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Permit D99-0135 - Showalter Middle School - Portable
':.. Showalter Middle School - Portable City of Tukwi Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 WARNING: Parcel. No: Address: Suite. No: Location: Category: Type: Zoning: Co Type: Gas /Elec.: Units: Setbacks: Water: Wetlands: Signature: 152304 -9164 4628 S 144 ST' ASCH DEVPERM LDR Contractor License Print Name: _ 4AK _ Lo8BlA4S DEVELOPMENT PERMIT IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT :IS PROCEEDING AT THEIR OWN RISK Permit No Status.: Issued: Expires:. This permit shall become null and void 180 days from the date of issuance, or for a period of 180 days from the last D99 -0135 ISSUED 06/11/1999 12/08/1999 Occupancy:' .SCHOOL .UBC: . 1997 Fire Protection: AFA East:. .0 West: 0 (206) 4313670 OCCUPANT SHOWALTER. PORTABLE 46WS . 144 $T-, TUKWILA,' WA ` OWNER SOUTH SCH'DIST 406 )4'640 S '4144TH..ST, Tufe.wiLpoo. 98168 CONTACT '°:`MARK ROBBINS' ' ,818` SW 142 ST,' SEATTLE, WA. 98166 * *•k* * * * * * * * ** k * *;* ** * *. *•k'k * * 'k * * * * * *. * A k** * *•k ** *•k **•k A A*; k *•k * •k•k•k,•iS , Kr`yc * **** * ** k * *•k•k A k hone: 206 901 -8000 Permi,t Descri,pt'i'on: INSTALL` STORAGE BUILDING , no ;ut i l i t i:e s . A SEPARATE PERMIT APPLICATION IS REQUIRED FOR MOVING AN OVERSIZED. LOAD-. ************,************* k** ** ** * * * * * * **` * * *•k * * * * * **•k * * ** *alt *k *k'k * * * ** * * * * **kk** Construction Valuation: $ : 25,000.00 PUBLIC WORKS ..,PERMITS *(Water Meter Permits Listed Separate) Eng Appr Curb Cut /Acc'ess /Sidewalk /CSS N i { Fire .Loop. Hydrant:, ' N No S i ze t i n) 00 1 ood . Zone: N Hauling N Start Time:.. End Time Land Altering•. N Cut ;;: Fill L ndscape Irrigation: N Movinq Oversized Load N Start Time End Time: 5ain tary Side Sewer: N No Sewer:�Main. Extension: N Private: N" Public: Storm'Drainage: N - Street Use N Water Main Extension: N Private: N Public: N ***** k********* * * * *k * *lk il•** * * * * * * * * * * * *k Yee! r**************• k**** ** ** * * * * *'k **k *'k *k•k * **k•kk 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: ,64�q if the work is not commenced within if the work is suspended or abandoned inspection. TOTAL DEVELOPMENT PERMIT FEES: $ .. 650.06 k*** k******************• k** k ****** k***• k**• k*****• k• kk**** k k******* *k•k *•k *k * *•k** * * *•k *•k **kA ? Permit Center Authorized Signature:' C.VY`Rn Q-C /V Date: (Cr I hereby certify that I have read and examined t is 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. Permit No: D99-0135 Address. Su te.: Tenant ,Status: ISSUED : Applied: 04/21/1999 Issued: 06/11/1999 •k •A 44 'fir •k 'k •k k * *• •k `k A •k * •k k •k k k:k •k •k •k. •k A •k A k 'k * A •k k •k •k •k k * •k 'k •k •k •k ' k •k •A •k •k * •k * � k k 'k 'k •k •k •k •k * •k •k •k •k * •k A •k •k k •k k •k :k Permit Conditions: No changes will be made to the plans unless approved by the Engineer and the Tukwila. Building Div,isiort - 'All permits, Inspection f:r�ecords, , :and approved plans shall 'available at the ; site prior to the Start : any con- ;struction.: These !documents ? °are, to :maintain.ed sand avail able until final' inspection 'approval is g ranted Electrical ,. is shall' be obtained through the Washington State Division of :Labir and. Industr.ies and` al.l ; electrfcal .: work wi 11 b'e inspected by that agency "(24S-6630) ✓ Plumbing,-.permi t s shall' be obtained through the Seattle= County Departmen t of Pub l i c `;Health.- Plumbing. w i l l be inspected by that.'agencincluding all gas piping . (2964722). ' All ;me'chan i'ca l .Work shall be' under separate permit issued by, . ,the-City .of ;Tukwila. Al 1, construction to _be :done in conformance with approved plan's .andt of; the �Unifor.m Building Code (1;997; Ediition) as amended; Uniform Mechanical Code (1997 Editior) and lWashington`•State °Energy Code':.(1 Edition). • Va l`i d i ty ,at Permit. The i asuance of a" permit or approval ;' plans, sp:ecif ications, 'and2,,computations shall not be con ;,stra(ied to be 'a permit for,' or an approva'l of, any violation of ' any Of' the ' prov i s i ons of the :building, code or of any 'other,ordinance of the jurisdiction.- permit presuming, t .give authority'to violate or cancel the provisions of this cada, shat 1. -be valid. S. Temporary erosion.. control. measures shall be implemented as the first order of''.bus iness to sedimentation site or into existing storm drainage facilities T:ype:.DEVPERM, Parcel .# :: 152304-9164 9. The site shall have permanent erosion "control measures in place as soon as possible after final grading has been completed and to the Final Inspection. 10. APPLICANT 'SHALL .OBTAIN A SEPARATE MISCELLANEOUS PERMIT FOR MOVING AN ' OVERSIZED LOAD & SUBMIT THE FOLLOWING: a) Copy of Certificate. of 'Insurance coverage' (minimum $1,000,000) naming CITY OF` TW WILA AS ADDITIONAL INSURED. 11. b) $5,000 bond made out to the City of Tukwila for possible property damages caused by activities. 12. c) Business License with the City of Tukwila, applicant shall contact City Clerk's office, fee $50.00. 13. d) Route map. Project Name/Tenant: Tukwila School District Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ 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 Tp _�ce0: y ^ 1 In1(1-1 1, o `�] l Property Owner: Area of Construction: North of main school Phone: Tukwila School District (206)901 - 8000 Street Address: City State /Zip: Fax #: 4640 So. 144th 0 Tukwila, WA 98168 (706)901 - 8016 Contractor: Phone: Robbins & Company (206)244 -1023 Street Address: City State /Zip: Fax #: 818 S.W. 142nd St. Seattle WA •8166 I. —• 1 Architect: Phone: Modern Building Systems (5011749 -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. Aumsvile, OR 97325 (503)749 - 4950 Contact Person: Phone: Mark Robbins (206)244 -1023 Street Address: City State /Zip: Fax #: 818 S.W. 142nd St. SPatt1P. WA 9R166 (706)741 -9101 Description of work to be done: Install storage building Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ® School /College /University ❑ Other Proposed use: ❑ Retail ❑ Restaurant 11 Multi- family ❑ Warehouse ❑Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ® Other storage Will there be a change of use? ❑ yes ❑ no ' If yes, extent of change: storage only Existing fire protection features: ❑ sprinklers X automatic fire alarm ❑ none ❑ other (specify) Building Square Feet: 1792 existing 1792 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 ❑ Channelization /Striping ❑ Curb cut /Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Flood Control Zone ❑ Hauling ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. Cl Moving an Oversized Load: Start Time: End Time: ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public ❑ Storm Drainage in Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Meter /Exempt #: Size(s): 0 Deduct 0 Water Only ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: gal Schedule: ❑ Miscellaneous Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit Is issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined In Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date aaliorlp CITY OF TIT'WILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. PLEASE SIGN BACK OF APPLICATION FORM NCPERMIT.DOC 1/29/97 APPLICANT REQUEST FOR PUBLIC WORKS SITE/CIVIL PLAN REVIEW OF THE FOLLOWING: (Additional reviews may be determined by the Public Works Department): Dale a pllcatJor plre FOR STAFF USE ONLY Prolefot Number: Pernttt Number: Appllnen by: (Initials) BUILDING OWNER OR AUTHORIZED AGENT: Signature: r,% "AIL i Date: < ,.