TO THE WESTERLY LINE OF THE JAMES CLARK ROAD NO. 2 AS CONVEYED BY CHARLES FOSTER TO KING COUNTY BY DEED DATED JULY 24, 1903 AND THE TERMINUS OF SAID LINE; AND LYING NORTHERLY OF A LINE DESCRIBED AS FOLLOWS: BEGINNING AT A POINT ON THE WEST LINE OF SAID SUBDIVISION NORTH 786.70 FEET NORTH OF THE SOUTHWESTERLY CORNER THEREOF, SAID POINT BEING THE TRUE POINT OF BEGINNING OF THE HEREIN DESCRIBED LINE; THENCE NORTH 89% %D 17'30" EAST 500 FEET TO TILE TERMINUS OF SAID LINE. RECEIVED CITY OF TUKWILA • 1 5 1999 PERMIT CENTER May 5, 2000 city of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Permit Status D99 -0132 4628 S 144 St Dear Mr Robbins: In reviewing our current permit files, it appears that your permit to install a storage building, issued on June 11, 1999, has not received a final inspection as of the date of this letter by the City of Tukwila Building Division. Per the Uniform Building Code and/or Uniform Mechanical Code, every permit issued by the building official under the provision of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from . the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, if a final inspection is not called for within ten (10) business days from the date of this letter, the Permit Center will close your file and the work completed to date will be considered non - complying and not in conformance with the Uniform Building Code and/or Mechanical Code. Please contact the Permit Center at (206)433 -7165 if you wish to schedule a final inspection. Thank you for your cooperation in this matter. Sincerely, .R0: R■iav Bill Rambo Permit Technician Xc: Permit File No. D99 -0132 Duane Griffin, Building Official 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206.431.3665 JUN 16 '99 62 :52PM MODERN BLDG SYSTEMS dab MODERN BU140INO SYSTEMS, INC. P.O. BOX 110/9493 Porter Rd. AumsvIlle, OR 97325 . Phone: (503) 7494949 Fax: (503) 7494950 http: //www.mbs- nodular.00m FAX COVER LETTER X99' -0 /35 To: A 1 COMPANY: wax: PROM 1 s _sSE4 REc . (z(— 26 L_ 4 ctAssr)oo M5 JOBf 4 NUMBER OF PAOB'S:' FAX COVER LETTER + MIMS PAM GCE � . 'ZSoo Psi" P.1/1 HARD COPY TO POLLOW IN THE MAIL. MO • If You do not receive all pages, please call us as soon as p • (503) 7494949, our dedicated fax number Is (503) 74 April 19, 1999 City of Tukwila Duane Griffin 6200 Southcenter Boulevar T ukwila, WA 98188 Bi11.Van De Bogert Business Manager Tukwila School District ..�, „ � { . 4640 South 144th Street •Tukwila, Washington 98168 • Phone (206) 901-8000 • Fax (206) 901 8016 The two portable buildings which we hope to move behind Showalter Middle School are to be used for light storage only. It is the intent to use the buildings to surplus and temporarily store equipment (old typewriters, tables, chairs, filing cabinets, etc.). The buildings will not be used in the future to house students. If you have any questions please feel free to call me at 206.901 8003 S incerely, . APR 23'1999 DEVELOPMENT PLA REVIEW/ROUTING C SLIP' 'TUKWILA SCHOOL DISTRICT- SHOALWATE AX' Original Plan Submitta esponse to Correction letter 4 Response to Incomplete,Letter evision # After Permit Is Issued DEPARTMENTS: Bill ding Division P&C I& 1 Public 7 rk 3 s ll'1ta�C o RI Fire Prevention Aux 5 -3 -' Structural i DETERMINATION OF COMPLETENESS: (Tues, Thurs) Complete ICI Incomplete 1 I Comments: TUES /THURS ROUTING: Please Route Routed by Staff n (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved n Approved with Conditions `T REVIEWERS INITIALS: CORRECTION DETERMINATION: Approved n Approved with Conditions E \PR- ROUTE.DOC 6/98 Planning Division k ik -4 - 22 Permit Coordinator DUE DATE: 4 -22 -99 Not Applicable El No further Review Required n DATE: DUE DATE: 5 -18 -99 Not Approved (attach comments) DATE: DUE DATE: Not Approved (attach comments) REVIEWERS INITIALS: DATE: Dear Sir: City of Tukwila Fire Department Fire Department Review Control #D99 -0132 (510) May 3, 1999 Thomas P. Keefe, Fire Chief Re: Tukwila School District - Showalter - 4628 South 144th Street The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) Portable fire extinguishers shall be securely installed on the hanger or in the bracket supplied, placed in cabinets or wall recesses. The hanger or bracket shall be securely and properly anchored to the mounting surface in accordance with the manufacturer's instructions. The extinguisher shall be installed so that the top of the extinguisher is not more than 5 feet above the floor and the clearance between the bottom of the extinguisher and the floor shall not be less than 4 inches. Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they shall be identified with a sign stating, "Fire Extinguisher ", with an arrow pointing to the unit. (NFPA 10, 1 -6.3) (UFC Standard 10 -1) Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 City of Tukwila Fire Department • Page number 2 John W. Rants, Mayor Thomas P. Keefe, Fire Chief Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. (NFPA 10, 4 -3, 4 -4 and 4 -4.3) Every six years, dry chemical and halon type fire extinguishers shall be emptied and subjected to the applicable recharge procedures. (NFPA 10, 4 -4.1) If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4 -3, 4 -4) 2. Exit hardware and marking shall meet the requirements of the Uniform Fire Code. (UFC 1207 -1212) All exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 1 1/2 hours in case of primary power loss, the exit signs shall also be connected to an emergency electrical system provided from storage batteries, unit equipment or an on site generator set, and the system shall be installed in accordance with the electrical code. (UBC 1003.2.8.5) 3. An approved fire alarm system is required per City Ordinance ( #1742) An approved automatic sprinkler system may be installed in lieu of a fire alarm system. (Plans must be submitted to the Fire Prevention Bureau for approval prior to installation.) (City Ordinance #1742) (UFC 1001.3) All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #1742) (UFC 1001.3) Contact The Tukwila Fire Prevention Bureau to witness Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 City of Tukwila Fire Department Page number all required inspections and tests. (UFC 10.503) (City Ordinance #1742) 4. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) An aisle to and working space shall be provided for each electrical panel. An aisle width not less than 24 inches shall provide access to the panel and 30 inches of working space shall be provided directly in front of the panel. (NEC 110- 16(a), NEC 110- 16(c)) Each circuit breaker shall be legibly marked to indicate it's purpose. (NEC 110 -22) 5. This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use 6. Your street address must be conspicuously posted on the building and shall be plainly visible and legible from the street. (UFC 901.4.4) In order to provide you with the fastest police and fire protection under . emergency conditions, please post your suite, room or apartment number in a conspicuous place near the main entry door. (UFC 901.4.4) 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 Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 ( - John W Rand,* Mayor Thonias P. Keefe, Fire Chief • Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax: (206) 575•4439 - . - .: o be comp e e • • y,applicant) _ • Site Address (Attach map and Legal Description showing 4628 S. 144th ST., Tukwila, WA 98168 hy.>Lant Location and size of main): •T0,.wrte' elifkirit ativtii'; ; ,' .-'.; : !; :e', ; r :: ' ". : ='" . ' AgenUCantaot'Pefsori:; '; •,' •, Name: Tukwila School District Name: Mark Robbins Address :4640 S. 144th St. Address: 818 S.W. 142nd St., Burien 98166 Phone: (206)901 -8000 Phone: (206)244 -1023 This certificate Is for the purposes of: ❑ Residential Building Permit ❑ Preliminary Pint ❑ Short Subdivision ® Commercial/Industrial Building Permit ❑ Rezone ❑ Other • Estimated number of service connections and meter size(s): 0 • Vehicular distance from nearest hydrant to the closest point of structure 90 ft. Area is served by (Water utility district): it 125 Owner /Agent Signature: Date: 4/8/99 PROJECT #: The proposed project is located within I to k Zvi ( cc )(Awl (Use separate sheet if more room is needed) 1 , l,vrar re i'J CS'7. r , - s Agency/Phone 2, cold Minimum water system improvements: (At least equal to B2 above) Use separate street if more room is needed Agency /Phone WTRAVAILDOC 6/5/96 114 :'.tFla IUI b11LH L..0 I cl C1 TY OF TUf'WILA Permit Center 6300 Southcenter Boulevard, Suite 100, Tukwila, WA 98188 Telephone: (206) 431 -3670 s Certificate of Water Availability (Required only if outside City of Tukwila water utility district) PART B: (To be completed b waterutllit d/strie:t (City /County) The improvements required to upgrade the water system to bra It into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection: Based upon the improvements listed above, water can be provided and will be available at the site with a flow of 1 &O_{' qpm at 20 psi residual for a duration of 2 hours at a velocity of lv fps as documented by the attached calculations. I hereby certify that the above information is true and correct. 4 - / L F� Date PART C: (Ta be completed by ge ve rnitfg' jurisdictlonj_ Water Availability: ❑ Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in itern C2 are met. ❑ System isn't capable of providing service to this project. tO13 • H- Date RECEIVED ITY OF TUKWILA PR 1 5 1999 °ERMIT CENTER '1:625'02411101:41 CP,\RTMENT ON LA136It AN!) IINI17 "1'iZlf?S.` 'REGISTERED AS PROVIDED BYLAW AS. CONST CONT GENERAL REGIST. # EXP.: DATE CCO1 ',ROBBICH169NQ 03/31/2000. - .EFFECTIVE 'DATE 08/18/1984 ROBBINS & CO.HOUSEMOVING INC.^ .818 SW 142ND ST SEATTLE WA 98166.";. I)Llaih r \niI I ' REGISTERED AS'PROVIDEDBY'LAW CONST CONT' GENERAL REGIST..# EXP. DATE CCO1 ROBBICH169NQ 03/31/2000 EFFECTIVE DATE 08/18/1984. ROBBINS & -CO HOUSEMOVING INC 818 SW 142ND ST ' SEATTLE WA 98166 Sigmiturc Issued by Dlc_l'ARTMENT OF LA1012 AND .INDUSTR1ES Please RCI)1( V.0 And ,Sign `. (e tiI c:r0iil, C;ral Belpre Plaainu• Ili 13111 I vl�l'. -IA- 1- -I- MAIC ±I EX S/N 161 IS CONK( EX. ST( S =0.517 p 0 XISD IG POWEI FIEF •1 1 ! ROOFIDRAIN 10 261 SYSIIEM . -MIN -9 _ I — 2- 4— - / 1 1 1 1 V u Got nil L —I— f, --I— 1_ , '.0 I I I 1 1 1 l n I TF S 1 TIT STREET D99 -0132 EXPIRED 0 �o 0, h \ 1 I I i I ; --, _� 1 I _\ r `� 0 0 40, 1 ,,i � ° !I 1 1 8__-\ \:�, I 1 1 I T� - 07_- - 1- i i i i \ , I I I / I I I 1 1 Sl IOWALTER UTILITIES ELECTRICAL: SEATTLE CITY LIGHT PHONE: US WEST WATER: CITY OF TUKWILA SEWER: CI 1Y OF TUKWILA Kill, I IE T TS 'I "'], m VICINITY MAP ADDRESS: 4628 S 144TH ST. SEATTLE ZONING: LOW DENSITY RESIDENTIAL APPROXIMATE SITE AREA: 32.66 ACRES • EXISTING BUILDING AREA: 95,144 S.F Urban Design Inc 0 Environmental Planning Civil Engineering Landscape Design & Project Management Services GT1Y h "L ',SvilLr ". 0 0 0 a'O 77 I Il e: q SHOWALTER MIDDLE SCHOOL ADMINISTRATION BUILDING SITE & UT! 1.ITYPLAN *Mr er SEPARATE Pr ,'^ REOU LV CAS PIPING CITY OF TU!Clr/1t.A DIVISION 611 Market Street, Suite 3 Kirkland, Washington 98033 (206) 822 - 4886 Fax (206) 822 7870 • FILE COSY ur��i M I L 0 ti 967 1 under stsnd t(88t)fJ�� c., subject to errors and omissions and approval of plans does not authorise dr violation of any adopted code or =am& {1•eelpt of contractor's copy of approved pm odikoisciged. By Date � C� /'� Pemit No. v.i t t O I GRAPI - TIC SCALE ( IN FEET ) 1 inch = 30 ft. RECEIVED CITY OF 7UKWILq /APR 1 5 1999 PERMIT CENTER Project j SLeerrlo. i 27 r 13' -1D " - _ 13' -10' 6' -11* 6' -11' Y 6' -i1" 6' -11" Ill . ■`l I / 110 ct1 ■ I IN \ I � I J -- 1 r7 1 III ', , ,A MIMIIIIII \ M•I ' r 4 x 6 POST SIDING JOINTS (2) 12d TOE NAIL EACH SIDE WEDGE AND SHIMS AS REO'D (21 12d TOE NAIL EACH SIDE R PERIMETER FOOTING SIOING JOINTS 0 END WALL COLUMN FOOTING MID-SPAN FOOTING CH END AND 8' -0" O.C. LINE OF FULL- HEIGHT CMU PIER - SEE PLAN -111111, Illllllnl� 16" x 16" x 4" CMU PIER I IIIIgth III1 1111/1111 11111 =11111 11111- MARRIAGE LINE FOOTING LINE OF FULL-HEIGHT CN1J PIER - SEE PLAN CAP CIAJ E 4 x 4 POST „.___P.T. CA P in 8' x 8' x 16" CMU ZIP SCALE■ r • r •0' 2x6OFAT16 "O.C. SIN. 7/16' APA RATED SIDING W/ 6d's AT :" AND 8" O.C. 111 IIIII IIIII ih I111ffi III 121 - "4 CONT. 0 1 ALTERNATE PERIMITER FOOTING (IN LEIU OF DETAIL 8/1) 2A6 x 10 DF "1 x 4' -0' (2) 12d TOE NAIL EACH SIDE 4000" PRE -FAB METAL PIER 3 COLUMN FOOTING 1 1/2" DIA. M.B.'s W/ WASI -ERS AT 3' -4` IN EACH END AND 8' -0" O.C. IIIII Rnllllll u,,.