// / / f 1 , Print name: 131:314),5 Phone: cP /0;2 - R , aVj- }/b / Address: 'D / 7 4) . / y - City /State /Zip: - AvR W n ALL NEW COMMERCIAL /ADDITION /MU TI- FAMILY PERMIT APPLICATIONS MU =E SUBMITTED WITH THE FOLLOWING: ALL DRAWINGS TO BE STAMPED WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER • ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN D BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ ❑ Copy of recorded Legal Description from King County El ❑ Certificate of water /fire flow availability (Form H -11a). Contact the Public Works Department (206) 433- 0179 for servicing district. ❑ El 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). Vicinity Map showing location of site Building Elevations (Include dimensions of all building facades and major architectural elements) Mechanical Drawings Structural Drawings (detail of sprinkler hangers, pipe, duct & vent penetrations in structure) Architectural drawings Specifications (if separate document) ❑ ❑ Structural Calculations ❑ ❑ Sprinkler structural calculations indicating load of water - filled sprinkler piping ❑ ❑ Height Analysis ❑ ❑ Soils Report stamped by Washington State licensed Geotechnical Engineer ❑ ❑ Topographical and Boundary Survey ❑ ❑ Tree Coverage Analysis (Multifamily only ) ❑ ❑ Washington State Energy Code Data and Non - Residential Energy Code Compliance Form H -7 ❑ ❑ Completed Land Use Applications if not previously submitted (i.e. SEPA, BAR, Variance, Shoreline or Tree permit) ❑ ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions ❑ ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Pub- lic Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) ❑ ❑ Copy of Washington State Department of Labor and Industries valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent If the applicant Is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. I HEREBY CERTIFY THAT I HAVE 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 r k;06 44:4e 4+ AAkk1 •k #,l'ktk;k4444 *kAh *A,tk*..- 4. l.* .+; c4c •4kA•�•AA. AkbA. #hk C1.TY OF TUKWILA YlA, G fiNbM1T T 'kHl* •klr*Ak4 ***%k *A•kk • ' k:A *� * k.. k: h• k, lk• k** k: ,4* ** *•.4***k*:4k,k•A.4Ak•.1k R (IS S Ott Number :I1;980O083 Amount :' f: O. Gtl /ii. /9q 15.24 Pia ymnMt.:14eLhod: ;LHEGIC. NOtatior7: ROBBINS & CO HOU triit; :;1•.LB Po.ruiit`No No: S ite (Addr^ess: D99 -0135 DEVPERM DEVELOPMENT PCFf1I'F 152304-9164 .. 4628 5 144 'ST T.ot•o1 I��s� E15O; 0G 65O..Ob Tot ALL Pmts: 650 w 06 Hal ance :• .00 *t.'*.h.�k ** * # *.k *.k* AiA **A4c *:l *4** **fir **“i4 -t 1**4 * * ***A* **A*A li * Account Code 000/322.100 O00/345.83O 000 /386.904 Desc,rip.tian.. BI.IILDINS _ NONRES PLAN CHECK •- NONRES 'STA1E ;13U1 :LDiNG SURCHARGE Amount 39.1.25 254 ..31 4.50 Pro ect: S *i4 r r`�1 C EA Type of Inspection: Ft A. ��. g ZdrsDate called: Special ins ructions: Arneel : K\, a �Jo Si �e e` x:'30 P "^ h,,e BAs P�Y" s 5 Date wanted: 5 - 1 -00 a.m. Requester. : -L A Phone: : 21)I o — LS i to 7). INSPECTION RECORD [i 0 35 Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 COMMENTS: ►:/ Dele eAi4e- der,t, Approved per applicable codes. Corrections required prior to approval. El $47.00 REINSPECTION REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: :�.driSxi,� Yi�.racr�: ,N3*a�4`x!' =:2 ',4 rit+t:.� r•. r . _,._. f ,Project: C/ • ::' •••• • - t) Lehi // Type of Inspectidi: i Alt44 , (-- • ›gto 91 • . , • : .. . . Date called: /y ,Special instructions: .. . Date wanied,,. ,, a.m. 21-77 Requester: Phone: COMMENTS: Approved per applicable codes. INSPECTION RECORD Retain a copy with permit • INSPECTION NO . : CITY OF TUKWILA BUILDING DIVISION ,6300 Southcenter Blvd, #100, Tukwila, WA 98188 Corrections required prior to approval. Inspect° AL Date:6 ID $47.00 REINSPECTION Ai r REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No: Date: Project h a (/ Type fin4mirik Addreo Aq S ,,. 5 � 7 o Date called: k /� J Special instructions: Date wanted: 41 e P.m. Requester: of of Phone: d! '02V V /Oo2 3 9 - -S PERMIT NO. Y INSPECTION RECORD Retain a copy with permit INSPECTION NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 OMMENTS: Approved per applicable codes. a Corrections required prior to approval. S / Inspector: Li $47.00 REINSPECT r, N FEE REQUIRED. Prior to inspection, fee must t e paid at 6300 Southcentei Blvd., Suite 100. Call to schedule reinspection. Date:' Receipt No: Projectl--) ,/--srke :06urc_ei ."/(5 fet Tweof Inspe " Li.....z A--iv 447 Ass / ., 2 i . a - Date called: Special instructiops: , Date wanted: ( p.g ym. Requester: / 7y 61.4 4/ Phone: i /1 z. _ 0144NOai 3 °It-iv pproved per applicable codes. •••••••■•••••••••■••111.1•Me INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431-3670 orrections required prior to approval. COMMENTS: 09X oswZi 17..b• Alc $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid • at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. [Receipt No: Date: A Report Prepared For : • South Central School District 406 4640 South 144th Street Tukwila, Washington 98168-4196 GEOTECHNICAL ENGINEERING STUDY _ PROPOSED SHOWALTER MIDDLE SCHOOL ADDITION TUKWILA, WASHINGTON May 27, 1994 David Gabler Field Engineer lames M. 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 1,0136 I EXPIRES 8/31/ 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 23 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 9 9 10 10 11 12 12 5.0 CONSTRUCTION RECOMMENDATIONS 13 FIGURES 5.1 GENERAL 13 5 .1.1 Description ............ . . . ... . . . . . . . . • . . . . .... . • • . . • . . ..... . • 13 5.11 Standard Specifications 13 5.1.3 Reference Standards 13 5 .2 A Geotechnical Engineer ...... . .. . . . . . .... . ... . . . . . . . . . . . . . . . . . . . . 13 5.1.5 Geotechnical Report ....... . . . . . . . . . . . . . . . . . . ... . .... . . . . ..... . 13 5.1.6 Construction Site Safety .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 Backfilling and Compaction 5.3 DRAINAGE • 5.3.1 General 5.3.2 Concrete • APPENDICES Appendix A: Field Explorations Appendix B: Laboratory Testing TABLE OF CONTENTS 17 . . .. . .. . . 17 Slab-on-Grade Drainage ........ . . • DISTRIBUTION -iv- • 13 14 14 14 14 15 • 15 15 16 16 17 17 19 Figure 2 Typical Footing Subdrain Figure 3` Typical Utility Trench Fill Plate Al Soil Classification/Legend Plates A2 thni A4 Plate B1 Boring and Test Pit Logs Particle Size Analysis LIST OF TABLES • 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 included: • 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 t aximum cut and fill slope inclinations of temporary,, excavations that may be required emporary 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. Providing 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 reroxnmendations for design and construction, respectively. Appendices A and B, respectively, present descriptions of our field exploration and laboratory testing procedures and results. -2- 2.0 SITE CONDITIONS -3- 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 from 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 from 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. • GROUNDWATER p erched groundwater will G roundwater was hot encountered in any. of the e xploration i be encountered above f th ve the low-permeability during our study. However, Till and within sandy be highest : in the Till wet winter perched water level is Y t s sona sustained and should Winter months and after periods of heavy, d: expected to fluctuate seasonally hied rainfall: .4- 3.1 GENERAL 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. 3.2 EARTHWORK Earthwork will include clearing 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. 3.3 FOUNDATIONS 3.0 DISCUSSION AND CONCLUSIONS Shallow spread foundations are appropriate for support of the planned addition on site. Foundations should bear on undisturbed Weathered Till, Till, or Structural FM. As previously stated, encountered Fill will require overexcavation and replacement with Structural Fill. The soils -6- AGI TE CNHOIOGIES 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 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 perinneter 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 tighUines. Specific site drainage details are provided in Sections 4.6 and 5.3. AGI 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. No warranty, express or implied, is made. We 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. -8- 4.1 GENERAL 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 Stripping 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 4.0 DESIGN RECOMMENDATIONS 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 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. 4.3 SEISMIC DESIGN • Site Period 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: — Interior Footings: 18 inches below the lowest adjacent final exterior grade 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 • 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. 46 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 bacicfilling 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 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. -12- CHNOLOGIS 5.1 GENERAL 5.1.1 Description 5.1.3 Reference Standards 5.1.5 Geotechnical Report 5.1.6 Construction Site Safety 5.0 CONSTRUCTION RECOMMENDATIONS -13- AGI 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. 5.1.2 Standard Specifications 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. 5.1.4 Geotechnical Engineer 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. 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. 5.2.1 General 5.2.2 Materials 5.2 EARTHWORK AGI TECHNOLOGIES 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: • 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. • 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 day -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 prepare a daily record 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 Strivving 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 will deteriorate in the excavation process. Foundation - Bearing Soil may also become disturbed, requiring repair. After design grade is reached, exposed soils should be proofrolled and hand probed to identify soft or unstable areas requiring overexcavation and replacement with Structural Fill, as recommended in Section 4.2.2. Proofrolling should be accomplished with a heavy, rubber -tired vehicle such as a loaded dump truck or a steel drum vibratory roller. All final surfaces should be finished true to line and grade and present a smooth, firm surface. After a rainfall, construction equipment should be prevented from traveling on the exposed site subgrade until the soils have been allowed to dry sufficiently. Otherwise, traffic activity on the wetted subgrade will degrade the exposed materials and necessitate additional excavation of the disturbed materials. Such additional excavation should be performed at the contractor's expense. -15- • . �. ::v:; �':: �$ �n`.: �"Y4;f..L: r....,. �u,.. x•w�..,�n .......:............. 5.2.7 Structural Excavation Foundation excavations should be backfilled with Structural Fill. 5.2.8 Structural Fill Construction -16- AGI TECHNOLOGIES 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 • .........w,m; F Yid; `X27 , isa* ttie.}in !'ti3fi.44,4 inIIW:.w14.NAY w- .- ....�,.. . 5.2.9 Utiliy Trench packfil and Comp action 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 dean, 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 Is 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. South Central School District 406 4640 South 144th Street Tukwila, Washington 98168 -4196 -19- _._ ., u: x.,, Lr �, y2i? e: J:$'. S�x4"•. L' i^ ti'% rs; vtv� •.'isn�4.rr.:;cv.::�H:,u•a�r,:. • e.14 •T. 11•N S I Ne ZEL ' S N sT FOUNTAIN ST r ' ♦stroao 'aZELA4 • •T T✓A FOUNTAIN ST LEO T S us n w dT ST ` . ="1.--, r S fir» -- S X30 °: ST I s s\ar, LIL� u� • U qtr r MSS s• r s nisT i / Reference: Map from Thomas Bros. Map Co., pages 33 & 34. AGI TECHNOLOGIES JCS NIJMBER 14,498.002 DRAWN DFF Vicinity Map SCSD /Showalter School Addition Tukwila, Washington APPROVED DATE 12 Apr 94 REVISED DATE FIG . 1 AGI TECHNOLOGIES J08 NUMBER 14,498.002 0 Scale in Feet 100 ...10.0M*en✓AaM....1..111.1. .1.10.1011. .wevn.sww Yea* LEGEND B2 9 Boring number and approximate location TP 1 u Test Pit number and approximate location Gymnasium/ Locker Room Cafeteria Library 1945 Classroom Addition 1930's Original Building Asphalt Gymnasium/ Locker Room J . Proposed Addition Area Reference: Boundary and Topographic Survey by Hammond, Cotter 8 Wade • Livingstone Associates, July 1987. DRAWN OFF Site Plan- Showalter Middle School SCSD /Showalter School Addition Tukwila, Washington I SOUTH 144th STREET APPROVED Asphalt DATE REVISED DATE 12 Apt 94 FIGURE , SCHEMATIC ONLY —NOT TO SCALE NOT A CONSTRUCTION DRAWING AGI TECHNOLOGIES JOB NUMBER 14,498.002 e.¢ DRAWN DFF 12 -inch minimum LEGEND Surface Seal; native soil or other low permeability material Gravel Backfil for walls; WDOT Standard Specifications, Section 9. 03.12(2), or Fine Aggregate for Portland Cement Concrete, Section 9. 03.1(2) Drain 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 Typical Footing Subdrain SCSD /Showalter School Addition Tukwila, Washington AP ROVED DATE REvICED DATE 4 May 94 FIGURE 3 AGI TECHNOLOGIES JOB NUMBER 14.498.002 DRAWN DFF 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 manufacturer's recommendations for the type of pipe selected. 9 5 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 APPROVED DATE REVISED GATE 4 May 94 FIGURE 4 AGI Technologies explored subsurface conditions at the Showalter Middle School in Tulcwila, Washington 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. 