�lll�lllll� 2) 12d TOE NAIL 1 EACH SIDE 21 16d DUPLEX 4000" PRE -FAB PETAL PIER 16' x 16" x 4" CMU PIER iIII VIII iII lllll lllll lull =lull lull- " IIIIIIIIII �IIIIII� nnl VIII. " ALTERNATE MID -SPAN FOOTING i m IIII��llI�IIIII� 12d AT 16" 0.C. 12d AT 6" 0.C. P.T. 2 x 6 W/ SIMP. MA6 E AT 4' -0' 0E. AT SIDE WALL (o 2' -0" 0.C. AT END WALL (2) 4 x 12 OF "1 POSTS 4 x 8 OF "2 16' x 16' x 4" CMU PIER 1 O ALTERNATE MARRIAGE LINE FOOTING SCALE: 1' - SCALE: I • 1 SCALE: 1' • 1, L.V.L. RIM SKIRT RIM C.M.U. PIER BELOW ENDWALL RIM NW FOUNDATION NOTES 1. GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS. THIS STRUCTURE SHALL BE ADEQUATELY BRACED FOR WIND OR EARTHQUAKE FORCES AND TEMPORARY FORCES DURING SETTING AND ERECTION UNTIL ALL UNITS HAVE BEEN PERMANENTLY ATTACHED THERETO. 2. DESIGN LOADS' ROOF DEAD LOAD ROOF SNOW LOAD FLOOR DEAD LOAD FLOOR LIVE LOAD WIND LOAD - 80 MPH EXP. B SEISMIC ZONE 3 3. EXCEPT AS NOTED. DIMENSION LUMBER FCR FOUNDATIONS SHALL BE FEM -FIR. NO. 2 & BETTER. TREATED LUMBER SHALL BE PRESSURE TREATED IN ACCORDANCE WITH AWPS STANDARD C-2 TO A MINIVAN RETENTION OF .40 PCT. AT PIECES IN CONTACT WITH GROUND. SAWN BC GRAIN SHALL BE FIELD TREATED WITH 2X MIN. CONCENTRATION COPPER NAPHTI- ENATE. TREATED PLATE STOCK SHALL BE 5003 QUALITY AND SHALL NOT CONTAIN CONTAIN EXCESSIVE SPLITS. CHECKS OR WANE. 2 x 4 FRAMING SHALL BE FEM -FIR. STANDARD OR BETTER. TREATED 2 x 4 FRAMING SHALL MEET TFE REQUIREMENTS SPECIFIED ABOVE. 4. ALL NAILS TO BE GALVANIZED. 5. VENT CRAWL SPACE 1 SQ. FT. PER 50 SQ. FT. OF FLOOR AREA OR AS SHOWN. INSTALL 6 MIL. VAPOR BARRIER. 6. CONNECT STORM WATER FROM ROOF GUTTERS AND DOWNSPOUTS AND DIRECT AWAY FROM BUILDING ' PAD TO AN APPROVED DRAINAGE SYSTEM. GALV. STRAP 0\101D STRAPS NOT SHOWN) CORNER TIE -DOWN NOTCH FOR STRAP AT TOP CF RIM -TYP. 'III0I IIIIIIIIIIIIIIIII= IIII11111= IIIIIIIIII==(!ll - ""= 11 � u u1II— IIIII (Vll 1(111 =11111 =.. 8 TIE -DOWN STRAP 1 12 PSF 25 PSF 10 PSF 50 PSF JOIST 2 x 8 BLOCK GALV. STRAP 1-1/4" x 0.031 GALV. STRAP W/ BUCKLE TO "U' BRACKET W/ 5/8' DIA. BOLT. mIIIIImII , SHADING DENOTES FULL-HEIGHT C.M.U. PIER - TYP. AT (8) PLACES P.T. 2 x 4 x 2' -O' L. AT 6' -0" 0.C. Wi "5 x 1' -6" DRIVE 5/8" DIA. x 10" ANCHOR BOLT 24" DIA. x 4' CAISSON W/ (0 - "5 VERTS. (3003 PSF CONC.) FOU\ CATION 3 LA\ D99 -0132 EXPIRED SCALE: 1/4" = 1-0" ECEIVED CIN R OF TUKWILA APO 1 5 1999 PERMIT CENTER REUSE OF DOCUMENTS THIS DOCIINENT AND TI-E IDEAS MID DESIGNS INCORPORATED HEREIN IS THE PROPERTY OF MODERN BUILDING SYSTEMS. INC. AND IS NOT TO BE USED. IN WHOLE OR IN PART. FOR ANY OTHER USE CR PROJECT WITH OUT WRITTEN AUTHORIZATION. z 1- co Z W 0 9 DATE 3- 24-19 DRAWN BY: GBK DESIGN APPROVAL1 SALES APPROVAL: REVISIONS APR 0 8 1999 SFEET 2 OF PROJECT NO: M)5C. FLUOR PI_Alt INDIES Wal Is Ex ter ior Insulation: 11-1 I Sul, oor 5/8" ISG Comply \, Insulatinn: R-1 Finish: Fomme'cial Level Loop Carpet UNr -GSS t�10rE�OTr+E4Wr5E. base: c- -I/2" rubber. u i ndlons Frame Coln' Mill Finish Mass r■lnr: Clear Int. - Lr im nut: I/4" paneling ,r th panel ing corners. I lead,' r : h 1./Fit2 Fi.002 PLAN I " _ 1 I _ p'r SCIENCE CLASSROOMS Doors Erterior; : Metal insulated with wood jambs_. Hardware: 1 -1 pr. butts. r lock set. closer. wriatlier s trip and threshold. Doors Interi ®r. Style: Saud core wood with wood jambs - Colony Oak. F . 1 -1/2 pr. but Ls, rack set, concave bumper P Z EXPIRED DLTL\ LIST : GENERAL Ta AREA 177' 55,r 55 CA....S517..COM 875 5a. FT, FR07, ROOF SRF15 1555 5 55 FT. EXTERIOR vJ' LL LENGTH - 1 a PT. INTERIOR_ NA/A.L.L. LENGTH <11 FT, ▪ P W GNIOLV FILUR PECESIAL CUTLET'S to to I 111/ 2 unless rote1.; R. Inter ie. wail dimensions are to centerline of s t u d. 'I, Ira! unless noted., C. Grid dimensions at module frame dimension=_ unless note, D. Suspended ceiling systems shall he braced for lateral loads pc. U.EI.C. std. no. 67-1E1_ E. One pet in vapor bar shall be installed the arm skit- •,f ev.teri r walls. floors - and cei 1 logs of heated bui 141i .;`•e,e vapor barrier is exposed it shall be FS -25 or I.ess. F. Flame spread - interior wall and ceiling flnl ,hes =- .hall !._ , tr-d as follows: SLaiis Class 1; Corridors Class II; other .r-.- Class I11. In A and E occupancies window treatments, cat':. ;h,aII be treated to render them non - combustible. All duc1.anrl ,hall cent arm to UMC 1002. Iti 2� Ftn9rt PLL\N 11 F11_0" 99 -0132 FSUS(J 55 CL SRC r�S to outside fag r: C. MATERIALS A. 1-umber : All 1 - _ether IS ur ceded pe. ides'. _r 1 m I uhe, .- .i It- ,Ic - .: Ilatest ed, n, pith: _d by Western Wno d P orinc - _.. .Ir D. Fastening to be in actor dan< with C.A.E1.11. Rcpt,rt 1III Table 25 O and IJDC 'able 4.' -f'• S 1, unless noted other" ",. I irriber Gr atle,. Stud;: hem: rir standard ¢ better I'.F. un less rithr -•. Joist: u R:rte - s: h.rm /iii SI S. better I .D. un. noted Sheathing: All sl - .ca th ing shall he Amer ic ar PI yr,,ut1 ••:s, ,I- preforma "r . reled panels bra' ing an A.P.A. leg ii.Le, ed 1, C.A. )- Pepor t NFU 126, and MUDNIR / 9 5- 5.� �,- [fpr, urpr /P cGRAoE Zo 4 -J GENERAI UJI ES 2.7'-‘5" 13 I/ I = 1' -o II G GIL�SSRcx� 15 (T7IMENSIONS IJOTES / -. •(PIc2\L'5 IEI RECEIVED CRY OF TUKWILA APR 1 51999 PERMIT CENTER w K DATE: 2 ZZ - DRAWN BY: P78/ A115 REVISIONS: L 16 -90 /1 4 -3 -90 APR 0 8 1993 • � PROJECT Q 2 - NUMBER CJ cLA552MS 113 _� 3 J \ I FCO uSi- EXHKIS� 14- C j�J� L L D d" oo TEA 011 ERS_'Y GC I'>INLT SEG o of 0 1i �r_ SOFFIT 0 "7 A.F.F. (T.(P.) S1 -IT.3 j ° 7° ,,-,-1,1. „6 - ,Sl „o-,� °X. to \ SEE - 8 6 ,O s L f / 9 CAr`i1NET eeM NK EXHAUST w SI SEE Z 0 >: - „0- ,2C l ,_� 3 1 L . 2 ye Joi l" -r 1,,:47.-1--, ( f 1,,:47.-1--, ELO W I.JALL 3 0 0 7 J T . _ p F - 0 i 3� ox ab„,{? 3e - 0 " Cb 8 °4° WHITE 6p• II e TIERS' Cg81NET SEGO 3 FLUOR PI_Alt INDIES Wal Is Ex ter ior Insulation: 11-1 I Sul, oor 5/8" ISG Comply \, Insulatinn: R-1 Finish: Fomme'cial Level Loop Carpet UNr -GSS t�10rE�OTr+E4Wr5E. base: c- -I/2" rubber. u i ndlons Frame Coln' Mill Finish Mass r■lnr: Clear Int. - Lr im nut: I/4" paneling ,r th panel ing corners. I lead,' r : h 1./Fit2 Fi.002 PLAN I " _ 1 I _ p'r SCIENCE CLASSROOMS Doors Erterior; : Metal insulated with wood jambs_. Hardware: 1 -1 pr. butts. r lock set. closer. wriatlier s trip and threshold. Doors Interi ®r. Style: Saud core wood with wood jambs - Colony Oak. F . 1 -1/2 pr. but Ls, rack set, concave bumper P Z EXPIRED DLTL\ LIST : GENERAL Ta AREA 177' 55,r 55 CA....S517..COM 875 5a. FT, FR07, ROOF SRF15 1555 5 55 FT. EXTERIOR vJ' LL LENGTH - 1 a PT. INTERIOR_ NA/A.L.L. LENGTH <11 FT, ▪ P W GNIOLV FILUR PECESIAL CUTLET'S to to I 111/ 2 unless rote1.; R. Inter ie. wail dimensions are to centerline of s t u d. 'I, Ira! unless noted., C. Grid dimensions at module frame dimension=_ unless note, D. Suspended ceiling systems shall he braced for lateral loads pc. U.EI.C. std. no. 67-1E1_ E. One pet in vapor bar shall be installed the arm skit- •,f ev.teri r walls. floors - and cei 1 logs of heated bui 141i .;`•e,e vapor barrier is exposed it shall be FS -25 or I.ess. F. Flame spread - interior wall and ceiling flnl ,hes =- .hall !._ , tr-d as follows: SLaiis Class 1; Corridors Class II; other .r-.- Class I11. In A and E occupancies window treatments, cat':. ;h,aII be treated to render them non - combustible. All duc1.anrl ,hall cent arm to UMC 1002. Iti 2� Ftn9rt PLL\N 11 F11_0" 99 -0132 FSUS(J 55 CL SRC r�S to outside fag r: C. MATERIALS A. 1-umber : All 1 - _ether IS ur ceded pe. ides'. _r 1 m I uhe, .- .i It- ,Ic - .: Ilatest ed, n, pith: _d by Western Wno d P orinc - _.. .Ir D. Fastening to be in actor dan< with C.A.E1.11. Rcpt,rt 1III Table 25 O and IJDC 'able 4.' -f'• S 1, unless noted other" ",. I irriber Gr atle,. Stud;: hem: rir standard ¢ better I'.F. un less rithr -•. Joist: u R:rte - s: h.rm /iii SI S. better I .D. un. noted Sheathing: All sl - .ca th ing shall he Amer ic ar PI yr,,ut1 ••:s, ,I- preforma "r . reled panels bra' ing an A.P.A. leg ii.Le, ed 1, C.A. )- Pepor t NFU 126, and MUDNIR / 9 5- 5.