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 Al 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 LABORATORY TESTS 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 HALF SELARGER THAN NO. 200 SIEVE GRAVELS MORE THAN HALF COARSE IgRRACTION IS NO. 4 SIEVE SIZE CLEAN GRAVELS WITH LESS THAN 5': FINES GW •oO . ° O - e:. !n. • 1 WELL GRADED GRAVELS. GRAVEL.SAND MIXTURES GP ! •tp ; ' POORLY GRADED GRAVELS, GRAVEL.SAND MIXTURES GRAVELS WITH OVER 12% FINES GM I Pr. SILTY GRAVELS. SILT MIXTURES POORLY GRADED GRAVEL-SAND- GC CLAYEY GRAVELS, POORLY GRADED GRAVEL•SAND- CLAY MIXTURES - • SANDS MORE THAN HALF COARSE FRACTION IS SMALLER THAN NO.4 SIEVE SIZE CLEAN SANDS WITH LESS THAN 5% FINES SW WELL GRADED SANDS. GRAVELLY SANDS SP POORLY GRADED SANDS, GRAVELLY SANDS SANDS WITH OVER 12% FINES SM r• :v.:•...!.:-' —ti� ;._ .,...: 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. GRAVELLY CLAYS. SANDY CLAYS, SILTY CLAYS, LEAN CLAYS OL - ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY ____ _'�°° SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 MH — ' 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 ..v.v.v. –s4.• - ..- HIGHLY ORGANIC SOILS P T ., ... PEAT AND OTHER HIGHLY ORGANIC SOILS LEGEND SAMPLE "Undisturbed" CONTACT BETWEEN UNITS LABORATORY TESTS 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 ` Gradational Change — Obscure Change Bulk/Grab II Not Recovered III 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 elk ri'fs• >i ■,, +ns .a.n .....o nn o-.w. ,+ ave.v • ew,M, -, Me✓ur v +!n,... -..... •».., ••+ AGI TECHNOLOGIES JOB NUMBER :R AWN 14.498.002 SES Soil Classification /Legend SCSD /Showalter School Addition Tukwila, Washington APPROVED DATE REVISED DATE A/141 24 May 94 PLATE Al 22.5, c o . 0 . : • 00 • .2 m 21 50/5" Topographic Survey of Foster High School, dated 7/87, by Hammond, Collier and Wade-Livingston, Seattle, WA. Datum unknown • O . 0 0 — 20^ 25 30— 35 0. • Land Surface —277.5 feet Date 4/6/94 to Elevation 40 Equipment Acker Drill Rig 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 TECHNOLOGIES 4980021g.cdr PROJECT NO. 14,498.002 . DRAWN SES Log of Boring 1 SCSD/Showalter School Addition Tukwila, Washington DATE APPROVED 26 April 94 REVISED PLATE A2 DATE a a . 0 ,2.3 O t) To tu tu —I I— i 8 5 0 0 * Topographic Survey of Foster High School, dated 7/87, by Hammond, Collier and Wade-Livingston, Seattle, WA. Datum unknown .c a 0 30 35 40 tu a. E Equipment Land Surface Elevation Acker Drill Rig —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 Till). GRAY SILTY SAND (SM) very dense, moist; with some gravel (Till). Groundwater not encountered during drilling. Boring backfilled with bentonite and soil mix. AG! TECHNOLOGIES 498002Ig.cdr PROJECT NO. 14,498.002 DRAWN SES Log of Boring 2 SCSD/Showalter School Addition Tukwila, Washington DATE 26 April 94 OVED 4— REVISED PLATE A3 DATE • , . „ , ' , „ r "r•" • .'" r" • r..' • ' Test PR Number 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 AG! TECHNOLOGIES 49800211.cdr PROJECT NO. DRAWN DATE 14,498.002 SES 26 April 94 Log of Test Pit 1 SCSD/Showalter School Addition Tukwila, Washington ROVE PLATE A4 REVISED DATE SOIL CLASSIFICATION MOISTURE CONTENT . tnlsJgnyFbwrMv eralte.aailiae*kstiJS.A +x WsWtAwanwna., na.. e. wo.+»..... v. Vellin w.4•. +.r.w. « «..wv.x.rr.w.n «n.n..� APPENDIX B Laboratory Testing AGI TECHNOLOGIES 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. 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 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. RTICLE SIZE ANALYSIS detailed particle size analysis was conducted on one of the soil samples to determine the size distribution of the sampled soil. The information gained from this analysis allowed us to provide a detailed description and classification of the in-place materials. This information also helped us understand how the in-place materials will react to various conditions (e.g., heavy seepage, traffic action, and loading). The results are presented on Plate B1, and classification symbols are provided as part of the appropriate individual sample descriptions on the boring and test pit logs. U.S. Standard Sieve Size (in.) U.S. Standard Sieve Number Hydrometer 3 1I/2 3/4 3/8 4 8 16 30 50 100 200 Y AGI TECHNOLOGIES .�3 NurvInEs 14,498.002 LKM 100 90 80 0 70 W �- 60 CD Z 50 tL I W 40 U W n. 30 20 10 COBBLES 0 d 0 100 50 1 5 1 0.5 0.1 0 05 0.01 0.001 GRAIN SIZE IN MILLIMETERS COARSE I FINE GRAVEL CRSE I MEDIUM I FINE SAND SILT or CLAY Sample Source B -2 @ 3.0 ft. Classification Sandy Silt (ML) Particle Size Analysis SCSD /Showalter School Addition Tukwila, Washington DATE -:. SED OLTE 04/21/94 B1 Gray silty sand Dense to very dense; moist MODERN BUILDING SYSTEMS, INC. 9493 Porter Rd. SE P.O. Box 110 AUMSVILLE, OREGON 97325 (503) 749-4949 Fax (503) 749-4950 JOB U • SHEET NO. • • CALCULATED BY CHECKED BY , ,SCALE PERMIT CENTER MODERN BUILDING SYSTEMS, INC. 9493 Porter Rd. SE P.O. Box 110 AUMSVILLE, OREGON 97325 (503) 749 -4949 Fax (503) 749 -4950 bt.e (o(.zs \4,4z)." B7- t'o =9 LL' Qs as /Lull 681 0 S,lr. �A�1 I LS(t .33� A 1"obF 31PSG ( Co °I z \ z zS (0 P►-f Wau BPsK (g1) Z (04 • a(L 13S Pe-X. (.3 3 SO 61oPic- e. C� ocJF cc� �h�J s o 3 (31.\(53ZpLr\ - (PW N41" I.Z5kz\ (57..Pu -\ +c Me) 6.`I Z 1.5cp .1 1-1(.. ZA iJ F Z e tlo '• - tg- �- �inrr e_tor —sv PPbf11 ( r3c,Lrb - z-1 9.S z Ale 5-T Q 1.16 uSF 4 1V6 Z ( Irccrn. rb Z1 Zero '353 4r- z46t4- 1ccti. (i\(a.\ % 17z3np JOB Z 6 X to 4 . SHEET NO. OF OF 1::0 CALCULATED 13Y_ �1 `DATE /Es_Igq CHECKED BY DATE SCALE USEt tL,"ss r, e 3' -b Vc.. 4-w� - 0\(.. M1,� zas Z..t5o 2. f L.S'IPSK b,L tx <, t tc; PAD e I -o ° /c, USE t LuLZ,0E 1 � B\\ a f c.' _ ,3S esF u% ( \VI z 4. k 4 "crt Paces M^' 1551(1.\0 \%4 � ..tdoD(I.t;\ /o$ 1- Z. 110. L 5t,C,„1& 1,515.5' L.4 5 Z VAT- o.1.1 IZ2_1(1z\ { to(1.Ls 124 1.4.6 4v s( I L\ L - 71,.414r 3.S11.ZS\ a (CP\ .t.r.4 13)( 4 r-iw—• 1 2. 3. 4. 5. 6. 7. =.) ROBBINS BM-joist UNIFORM LOAD: • Dead Load = 10 psf Dead Load = 10 psf Live Load = 125 psf Live Load = 125 psf OC spac'g = 1.333 ft OC spac'g = 1.333 ft 8. 9. 10. 11. WOOD BEAM. :c47 k l< DESIGN CRITERIA Allowable Bending,psi: Fb Allowable Shear, psi: Fv Mod of Elasticity, psi: E Duration of load factor Live Load: Deflection < L D+L Load: Deflection < L Unbraced top edge in region of +M (ft): Lu Unbraced bottom edge in region of -M (ft): Lu = Eff span lgth ratio: le/lu= Allowed overstress: (%)/100= Exact Beam WIDTH (in): b = 6.92 ft Beam Mark joist = 1175 = 75 = 1300000 =1 / 360 / 240 =0 0 1.92 .33 1.5 1.56 k I >I< BEAM SIZE Bending stress: +M for -M for Shear stress: fb +M fb -M fv for V Dead Load Deflection Live Load Deflection D+L Load Deflection Allowable bending stress: for +M: F'b for -M: F'b 1 6.92 ft : 1.5 x .47 k 7.25 = 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 UNIFORM LOAD:' BM71' .• ' • •., • WOOD:•BEAM:-- 1.77 k 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 = 9. Eff span lgth ratio: le/lu= 10. Allowed overstress:M/100= 11. Exact Beam WIDTH (in): b 3 ft • .Beam Mark 1 1130 95 • 1600000 1 360 240 0 1.92 .01 3.5 Bending stress: +M fb = 901 psi for +M = 1.33 k-ft -M fb = 0 psi for -M = 0 k-ft Shear 1.7 k >1 stress: Dead Load Deflection Live Load Deflection D+L BEAM SIZE : 3.5 x 5.5 Load Deflection fv = 96 psi for V = 1.23 kips = .002 in = in = L/ 1418 = .028 in = L/ 1301 Allowable bending stress: for +M: F'b = 1130 for -M: F'b = 1130 psi psi Dead Load = 173 psf Live Load = 497 psf OC spac'g = 1 ft 1.07 k l< 4 : 2.95 k >I< wow. IMAM 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:(%)/100= .01 11. Exact Beam WIDTH (in): b = 1.5 UNIFORM LOAD: UNIFORM LOAD: Dead Load = 173 psf Dead Load = 173 psf Live Load = 497 psf Live Load = 497 psf OC spac'g =1 ft OC spac'g = 1 ft BM-rim 1.5x 5.5 I 2.95 k . I >I < 4 ft ' Beam Mark rim 285 2000000 1.15 360 240 Shear stress: fv for V Dead Load Deflection Live Load Deflection D+L Load Deflection Allowable bending stress: for +M: F'b for -M: F'b 4 ft 1.07 k BEAM SIZE : 1.5 x 5.5 2750 Bending stress: +M fb .