� �,- [fpr, urpr /P cGRAoE Zo 4 -J GENERAI UJI ES 2.7'-‘5" 13 I/ I = 1' -o II G GIL�SSRcx� 15 (T7IMENSIONS IJOTES / -. •(PIc2\L'5 IEI RECEIVED CRY OF TUKWILA APR 1 51999 PERMIT CENTER w K DATE: 2 ZZ - DRAWN BY: P78/ A115 REVISIONS: L 16 -90 /1 4 -3 -90 APR 0 8 1993 • � PROJECT Q 2 - NUMBER CJ cLA552MS 113 J \ I FCO uSi- EXHKIS� 14- C j�J� to - 0 a.RPET - 8 6 ,O s L f / 9 CAr`i1NET eeM NK EXHAUST w SI SEE Z 0 >: SHEET vINYL IO O (e;) o1jT1 T5 e 42 "A,F.F, THIS WALL EA. GLASSILN!. 4 Oa CY• (11)' FLUOR PI_Alt INDIES Wal Is Ex ter ior Insulation: 11-1 I Sul, oor 5/8" ISG Comply \, Insulatinn: R-1 Finish: Fomme'cial Level Loop Carpet UNr -GSS t�10rE�OTr+E4Wr5E. base: c- -I/2" rubber. u i ndlons Frame Coln' Mill Finish Mass r■lnr: Clear Int. - Lr im nut: I/4" paneling ,r th panel ing corners. I lead,' r : h 1./Fit2 Fi.002 PLAN I " _ 1 I _ p'r SCIENCE CLASSROOMS Doors Erterior; : Metal insulated with wood jambs_. Hardware: 1 -1 pr. butts. r lock set. closer. wriatlier s trip and threshold. Doors Interi ®r. Style: Saud core wood with wood jambs - Colony Oak. F . 1 -1/2 pr. but Ls, rack set, concave bumper P Z EXPIRED DLTL\ LIST : GENERAL Ta AREA 177' 55,r 55 CA....S517..COM 875 5a. FT, FR07, ROOF SRF15 1555 5 55 FT. EXTERIOR vJ' LL LENGTH - 1 a PT. INTERIOR_ NA/A.L.L. LENGTH <11 FT, ▪ P W GNIOLV FILUR PECESIAL CUTLET'S to to I 111/ 2 unless rote1.; R. Inter ie. wail dimensions are to centerline of s t u d. 'I, Ira! unless noted., C. Grid dimensions at module frame dimension=_ unless note, D. Suspended ceiling systems shall he braced for lateral loads pc. U.EI.C. std. no. 67-1E1_ E. One pet in vapor bar shall be installed the arm skit- •,f ev.teri r walls. floors - and cei 1 logs of heated bui 141i .;`•e,e vapor barrier is exposed it shall be FS -25 or I.ess. F. Flame spread - interior wall and ceiling flnl ,hes =- .hall !._ , tr-d as follows: SLaiis Class 1; Corridors Class II; other .r-.- Class I11. In A and E occupancies window treatments, cat':. ;h,aII be treated to render them non - combustible. All duc1.anrl ,hall cent arm to UMC 1002. Iti 2� Ftn9rt PLL\N 11 F11_0" 99 -0132 FSUS(J 55 CL SRC r�S to outside fag r: C. MATERIALS A. 1-umber : All 1 - _ether IS ur ceded pe. ides'. _r 1 m I uhe, .- .i It- ,Ic - .: Ilatest ed, n, pith: _d by Western Wno d P orinc - _.. .Ir D. Fastening to be in actor dan< with C.A.E1.11. Rcpt,rt 1III Table 25 O and IJDC 'able 4.' -f'• S 1, unless noted other" ",. I irriber Gr atle,. Stud;: hem: rir standard ¢ better I'.F. un less rithr -•. Joist: u R:rte - s: h.rm /iii SI S. better I .D. un. noted Sheathing: All sl - .ca th ing shall he Amer ic ar PI yr,,ut1 ••:s, ,I- preforma "r . reled panels bra' ing an A.P.A. leg ii.Le, ed 1, C.A. )- Pepor t NFU 126, and MUDNIR / 9 5- 5.� �,- [fpr, urpr /P cGRAoE Zo 4 -J GENERAI UJI ES 2.7'-‘5" 13 I/ I = 1' -o II G GIL�SSRcx� 15 (T7IMENSIONS IJOTES / -. •(PIc2\L'5 IEI RECEIVED CRY OF TUKWILA APR 1 51999 PERMIT CENTER w K DATE: 2 ZZ - DRAWN BY: P78/ A115 REVISIONS: L 16 -90 /1 4 -3 -90 APR 0 8 1993 • � PROJECT Q 2 - NUMBER CJ cLA552MS (I„ ` J esmeamscer FRONT ELEVATIOrJ I/4 " = r -o" PT(2)( b PT CL) C.x 6 &MENEM CEoTE12 - Co t., Flan i A G'1 'z I' M RIPPED 2x BLccK 1 - x4 Postal W /C 4"o/c. �X$ ( Conk 4 (ox I -G KE6AR EQUAID/ seacen , [a (eb_4- ALTIERNA11N4 (es) EA • E)!' 'ALL - (Iz) slrxwAl.t, 4 x & Yosr FOUNDATIONS A. All footings to bear o n native undisturbed soil. Local code concerning frontline. Minimum soil bearing is 1500 P.S.F. B. Concrete strength in 2B days shall be fc =2500 P.S.I. minimum. C. All .steel (,anchors and rebel irUconcrete footings to be 3" clear minibum ai bottom.. D. Vent craw, space 1. sq. ft per 150 sq. ft. floor area. E. All lumber in contact with concrete shall be pressure treated .254 /cubic foot C.C.A. All lumbar in contact with earth shall be treated .404 /cubic foot C.C.R. F. No less than 413 hours prior to. excavation, notify utilities of intent to tlig.1 ' 'b'CONfI -Y SK IRT r.-r. 4 x 4 ro5T F.T• R x 4 13ACKINC4 -- Cg 40' (r'r) Cal-1 GALS/ 12.1 4 6 , .x I 1 -G' Rc 3AR E<c+i flgn @ 60 ALTERNAT'' (e) EA, ENDWAIL (lz) EA, , 1op.WAU 1 x8x1(, GMU BLOCK B xS xIG GMU SLCYK (a) 6x8 RT. x i� =111— III � U 1111=1111 I II Il - Olt II _ .41 OFfcNAt- ry RIM��K mot ) 1z I %I Ff5111 TEE , LUP 2t. OA." 7 %} WL 21H ri- 21 SX 1'4 ci) T (' . (PERIMETER . �i {F. ALL SIDES {Vz " = I' -o" END WALL Cc)L. FT61 (Z) (2) COMFARTMENT5 U// FIXED SHELVES CLOSET w/ 1- 16NIG6R ItOv (4) Ga71.I5TMLE SHELVES • 15 x (3 X I(a CMU FSLIC W (Y) y5 ( LA=K9 1�QT 2 '12 . 