= 1361 psi for +M = .86 k-ft -M fb =-1701 psi for -M =-1.07 k-ft = 237 psi = 1.3 kips = .012 in .036 in = L/ 1341 = .048 in = L/ 994 = 3162 psi = 3162 psi 4u .v..v. »+..vvu+.war..nwaa�cvVi�r vYS.ir x4r•;�.'+S+<,atxut x Y2t mInkt,Y. MODERN BUILDING SYSTEMS, INC. 9493 Porter Rd. SE P.O. Box 110 AUMSVILLE, OREGON 97325 (503) 749 -4949 Fax (503) 749 -4950 P-oal' _CgtmrltJ t=0b11U.1 co w G1 Itoo COMP Z.295F -76 r i s ZX8ea4 \•5 zs XPbruD - 1.0 B.� 'ei:.;t.•t Wl." VAS#a 5AT Sots - Z.. I P4f Zx4e1b I . 0.-11 = .o S10:G.P' Z. 7.it) PSF 1`1cAJi - e314 \(zo. ILL ktyU5•7(1Zt1100o(1.i5�- (OS�l l -% sz,su.bg z \$(71,1 4(, , \c. II 9.S 6S 0,,s6 (r \- CpXlo p p lx 4 � LA •Xiseil X20 J 3 BOtieVV 1 b,t t(1 \,,41(1.01t ■3,Zpsr Zs 00. 13 ZPsr io.`]Pcr -(1 '1'L 1 ✓ iel/ kaT SC 11C_.: tJ L _ W T. Z. 5 (o Std} (1.0\ u o .\c,4- tJ le :We = Z. ea PSF Zx4e\o =1.1 Og e-ir =Z.6 (Z. S;S toot („,S?sAlz- ` 7.(- -- 1164). kso5 5ct•w ` C�•ONFI(9�(1 I\SZq C,1PSr( : \` 2144 (0.s f% 11s11 vmSE 4oe7)-( 6511 1 CZi.c, - A= 400 4. 4tAL-V -•MU10 rl % ,1/0 o,40 (4bt.3"i \-e \(,o95 Ilbnlo% t",5.* \56 Zzot," S( lclo P•P›. Tcfw A400 I SC A? z 3ob0 S 1'4' JOB N0 SHEET NO. F -5 OF CALCULATED BY ^ DATE�J 4 1 CHECKED BY DATE SCALE (o 1 P51= (.-t 6'6°C1 / 3 Z? /o ,101' 3112 -361 (ASE I i k i }ct) 031 CAW. SINAP oV- CMPEr (.D Sf6 LB ZX.Bello Z IS Z = D \ 6K- W-4 s k Z2)00 t SSoetir t> S.14 (SV IA Skr} UT) .r 5oi� 1 I�I1" 3 - 5 ( \- 5 = 7928'` 3.14(4- ,(Isis\. \8tt *. i. 11 511 - 1 / z. 414\ "-7 Z - 1 uST< a4 4 !A44,c01 l wi S lb " cb u Io 14. 6. ( 8 \t1:71it..P c0,,stu1 MODERN BUILDING SYSTEMS, INC. JOB 9493 Porter Rd. SE P.O. Box 110 SHEET NO OF 4 AUMSVILLE, OREGON 97325 CALCULATED BY DATE__31LS 119 (503) 749-4949 CHECKED BY DATE Fax (503) 749-4950 SCALE ::1$131t.'... 77(eS77 , w yet, c0 - • • • "•'••••'-''' • • • •. . „•:. • .. - • ,.. 4Y ub • •••' • • (Wm.- • • • , .:- • • • • .• . • . ft sp j4 . „ 4 1 c40 ik * t;til.ficrlog. : 5L1 : 7.2 -63. t4 AV E•.ti :.C4 1 1r:•\ (i�/ 1'!,C Lf:` ^ `! (I ) (•. q C:. . TABLE 1 Ultimate Friction Factors and Adhesion for Dissimilar Materials ...irvM�.+:•.v.x Interface Materials Mass concrete on the following foundation materials: Clean sound rock Clean gravel, gravel —sand mixtures, coarse sand Clean fine to medium sand, silty medium to coarse sand, silty or clayey gravel Clean fine sand, silty or clayey fine to medium sand ' Fine sandy silt, nonplastic silt Very stiff and hard residual or preconsolidated clay Medium stiff and stiff clay and silty clay (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 Clean sand, silty sand — gravel mixture, single size hard rock fill Silty sand, gravel or sand mixed with silt or clay Fine sandy silt, nonplastic silt Formed concrete or concrete sheet piling against the following soils: Clean gravel, gravel —sand mixture, well — graded rock fill with spalls Clean sand, silty sand — gravel mixture, single size hard rock fill Silty sand, gravel or sand mixed with silt or clay Fine sandy silt, nonplastic silt Various structural materials: Masonry on masonry, igneous and metamorphic rocks: Dressed soft rock on dressed soft rock Dressed hard rock on dressed soft rock Dressed hard rock on dressed hard rock Masonry on wood (cross grain) Steel on steel at sheet pile interlocks Interface Materials (Cohesion) Very soft cohesive soil (0 — 250 psf) Soft cohesive soil (250 — 500 psf) Medium stiff cohesive soil (500 — 1000 psf) Stiff cohesive soil (1000 — 2000 psf) Very stiff cohesive soil (2000 — 4000 psf) Friction factor, tan 8 0.7.0 0.55 to 0.60 0.45 to 0.55 0.35 to 0.45 0.30 to 0.35 '0.40 to 0.50 0.30 to 0.35 0.40 0.30 0.25 0.20 0.40 to 0.50 0.30 to 0.40 0.30 0.25 0.70 0.65 0.55 0.50 0.30 Adhesion C Friction angle,$ degrees 35 29 to 31 24 to 29 19 to 24 17 to 19 22 to 26 17 to 19 22 17 14 11 22 to 26 17 to 22 17 14 35 33 29 26 17 (psf) 0 — 250 250 — 500 500 — 750 750 — 950 950 — 1,300 Change 1, September 1986 v..: 1�ww.+ 1�NC+ en/ k�fnfMM!` 1 1.a.�A�Ctla1;'3CIXYNi4i��lt '•. •.. .: PACKAGING DIVISION f nterIake,h . April S; 1978 761 Port Chloago Pittsburg, California 94565 (4 ) 687 -2 00 Mr. Ed Abel Abesco Distributing Co. 4301 Power Inn Road Sacramento, Ca. Dear Mr. Abel:- Interlake's 1 -1/4 x .031 H.T. Zinc Epoxy is manufac- 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 ±.00l5 All Interlake Strapping is manufactured to meet Govern ment Specification QQS -781e, Type 1, Class A. Interlake Strapping is.also approved:for use by the American Association of'Railroads. If you have any further questions, please do not hesitate to contact me. RMCJr:djd yours R. M. C 1ton, Jr. Std es ' epresentativ Iuia...• MOBILE HOME TIE - DOWNS • Photo Caurteey of A.B. Chenoo Today, there's no question of the value of mobile home tla -downs as an effeotive means of prevent- ing a mobile home from being pushed or rolled off Its blooks by the wind. Interlake offers steel strapping for use as a oom- ponont of any given anotior systemwor as a built- In safety feature as faotory•Inetalled strap under the skin of the mobile home. ‘.71. ; 7.3.7%,•.., I• ■ ■ W - ... . ' \ • o T .n ••t1 j ,. ` • , V' ' � . 1 'tM • u i f • '` X 1:3 S' !'mil.i r'' 'ya "st, ' � •� 7.• • / , .� � 'i ' i +�'r?/.C'k � a i is as 1M�rVi 1 �'� e' o • ~� •, y t ti '�.� 1 ,.. " ' t l ; �• ..... vo....le it, • ovs S ' -• �, ; , ;,, , • ' - '� ' • r 4. MEETS U.S, GOVERNMENT SPECIFICATION QQ -S-781 N "3.8 Finish B strapping and seals. Finish B strapping or seals shall have sur- faces coated with zinc by either the hot - dipped or electro deposit process (see 6.1.7). At the option of the oontraotor the coating shall be tested as specified In 4.3.3 or 4.3.8.1, as applicable, 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 punoe per square foot of surface, or 0.0003 inch thick. In addition, edges shall notshowsigns of copper sulfate when tested in accor- dance with 4.3.8.2." (This means edges must be coated!) 1Q 1001 FULL SERVICE LABORATORIES • ENGI "OVER ONE HUMORED YEARS WI Minute Man Anchors 305 W. Walker Street East FIat Rock, North Carolina 28726. Attention: Mr. Locke M. Jones, F resldCii v .. Dear Mr. Jones: On May 21, 1990 compressioinvertivetforrned on the Minute Man piers 'submitted to this laboratory. All piers ytere:aatea w,vustaln the vertical loadings applied, without evidence of significant distoitlpZt3r. ,ss A summaty of our tests is provided. below: - Pier Height 6" 8 11 10" 12" 14" 16" 18" 20 2 2" 24 " 26" *0'd 100T926g20C 20,1 20, I A4 : t 20,ja . 20,• %( 20,!! 2Q 1.11) . 20k tr1`i 2G 1 1 r 1 20, 11{ , 20, 1' 20 1.1 We appreciate this opportunity - ; office should there be uestions. 9 - - �, HEADOUARTERS:3 T fog f 1I1 MIA11NIIAAU10 24•RICHMONQ,1 . fir• II I I IM1l)Nb AkL& CODF. (N1S) Pie•1101 i 411W4CHIS Afrt+EY1t.t1 N:•(�A1lato r1.411a1�INltiIff1k.NCe . CHfZET, VA S fAYr.T1 1 I . N.. • I IU.IILI(ICK4OVf%G. VA• ORC ' • 14#4,C NC • 110 M(1KI VA•'' IOU. INii.V..V.M1WHJI %V.►4I Hill Road e fouth Carolina 29607 • Oregon and California codes are the same. 1b verify call: Allen Aschim, Assist. Chief Manufactured Structures and Parks 3.- -800 - 242-1371 No. f ailure; loading discontinued • • • N 11 N u tl 11 11 N N • Al 41 K tt 11 ft a it I, .1 " It 14 " M ft 1t It fp, Please feel free to contact this , 14U"11/6 1P1 OvA1fauCtirR C.401T4 Ma.4 i f is • , ' . , May 5, 2000 Mark Robbins 818 SW 142" St Seattle Wa 98166 Sincerely, Bill Rambo Permit Technician City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Permit Status D99-0135 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. QDLIQ R_„ Xc: Permit File No. D99-0I35 Duane Griffin, Building Official 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206•431-3670 • Fax: 206•431-3665 JUN 16 '99 02 :52PM MODERN BLDG SYSTEMS dOb MODERN BUILDINO SYSTEMS, INC. P.O. Box 110 / 9493 Porter M. Aumsville, OR 97325 - Phone: (503) 7491949 Fax: (503) 749-4950 http: 11WWHr mbs- modular oom FAX COVER LETTER TO: ?-*1 Cpe,t4aPrii COMPANY: F (Q) 431 = • FROM C 1 S C R� ► ,1.. (Z( 28 x(z, 4 ccAssftco NS' JOB # NUMBER OF PACES:' FAX COVER «et + mom HARD COPY TO FOLLOW IN THE MAIL YESEI N If you do not receive all pages, please call us as soon as p (503) 7494949 our dedtcated fax number Is (503) 74 ti A pril 19, 1999 C ity of Tukwila Duane Griffin ;6200 Southcenter Boulev Tukwila, WA 98188 : '` D ear Mr. Griffin Bill Van De Bogert Business Manager Tukwila School District If you have any questions please feel free to call me at 206 901 8003. Sincerely, 'lhe: 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, ■ TU KWILA SCHOOL DISTRICT #406 a1 .4840 South 144th Street • Tukwila; Washington 98168 • Phone (206) 901.8000 • Fax (206) 901- 8016 %VouLEGAL 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•HE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF SECTION IS, 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 IS. 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 10% %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 I% %d 1 8'15" 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 1730" WEST 500 FEET TO THE WEST LINE OF SAID SUBDIVISION; THENCE NORTH 1%%d 18'15" WEST 156.86 FEET TO THE TRUE POINT OF BEGINNING. THE SOUTH HALF OF THE SOUTHWEST QUARTER OF THE SOUTHEAST QUARTER OF SECTION IS, 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 TIIE SOUTH 20 FEET DEEDED TO KING COUNTY FOR ROAD UNDER AUDITOR'S FILE NO. 1158646; AND EXCEPT THE WEST 30 FEET DEEDED TO KING COUNTY BY 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 SOUTHEAST QUARTER OF SECTION 15, TOWNSHIP 23 NORTH, 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 M3RD AVENUE SOUTH` AS SHOWN 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 SOUTHEAST QUARTER OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, FROM ENGR. STA. 88 +00 TO ENGR. STA. 90+00 AS SURVEYED BY KING COUNTY SURVEY NO. 20-23-4-46, 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 IS, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., INKING COUNTY, WASHINGTON. PARCEL Ii: THE \VEST 190 FEET OF THE EAST 565 FEET OF TFIE SOUTH 320 FEET OF THE SOUTHWEST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON; EXCEPT TIIE 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 TIIE 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 TIIEREOF, SAID POINT BEING THE TRUE POINT OF BEGINNING OF THE HEREIN DESCRIBED LINE; THENCE NORTH 89 % %D 1730" EAST 500 FEET TO THE TERMINUS OF SAID LINE. RECEIVED CITY OF TUKWILA APR 1 5 1999 PERMIT CENTER Pex PLAN REVIEW /ROUTING S PRO JECT NAME TUKWILi Original Plan Submittal Response to Correction Letter Response to Incomplete Letter evision # Affer, Permit DEPARTMENTS: Building Division M C 5 Z 7 - ''7 Public Works Att6 -7 DETERMINATION OF COMPLETENESS: (Tues, Thurs) Incomplete Complete 2] TUES /THURS ROUTING: Routed by Staff \PR•ROUTE,DOC 6/98 (if Please Route APPROVALS OR CORRECTIONS: (ten days) Approved n Approved with Condition CORRECTION DETERMINATION: Approved n Approved with Conditions Fire Prevention M AU X/ 3 Structural routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: REVIEWERS INITIALS: Planning Division fk q 4 - Permit Coordinator or DUE DATE: 4 -22 -99 Not Applicable n Comments: No further Review Required n DATE: DUE DATE: 5 -20-99 Not Approved (attach comments) n DATE: DUE DATE: Not Approved (attach comments) REVIEWERS INITIALS: DATE: City of Tukwila Fire Department Fire Department Review Control #D99-0135 (510) Thomas P. Keefe, Fire Chief Re: Tukwila School District.- Showalter - 4628 South 144th Street Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) 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) 575.4404 • 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) 57S 4439 City of Tukwila Fire Department Page number.. Thomas P. Keefe, Fire Chief 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 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575•404 • Fax: (206) 57•449 ' , , t. v e comp -, e'. ,' ynpp lent) - .. . ' , r . Site Address (Attach map and Legal Description showing hy.Slirtntlu lion and size of mein): 4628 S. 144th ST., Tukwila, WA 98168 (Use separate sheet it more worn is needed) O,wn.r?thfdririatibil .' "'ti . :'`.: .. "`•L''. ` : . : . '`',.:';i:i_ �'_ igjo t$ct't?'efsorli . ', , ,. ;i'' ": �.; , • , Name: Tukwila School District Name: Mark Robbins Address: 4640 S. 144th St. Address: 818 S.W. 142nd St., Burien 98166 Phone: (206)901 Phone: (205)244 -1023 This certificate Is for the purposes of: ❑ Residential Building Permit ❑ Preliminary Plat El Short Subdivision ® Commercial/Industrial Building Permit El 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): 11125 Owner /Agent Signature: Date: 4/8/99 .PART 13:" ' ro he completed b liMtWr iri ' district , ; - :.,:'.. ; ; " The proposed project is located within j t,r it k,1 i cc k.t v o (Dry /County) The improvements required to upgrade the water systern to brk , it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection: (Use separate sheet it more worn is needed) Based upon the improvements listed above, water can be provided arid will be available at the site with a flow of 1 OQ_'.7 qpm at 20 psi residual for a duration of 2 hours at a velocity of & fps as documented by the attached calculations. _ I hereby certify that the above information is true and correct. ��`; _ 164 r (C) Wo- s 44t- 10 i as ,.-v L�- L —/ L -1'9 Agenc /Phone_ _��(ri zz-lkS 7 C Date I t_ L 1: '. ul II 101 1111_F t L.1.1.1 I i CITY OF Tu M'ILA Permit Center 6300 Southcenter Boulevard, Suite 100, Tukwila, WA 981813 Telephone: (2 06) 431 -3670 H -11 a Certificate of WMt & Availability PROJECT #: (Required only if outside City of Tukwila water utility district) PART C: (to be' cotnpieted by tibitorN7ng jtirisdiition) Water Availability: ❑ Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in item C2 are met. 0 System isn't capable of providing service to this project. Minimum water system improvements: (At least equal to 92 above) Use separate sheet it room mom 1s needed Agency /Phone WI'RAVAIL.DOC 6/5/96 Ely pqq O36 Data RErFt\aED CITY OF TUKWILA APR 1 5 1999 PERMIT CENTER 1 8/971 '• DEPT \RT■MCN'T LAl3OR i\NI):I NI_ j`1'RIf;S REGISTERED AS: PROVIDED BY LAW 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) u. t r \IUII)iyylaj ..