2 o i •,�5 ) G4L wea U HE.Est Ea E2 (1) AS 51-10wN (1) oPR7stre MOP F E S,DE 6,1 DLIt\IL - TEACHERS' CSIN SoHETRI C s/4" = I 1 -0i Ea f- 0 ELEV. - NET .ter/ SIIJK_ %z " =1' -o" C - -J e 4" o/� 64 @ z" E34" /. EXPIRED D99 -0132 EX1ERIOR. ELEVATIOhN NOTES Siding: 5 /9" TI -11 Comply APA 303 -19 with 6d it 6" oar edge and 12" o/c field. 'I grooves. Skirt: same as 1 ding,W /64 4" 'C EDGE 11' 12 "4e.- Fr €to, Corner batis: 1/2 x 4 hd. bd. Module bat, 1/2 x 5 -1/2 hd. bd. Fascia: 1/2 x 5 -1/2 hd. bd. Barge: 1/2 x 5 -1/2 hd. bd. Window trim: 1/2 x 2 hd. bd. Door trim: Shake molding Gutter: B'ISITE coNTFLOGrort, Downspouts: ']yY$ITE CLTl TFL4C- r>;'rj Roof a Roof sheathing:3/4."24TM= Q 3F7G4TFFING with 15 ga. r. staples at 6" o/c edge and 12" o/c field. Framing: 2 x B DF42 at 24" o/c. Insulation: R -30 Beams: i xX 1 -1/2" x 24" x cont. >: 2.0E laminated veneer lumber beam Roofing: 2154 .(Classic Saver Style) Fiberglass comp. shingles over (2) layers l5 pound felt. Mop in 1st 2' -0 inside wall line at pave � X !es Ridge Vent: XX Yes No No fi SHEET OF z J 0 REVISIONS: &4 -,a - PRINTED APR 0 0 1999 nut! D;r;c;;:ysTLr. ^.s PROJECT Q25 NUMBER V 1 DATE: DRAWN BY A...1 IS P A I - .IL Ira emit. • a 1 fl c)rt. a ri Uri .rT (:I ga 20 1 q, RecePT ill 9 j li .IRNA L t: ITI© mokimm ©MM gx$z IL,i' FM®II- I■ '. __ ___ FLJ4tiat.fl Mop= F Y,cP SPARE- =1 SPA miss shha $ PA+QE ,. PARE. A,I♦�FDI♦� MOM R® S o qo MIml■I spH....F F i ti ILII-�, 5/F r'S w � iurALs 7 E'i a 4 1'(1f Ls . IMMICIIIII _ , W AL5 i _3.5E ° p . Ls >i,. N k ' PL za i i-o WNTT5 "ff. i 11 z - = peas e1ZG: 200 14 TP MIN R .2.D N1P. YOI.11,0e- !Z./-.A. 1 4' rLus4 NIOUNTF-0 P A 1 L I I A tl Mg Lc,.4T5 emit. • a 1 V TT3 61[7 N1P. aR. H� .rT A - lm '-'"' 20 1 q, RecePT ill 9 j li lzo L.41415 2u 1 4' gx$z Fue.le.ce PRIM 5 •• FU2.Nw..3cE 1.0 NIACIN t (0 10 soon SPARE- =1 SPA miss shha SP,,,-, II I9 spH....F F i ti 1 1 w � iurALs 7 E'i a 4 1'(1f Ls . 1 -'s 1'd,.00 riN L. ,/.L 1.-2,-., „,.. 11s.i 14 4 1. 15 Ir, 17 15, 19 4o - rA1.s e. ' • . I211.. far Ls . s 1 .'. 21IOo II' 11L- - hL 2432, WP+TTS Ill la , 4. ' OVA: s.o AMP YWIN Me4 zoo fV1P. YOL17\0e. ! 7-4. jet rLus 1 110UHT50 PA H L __ Iii' 1111 ILiul M ITI' 111 nealIIII, LIGFITS NEERIZIIIIIMILIIIVINIENPERMINIMEINI El NEM t I L I p 8- . /v ! e x P.8 ; � '1., I IIIIII FE '? r II li - - g crT gx$z w. 14 e TE2 � m■.e 15 cFM m 2 ,,,,,,e -� 5 Pp,r E . s_n,F 1• SPARE- 17 miss 15 J I9 1 F i ti w � iurALs 7 E'i a 4 1'(1f Ls . S ' -'s 1'd,.00 riN L. ,/.L 1.-2,-., „,.. 11s.i G1.455 SIZF: z.o A I'wIN .R t Zoo me YOI.1 -' . 1/240 1 � FI,usH flf/UHT50 1 \ I2''w Y 3o" N RA GRILLE I L I p 8- . /v ! e x P.8 ; � '1., I - - _ gx$z /ERT -p-r 20o cFM !,..6 14x1(0 miss 0.4 J +40 F 1 F i ti vcszT ,--is rt . � �, RP G FM c 4 1. gxioz ! \ Jj al:eI lmemmenom \ ' C/Orr 1e- (1) EA R I x '1, -- -� �2 _x 5YL 1KCi a ENQ N� lx 4 w/ Ii -_11 ' -18" T1•11 SiO IJ G1 z WNErE O MO' SI .WALL.. e ,v DE.TA I L I' /2". I,- o" Zx 8 RA Zx 9 L.E[ x ZA " ATtAC-I -1 To 1 I/ (w) 121 4x4 RF• ATTACH l2 / 12 d Co (<" o% 1-x 5c/LID ri r FSLCrrrX Al - f75 sTZ)5 sA. Grip souv BrARINy (RIMS via ) Gd 130X NAILh ( " o/c L R- 19 INSULATION -12d @ IL " /C- 1_1_ COu.1 M N riicrzo- LAM Fg -25 \./AP IIJSJL. TSLK - - -- Acco- c EIL. MIN. PLATE SPLICE w/ /IB) 12 d - -]lJ1> 1i.laR F1 llsW (SEE SPEC- NOTES FOR MA, L Aft v . 1 D 2 x 9 �TJ Q Ic9110% N/ 17D1-511-4 e 51G11-1G, J'II a/ - 5•6 " [o.n PLY oP; PLYwoov SIDIN coMPLY SKIRT Qx BLOC4CI!-1 EA. )T 2,< SHIRT RIM '1/ 1261 e v_f7 hvFFLC= 2.s panesR z4 " - 2 7c, I JS'1L (SEE SPEE - N= Ford MAT'L) TYP SIDEwALL FLL29I DETAIL EHDwALL SIM I/Z "> I' O" . 0 • d l "O /C- v1/ (4) 1261 E.FJ• 10 L.V.L. -2 x L.O(ek12 i Z-4 A.2.0 F4o6 Flub &1fpac 4 To coL u// (14 )rZd - tc I /t " x J /2 4 x 5" LAG. (3 pw) TP'i7 '/ ( Nio E. memeeFt- x $ PF col 5T ZZIS y ,// (1O) 1410 r6A. EQ1J Lk !8' STLIRRI- Ftcn12 °31..I13FL oa, LUP Zlo A IYs "x 7/9" LV.Lx co1J"1'• ASPHALT Cot•W.. SH I IJG.LES 5 4" 0.5.6. r zx ae 2.4 ol� •wT4G STLIRb1-F (b(Z sLl3PLooIZ Z :c B z 2 Icic' /G 2x 8 rirx2r. J01 - Io"o /cam ; L N 1 2 - 1 f2 F 1¢ x4 LOG qzL'( 0 8' - 0. , o/C 3'4 FIZo -J Ems. �Jt7�ac'JUST R'soL L,a_7ouj O,LJCIH 1 LT As N cv - io avoI U,IST) siMP WP 2(r 4 L co F-Y( ('fL r c 7 %F x 2.O MOOS L.V. L.. F`e, 5117;.