('rtIilir;iI ROBBINS & CO HOUSEMOVING INC 818 SW 142ND ST SEATTLE WA 98166 REGISTERED. AS PROVIDED BY LAW AS CONST'CONT GENERAL REGIST. # EXP. DATE CCO1 ROBBICH169NQ 03/31/2000 EFFECTIVE DATE 08/18/1984 Signature Issuet.l.by DEPARTMENT OF. LABOR AND INDUSTRIES • • • I 161 If GPV- CONIJEI 1 ROOFIDRAIII 10 EX. SI( 2M SYSIIEM S=0.50' I I I == G \ < rI 1 G 144111 STREET G — , * - 1 - 7 J , I , 1 1 ( i I Th 1 — --/_ I I \ r D99-0135 EXPIRED ,,17M1.1 77r ••;.. tr SIIOWALT ER ADDRESS: 4628 S 144T11 ST. SEATTLE ZONING: LOW DENSITY RESIDENTIAL UrILIIIES ELECIRICAL: SEATTLE CITY LIGHT PHOME: US WEST SEPARAT VIAIE12: CITY OF TUKWILA P,EQUIF SEWER: CITY OF TUKWILA APPROXIMATE SHE AREA: 32.66 ACRES • EC EXISTING BUILDING AREA: 95,144 S.F TGS -,' OF DING Urban Desi n, Ina Environmental Planning Civil Engineering Landscape Design & Project Management Services CITYAAR,Ige" MAY 2 5 IRIS AS NO _ N 60 D'qq-0(35 611 Market Street, Suite 3 Kit Hand, Washington 98033 (206) 822-4886 Fax (206) 822 7870 Flawaii Of rice: KaltiirbF, tgaRy I-law aii 967321 ! APPg. arWcP . emissions and L. not authorize the violet., code or ordinance. Receipt of copy of approved plans eaknowledesd. ci Onto GRAPHIC . SCALE ( IN FEET ) 1 inch = 30 ft. F a ° '4 SHOWALTER MIDDLE SCHOOL g shoot g ADMINISTRATION BUILDING SITE & UTILITY PLAN Mi1717676. 30 60 RECEIVED CRY OF TUKWIlA APR 1 5 MS PERMIT CENTER vf No. - 51teerf487 — 27' -8" 13'-10" 13'-10' 6' -11' 6' -11' Y 6'-11" 6' -11" Q 1 _ Nil , MUM 1 NA iii \ -- — _ _ � 17=r1 11rmL� _ I Lail _ S 1 I 1111 I H- T 1 - f -.9 . 1111 1 ■:.._ , I I I Fl E"7 - II °II II °II I 1 .7 /L -L x .Z/L -L !Z1 —[1:10 _— _ _ P— ' / //. _ ♦ ■■■ I I 4 x 6 POST 6d SIDING JOINTS SIDING JOINTS (2) 12d TOE NAIL EACH SIDE WEDGE AND SHIMS AS REG'D PERIMETER FOOTING (2) 12d TOE NAIL EACH SIDE LINE OF FILL-HEIGHT CMU PIER - SEE PLAN END AND 8' -0" O.C. I ill i* LINE OF FULL-HEIGHT CMJ PIER - SEE PLAN SCALD 1 0 END WALL COLUMN FOOTING 0 MID—SPAN FOOTING !i��l MARRIAGE LINE FOOTING CAP CMU a ' F -+ 4 x 4 POST 8' x 8' x IN 16" x 16" x 4" CMU PIER \ CMU 'WA MIIMIlliiff 11 IIIII IIl lull hill llllh11111 1!�I= —F 2 x 8 x 16" CAP io SCALES 2x60FAT 16" O.C. MIN. 7/16' APA RATED SIDING W/ 6d's AT AND 8" O.C. 6 x10 DF "1x4' -0 12d TOE NAIL EACH SIDE 16d DUPLEX 4000" PRE -FAB METAL PIER ?" DIA. N.B.'s W/ WASI-ERS AT 4' IN EACH END AND 8'0" O.C. 12) 12d TOE NAIL EACH SIDE 4000" PRE -FAB METAL PIER v " "�Illll nm� COLUMN FOOTING II' I!II�IIII�' IIII�!IIIIIN' 12d AT IN O.C. 12d AT 6" O.C. ll!_IIIIIIIII 1111111111111111 = II!III!!I!- "INEIIIII IIIII� jI IIIIIN " ALTERNATE MID —SPAN FOOTING " llJIIIII ,,�I�IIIII P.T. 2 x 6 W/ SIM'. MA6 f AT 4' -0" O.C. AT SIDE WALL (o 2'0" O.C. AT END WALL (2) - - "4 CONT. 1 ALTERNATE PERIMITER FOOTING (IN LEIU OF DETAIL 8/1) (2) 4 x '12 DF °1 POSTS 4 x 8 CF "2 16 " x 16 " x 4" 7CMU PIER 16' x 16' x 4" CMU PIER SCALE 1'•1' -D' SCALE I SCALES 1' • 1-0' ALTERNATE MARRIAGE LINE FOOTING 8 TIE —DOWN STRAP 1 SCALES 1' • 1-0' L.V.L. RIM SKIRT RIM C.M.U. PIER BELOW ENDWALL RIM 1. GENERAL CONTRACTOR SHALL VERIFY ALL DIN'ENSIONS AND CONDITIONS. THIS STRLETURE SHALL BE ADEQUATELY BRACED FOR WIND OR EARTHQUAKE FORCES AND TEMPORARY FORCES DURING SETTING AND ERECTION UNTIL ALL UNITS HAVE BEEN PERMANENTLY ATTACFED THERETO. 2. DESIGN LOADS. ROOF DEAD LOAD 12 PSF ROOF SNOW LOAD 25 PSF FLOOR DEAD LOAD 10 PSF FLOOR LIVE LOAD 50 PSF '11412 =um FOUNDATION NOTES WIND LOAD • 80 MPH EXP. B SEISMIC ZONE 3 3. EXCEPT AS NOTED. DIMENSION LLNEER FOR FOUNDATIONS SHALL BE FEM -FIR. NO. 2 & BETTER. TREATED LINEER SHALL BE PRESSURE TREATED IN ACCORDANCE WITH AWPS STANDARD C -2 TO A MINIMA RETENTION OF .40 PCT. AT PIECES IN CONTACT WITH GROUND, SAWN END SPAIN SHALL BE FIELD TREATED WITH 2% MIN. CONCENTRATION COPPER NAPHTHENATE. TREATED PLATE STOCK SHALL BE GOOD QUALITY AND SHALL NOT CONTAIN CONTAIN EXCESSIVE SPLITS. CHECKS CR WANE. 2 x 4 FRAMING SHALL BE I-EM 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 SO. FT. PER 50 SQ. FT. OF FLOOR AREA OR AS SHOWN. INSTALL 6 MIL. VAPOR BARRIER. 6. CONNECT STORM WATER FROM ROB GUTTERS AND DOWNSPOUTS AND DIRECT AWAY FROM BUILDING PAD TO AN APPROVED DRAINAGE SYSTEM. 18' (NOTE. STRAPS NOT SHOWN) CORNER TIE —DOWN wu JOIST x 8 BLOCK GALV. STRAP SCALE: I NOTCH FCR STRAP AT TOP OF RIM-TYP. 1 -1/4" x 0.031 GALV. STRAP W/ BUCKLE TO "U' BRACKET W/ 5/8' DIA. BOLT. SHADING DENOTES FULL - HEIGHT C.M.U. PIER - TYP. AT 181 PLACES P.T. 2 x 4 x 2' -0' L. AT 6'-0" O.C. W/ "5 x 1'6" DRIVE 5/8" DIA. x 10" ANCHOR BOLT 24" DIA. x 4' CAISSON W/ 01- - '5 HERTS. (3000 PSF CONC.) SCALE: 1' • 1' -0' FOU\ DAT 10\ PLAN GIGS Of ILI ■IWILA API' ,CCTV SCALE: 1/4" = 1' -0" D99-0135 RECEIVED EXPIRED IT KWrLA PERMIT CENTER REUSE OF DOCUMENTS THIS DOCUPENT A. TFIE IDEAS AND DESIGNS INCORPORATED HEREIN IS THE PROPERTY CF MODERN BUILDING SYSTEMS. INC. AND IS NDr TO RE USED. IN WHOLE OR IN PART. FOR ANY OTHER USE OR PROJECT WITH OUT WRITTEN AUTHORIZATION. DATE. 3 -2499 DRAWN BY. GM DESIGN APPROVAL: SALES APPROVAL- REVISIONS. APR 0 8 1999 SI-EET 2 OF . PROJECT NO.. MISC. AL " 4I " 'I=. 1 G,'‘ i£32:cePl EcliktlST z (211!_l el I a 8 ,,RFET -2" • ' l I l I , . LI wa., 1 Haft 11,1 Cs, ExHAusr I , GAPMNPF vs/74.K SCE 2 0 SHEET VINYL . 1(7 ( b) ouTha5 e AZ " A.F.F. . THISVIALL . l E.G. 4ASSR.M. ,/ ' ...ir a (1)' OD '- \ S AL " 13' -10" " 'I=. 1 ' 4 _ �0 6, 0 co TE,C...1-1ERS' CA5H•JET SEE -,' ci ---' \ S \ C' e -la s--i 3 FLOOR PLAN NOIES Walls Exterior: Studs: 2 a`lio_r., -1)13L STUC: e 510,1c.. Interior Finish: C/E:." vI■PA- COVER. AY,UP: . Insulation: P-11 Floor: Joists: 2 . 8 HF k2 2 16 o/c Subfloori 7/G I&G CoMply Gt.. di -F1 GA.i. LI' STAPLES Q (.. .rj Hu GWE-tia losul 'e finish: FommeFcial Level Loop carpet, iTtit.FS WHERskil SC . ba,e: 2-1 rubber. Windovos: Frame Enlor: Mill Finish Glass reler: Clear Int . drim nut: l/k paneling with paneling corners. Header: . 6 DEOR FLOOR 1/41 " a .: cIENc- Gussmoori s ! Doors Erterior: Style: Metal insulated with wond jambs. Hardware: l-1/2 pr. butts. lever lock set, closer, weather strip and threshold. Doors Interior: Solid core wood with wood jambs - Colony Oak. Hardware: 1-1/2 pr. butts, frol, set, concave bumper wall ,iop. EA C.4.-,9CON 9. D99-0135 AREA - 575 5... FROI. ROOF ARE, 1E355 5.. FT. E-KTER.102. WALL- LENGTH - 1E51 FT. INTE.R.10R. WALL. LE-V.16,TH -- .11 FT. ^ Ftcanec PEDESTAL. CUTLETS lo gENIEPAL A. Exte. int wall dimensimnm are to outside Fare et sta., pp, unless motel. B. Interior wall dimensions are to centerline of stud. uoles, noted.) C. Grid dimensions are module frame dimensions unless noted. D. Suspended ceiling systems shall be braced for lateral loads pc U.B.C. std. no. 47-10. E. One perm vapor barrier shall be installed on the warm si oF exterior walls floors, and ceilings of heated building,. -is-s. vpor barrier is exposed t shall be FS-25 cd lems. Flame spread - interior wall and ceiling finishes shall fe ,aIFA as follows: Stairs Class Corridors Class 11: other ,Feas Class lit. In A and E occupancies window treatment,. Pt,. shall be treated to render them non-combustible. All ductwor1 shall conform to UMC 1002. 8 r A . 