-1 c Loy,J 2 - CD F L00 12.1 CL'nE VMNT - -y HOLD PL` W 2P Vx" 6acK Fl . SIDE of TP- 47 J/ (J N10 _ TO EA RIDCaE BM 6-'_o /ct MOP BATT ACCO TILE CFJUHEI od DUP pS RE Pt NIFJI' I Rc 7F MAI2.2IAG E/ g2ACE DETAI L 2.4 LEDGIER w/ (2) ROWS of 14 ea. x3" STAPLES C e/C. . x12 "L. 24` o/c IJIIQIIIIBmmmlmm)II l 1 14.1 3 STAIae 2)(4 , 30• mAce will.' lN 4' -o to -.wt. - QF eoL. 'bT t2 w /(5 1 tJlo er• eun TP I'L,4IJ VIEW ELM. (21N1 d{t ILL0) C� COLUMKI P T, ,I 5 ..:8111111? I I /2' =e -o" O" 4'y.1 Ma'EV -- Exeit T4E MIIJ REttpUIaEME -F-T5 T FdrzN E"( W1c VI G n( et/o ec) ib�Fl ,c 24' i I Z T N !"Ia- GP.II II-I sI u t wshuw. 74hMMbGIL - I LTER o M' b 1415 ooF�rRcLtD �'+'v'iP� J 2 J) -we Is. rtr•J EL c- PJRcJIc.E. kti,v SWU- rtr x lcm Lovv LEAK Mofbl� cn.JTTtoL&0 akirE.R. VT' ON FLCXJ � '"- J I'ICP•L W"\SI • rJRN E- WITH ECCNQIA ISE.. 0 E"�GE GLAS5K ONLY : ISOO CK l E xH&USr TO OUT FROM EA. C{ASS SYMMS- LEST 2 x 2 lay -in diffuser Duplex receptacle 4 - plea receptacle Okt Clock receptacle (l10y) © Clock receptacle (low voltages) l Q Junction box Ceiling light Wall light - 2 x 4 fluor. lay in fixture 1S; 0 L. CEIL / L - IG HTINI, I / I �.V.L\.G. PLAN (ELE:G, OUTLET SHOWN cN FtA' PLANS = J1 Fire alarm horn Flush elec. panel 0 4F Smoke detector Q '1 Discohnect switch Meter Base ® Fire Alarm Raceway Only D99 -0132 EXPIRED Ceiling fan Single pole switch Three way switch Thermostat Break glass station RECEIVED CIYV OF TUKWILw APR 1 5 1995 PERMIT CENTER 1 D ATE: Z -2Z- °lo DRAWN BY: A REVISIONS: tor 3 -I6, -90 A- 4 - 3 - ) 0 PRINFED APR 0 8 1999 BL81Jl�.. -, :i ii 115145 SHEET 3 OF 3 PROJECT A. NUMBER J GLASSRM S I I/2" O.D. ALUM HANDRAIL F.G. P.T. 4X4 r T 1 I GONG. FTG.'S NOTE: I. MAXIMUM SLOPE 1:12. MEASUREMENT LINE. F.O.P. F.O.P. 3 -A4 SIM. HANDRAIL SEE: 9 -A4 O VARIES SIM: DELETE GUARDRAIL, PROVIDE HANDRAIL EXTEND 12" BEYOND TOP OF RAMP. 5 LJ to RETURN HANDRAIL 12" AROUND CORNER. SEE: IO -A4.O L DETAIL (FOR GALLOUTS IN COMMON SEE: I -A4.0) SCALE 3/4"=1' -O" RAMP ELEVATION —TYPE A, B SCALE =1 ' -O" RAMP FRAMING FLAN —TYPE A ' SCALE I/8 "=1' -0" TR. 2X6 DETAIL SCALE (FOR CALLOUTS IN COMMON SEE: 1 -A4.0) 0 5 8 -A4. F.O.P. 1/2" BOLT W/ NUT AND HASHER F.G. F.O.P. — F.G. 1 is .0 MM. I � 1 I l ql II 1I 9 -A4.O. SIM. Q 8 DETAIL SCALE I I/2 " =1' -O" P.G. GONG. FTC. F.O.P. P.T. 4X4 POST TR. 2X6 EA. SIDE OF POST oti , TR. 2X6 I/2 SOLT W/ NUT AND HASHER 4X4 POST BEYOND \/ ALUM. SUPPORT BRACKET DETAIL SCALE 3 " =1' -0" 11/2 1 I/2" VIA. ALUM. ) 20° HANDRAIL TR. 2X5 W/ ROUNDED TOP TR. 4X4 POST VI/ BEVELED TOP (3) EA. 1/4" S' X 2 1/2" LONG LAG SCREWS 3/4" T. "TUF- TRED" PH. 4X4 P.T. POST P.G. GONG. FTG.'S 12512 BASE SECTION SCALE 3/4 " =1' ( TYPE - B) YX6" TR. 2'X4" TYP. OF (5) 4X4 P.T. POST 2 "56" TR. JST. ®12" O.G. TR. 2 "56" EA. 510E OF 4 "X4" POST RD 1/2" P BOLT H/ NUT $ HASHER EA. P05T 3/4" T. "TUF- TRED" PW. FACE OF PORTABLE —� P.G. 0050. FTG.'5 12X12 EASE SECTION 2 SCALE 3/4"=1' -O" ( TYPE - HANDRAIL SEE: 5 -54.0 V n / \ TR. 2 "X6" BOARD W/ ROUNDED TOP TR. 2 "X4" TYP. OF (5) P.T. 4X4 POST TR. 2 "56" EA. 510E OF 4 "54" POST 1/2" 5 BOLT t^t% NUT WASHER EA. POST 5 51M: DELETE GUARDRAIL, PROVIDE HANDRAIL. EXTEND 12" BEYOND BOTTOM OF RAMP. 12" TR. 2X BLK'G 50.5. (5.4.0.) RETURN HANDRAIL SEE: 10 -A4.0 r 12 "5 SECTION —RAMP (FOR GALLOUTS IN COMMON SEE: I -54.0) 3 SCALE 3/4"=1• -0" NOTE: I. MAXIMUM SLOPE 1:12. D99 -0132 EXPIRED MEASUREMENT LINE F.O.P. 4' I3 RAMP FRAMING PLAN —TYPE B 50ALE 1/8 "=1' -0" 1 1/2" O.D. GALV. 5TD. STL. PIPE HANDRAIL ,. P.T. 2 "X6" C.I.P. GONG. FTC. O Q 4 DETAIL FOR GALLOUTS IN COMMON SEE: I -54.0 N.T.S. DETA (FOR GALLOUTS IN COMMON SEE: N.T.S. WD. 2X 1 1/2" DIA. ALUM. HANDRAIL ALUM. EL501/4 (3) EA. X I/4"0 X ALUM. RETURN 2 1/2" LONG GALV. BRACKET LAG SORE'S I® DETAIL SCALE 3 " =1' -0" F.O.P. F.O.P. 454 POST F.G. P.T. 2X6 EA. SIDE OF POST P.T. 2X6 ON EA. SIDE OF POST TAPER TOP $$ 1:12 F.G. FOP F.O.P. CIT OF — to ),P) 9 9 9999 PERMIT CENTER