1")._6\ NA i -0 MATERIALS A. Lumber: All lamb, .m graded per Western I umbra ecadln , latest edition/ publisaad by Western Wood Proarci D. Lhsslh jog: Al 1 sltaa th i ng shal he Amer ic am PI y Lir], J es, preform,. s r Led panels heal i an A.P.A. PIS arlec a. . C- _-4 GENERAL HOIES lumber Grade,: Studs: hem/Fir mtandard fetter F.h. unless other pm n led Joists & Rafteis: hem/lir Std C better f-D. unl noted C.A.P.O. Report NEW 126. and HLIDMR 0.2„5-0A o [COW No. , ICHO 14n. HUD IPIC z.0 e', D. Fastening to be in accordarlidi with C.A.D.O. RF,,FF •A,,• Table 25 -0 and UPC fable 41-Cl k T, urdess noted otherwiae cut. (HSQpS g 1 ARE TYPICAL-) cmy APR 1 5 1999 PERMIT CENTER ° = w • 0 '0( ' 4) 2 tri 2 DATE: DRAWN BY: PZ E5/ 41 REVISIONS: A A / t - 3 PRINtED APR fl 8 19D9 SHEET OF PROJECT pk. NUMBER : GLA55fZ,It 20■T ELEVVT O 1 %4" = (2) 4 P.T 4 C.10 --- Ito FT (L) Gw 6 rAMENIZE 0 CEi1tER CoL. F( TIN(. %Z ILO" z' MffAL 4 x 8 Posr 1 x8,1( GMU SLOUG BYB xIG GMU BLIX:K (Z) 6 x8 P.T. X END WALL Col-. F1 (z) PLA -D % = 1 1 _DI' KIPPED 2x gLcCK *4 ; - r1 -11 Q w @4 "o /c- u.ti.a• 4x8 r:T• c *1 FOUNDATIONS A. All footings to bear on native undisturbed soil. Local code concerning frostline. Minimum soil bearing is 1500 P.S.F. U. Concrete strength in 28 days shall be fc =2500 P.S.I. minimum. C. ' All steel anchors 'and Tebar'lin concrete footings to be 3" clear minimum at bottom.. '.. D. Vent crawl space I sq. ft per 150 sq. ft floor E. All lumber in contact with concrete shall be pressure treated .254 /cubic foot C.C.A. All lumber in contact with earth shall be treated .404 /cubic foot C.C., F. No less than 48 hours prior to excavation, notify utilities of intent to dig.! 'ca .01,f SKIRT P•1_. 4 X 4 V°51 P,'1• 2- x 4 13ACKING CID 48" (r(r) P•( 2z 6, COI-11 GALV 12. (, Co' a.c. IIq -�UI =1111= A * 6 , X I I -G RC3AR, EAGH P0.0 e. 6o°21 ALTERNAT LI (6) EA, ENDWALL- (12) EA. 51 of JAL1 I I = If cii: — no , f EKIMETER FTG . Z (,YP ALL SIDES I'1z" = I'-0" =111 =l1pziU1 II III1 11 =1111 KI _l1l 4 4 , x I' -G" RE BAR ELZUqu. -'/ SPAceP , e 60 °4_ ALTERNATIN4 (B) E'JnwALL_ ( IZ)E4 51 aj.Jgl.L,. OF�O F KIMP - r -gs ►�� EtITEN ,w r , GAO LOCX it L., ti e x 8 x 16 CtiLl St. w/ (Z) KEYS 1 (L r50TH R -19 11-15111---- LUP Z6. 1%2x Lv, IZlvl. r`f F8x I' -4 CLe' T w/ I-1 4 ER; KGD (4) C(DILSTASLE 5FlELVES 150HETRIG (p GAL NE L -EER \ HETSC �� ER Er? D99 -0135 I 3 I DETL\IL - l EAGHERS' MOO $ATT °I EA SIDE (TYT'/ 4 a. 3 /4" _ - N Ea r Ea „k ECZ YK E._ K1 %4" si' o'• 6.] e 2" o/ -- Z E1 V. - CN�INET v1( SINK_ '/,"=1'--c,1 2 ( I) AS SHO IN , (I) °PRJSITE G,Oe EXPIRED E X1 ER I OR ELEVATION ND FS Siding: 5/8" T1 -11 Comply. APA 303-1 with Sd iI 6" o. edge. and 12' o/c field. 4'Ir grooves. s. Skirt: same .,s iding ,' /6de 4 "cyG r:DC,E � e ■2 "W, FIELa. Corner hatt.s: 1/2 x 4 hd. bd. Module bate: 1/2 x 5 -1/2 hd. bd- Fascia: t/2 x 5 -1/2 hd. bd. Barge: 1/2 x 5 -1/2 hd. bd. Window trim: 1/2 r. 2 hd. bd. Door trim: Shake molding Sutter: 8, 51TE CONTRAG'rOFt Downspouts: BY SITE CCNTRACT Roof sheathing: S/a"ru.lT= I .514.ATrigm4 with I5 ga. x Z" staples at 6" o/c edge and 12" o/c field. Framing: 2 x 8 DF02 at 24 ". o/c. Insulation: R' -3O Beams: XX 1 -1/2" x 24" x I- cont. x 2.0E Laminated veneer lumber beam Roofing: 2150 (Classic Saver Style) Fiberglas; comp. shingles over (2) layers 15 pound felt. Mop in lst 2' -O" inside wall line at ea•. %X I Yes Ridge Vent: z' G AST SINK 2 "VTR XX Yes Plo No ILU M5(we -1 PIAGIRAM ( saENGE GLP•G Or ) RECEIVED CITY OF TUKWILA APR i 5 1999 PERMIT CENTER DATE DRAWN BY: A r5 REVISIONS: L 3- Ir -9Q &4 -10 -90 API; n 8 1999 IAIi I. U.i':U v ?15 SHEET OF PROJECT 825 NUMBER CJ V — IM axP c F .?--'3 , — C C C C C — 1 - ] (I) 0x HMI ■ IEF , II I/1 -4O tyF. -� I a. !1111 n — — 11, • IN ' _ . R L-1 p,e 20■T ELEVVT O 1 %4" = (2) 4 P.T 4 C.10 --- Ito FT (L) Gw 6 rAMENIZE 0 CEi1tER CoL. F( TIN(. %Z ILO" z' MffAL 4 x 8 Posr 1 x8,1( GMU SLOUG BYB xIG GMU BLIX:K (Z) 6 x8 P.T. X END WALL Col-. F1 (z) PLA -D % = 1 1 _DI' KIPPED 2x gLcCK *4 ; - r1 -11 Q w @4 "o /c- u.ti.a• 4x8 r:T• c *1 FOUNDATIONS A. All footings to bear on native undisturbed soil. Local code concerning frostline. Minimum soil bearing is 1500 P.S.F. U. Concrete strength in 28 days shall be fc =2500 P.S.I. minimum. C. ' All steel anchors 'and Tebar'lin concrete footings to be 3" clear minimum at bottom.. '.. D. Vent crawl space I sq. ft per 150 sq. ft floor E. All lumber in contact with concrete shall be pressure treated .254 /cubic foot C.C.A. All lumber in contact with earth shall be treated .404 /cubic foot C.C., F. No less than 48 hours prior to excavation, notify utilities of intent to dig.! 'ca .01,f SKIRT P•1_. 4 X 4 V°51 P,'1• 2- x 4 13ACKING CID 48" (r(r) P•( 2z 6, COI-11 GALV 12. (, Co' a.c. IIq -�UI =1111= A * 6 , X I I -G RC3AR, EAGH P0.0 e. 6o°21 ALTERNAT LI (6) EA, ENDWALL- (12) EA. 51 of JAL1 I I = If cii: — no , f EKIMETER FTG . Z (,YP ALL SIDES I'1z" = I'-0" =111 =l1pziU1 II III1 11 =1111 KI _l1l 4 4 , x I' -G" RE BAR ELZUqu. -'/ SPAceP , e 60 °4_ ALTERNATIN4 (B) E'JnwALL_ ( IZ)E4 51 aj.Jgl.L,. OF�O F KIMP - r -gs ►�� EtITEN ,w r , GAO LOCX it L., ti e x 8 x 16 CtiLl St. w/ (Z) KEYS 1 (L r50TH R -19 11-15111---- LUP Z6. 1%2x Lv, IZlvl. r`f F8x I' -4 CLe' T w/ I-1 4 ER; KGD (4) C(DILSTASLE 5FlELVES 150HETRIG (p GAL NE L -EER \ HETSC �� ER Er? D99 -0135 I 3 I DETL\IL - l EAGHERS' MOO $ATT °I EA SIDE (TYT'/ 4 a. 3 /4" _ - N Ea r Ea „k ECZ YK E._ K1 %4" si' o'• 6.] e 2" o/ -- Z E1 V. - CN�INET v1( SINK_ '/,"=1'--c,1 2 ( I) AS SHO IN , (I) °PRJSITE G,Oe EXPIRED E X1 ER I OR ELEVATION ND FS Siding: 5/8" T1 -11 Comply. APA 303-1 with Sd iI 6" o. edge. and 12' o/c field. 4'Ir grooves. s. Skirt: same .,s iding ,' /6de 4 "cyG r:DC,E � e ■2 "W, FIELa. Corner hatt.s: 1/2 x 4 hd. bd. Module bate: 1/2 x 5 -1/2 hd. bd- Fascia: t/2 x 5 -1/2 hd. bd. Barge: 1/2 x 5 -1/2 hd. bd. Window trim: 1/2 r. 2 hd. bd. Door trim: Shake molding Sutter: 8, 51TE CONTRAG'rOFt Downspouts: BY SITE CCNTRACT Roof sheathing: S/a"ru.lT= I .514.ATrigm4 with I5 ga. x Z" staples at 6" o/c edge and 12" o/c field. Framing: 2 x 8 DF02 at 24 ". o/c. Insulation: R' -3O Beams: XX 1 -1/2" x 24" x I- cont. x 2.0E Laminated veneer lumber beam Roofing: 2150 (Classic Saver Style) Fiberglas; comp. shingles over (2) layers 15 pound felt. Mop in lst 2' -O" inside wall line at ea•. %X I Yes Ridge Vent: z' G AST SINK 2 "VTR XX Yes Plo No ILU M5(we -1 PIAGIRAM ( saENGE GLP•G Or ) RECEIVED CITY OF TUKWILA APR i 5 1999 PERMIT CENTER DATE DRAWN BY: A r5 REVISIONS: L 3- Ir -9Q &4 -10 -90 API; n 8 1999 IAIi I. U.i':U v ?15 SHEET OF PROJECT 825 NUMBER CJ H N' 1, E c1Ft 0 c11t. , hi' .0. r - tt K . M® O1MIE I m11®E1111 . I C �� f1I I1P �l N1P.FI�C 'MIEMIIII L.,....,- W 1 ©MN 720 IMMITIMINIIIIM MI 2ecEPT 210 12. aecePT Re,T 1LecnT ., ilm FL.14 Npt,O 20 1 ■ IN R.o.R itcP _� 10 Soo j ki l000 „. .ti>e� ;i , mammullINSIIMIIIIMIIIIMIEI (W e 5 500. RIM S4.ii t (/ 40 ityI•ALS i : ' E': . 4 • • 'far L5 i. S ' • '. 13lmo I , N 1. • AL •L - WATT tis 112"i ' PUS . sIZ.: 2.°° Mr I1+I1-1 tW4(E . 2ao NIP Y01.00 a, 12o /sad I 47 rukaii tii GUMT O s.. s✓Ate - ALS I ' h 'p4' . 1 0 ,ALS P4tA50. er. A pia r H L % AL 28110 WATTS .a, iii I. st.ARE 'U55 011.1`: zoo Mr 1*IN MAW. loo N1P YOLWa- I2. /14o I , rLu 4 P1®uNT PeA H _ : ®IiJ�O{2L1111 ®EiE E c1Ft G ,. I I C �� f1I I1P �l N1P.FI�C 'MIEMIIII L.,....,- W 1 ©MN 720 IMMITIMINIIIIM MI 2ecEPT 210 12. aecePT Re,T 1LecnT ., ilm F'e - PT 20 1 12o L,40T5 'L. I 4 ;i • Fut11n..E', (W e 5 500. FU2.J. E Lo t (/ 40 ityI•ALS i : ' E': . 4 • • 'far L5 i. S ' • '. 13lmo I , N 1. • AL •L - WATT tis 112"i ' PUS . sIZ.: 2.°° Mr I1+I1-1 tW4(E . 2ao NIP Y01.00 a, 12o /sad I 47 rukaii tii GUMT O (.o,1(7. s.- II ,1GLt s - 5,1," 0.5. g . SFIT'G - ve0T 1-101Ey /xp.iv - (1) El RI pTr R F O Y IN-'S Y21x s %" ?P I r' --- 1/,CO .1/ (3) 12� -- EIJO I1A,L. Tn EA JST• 2x q • iJ', C IG o/G // R _11 ILj JL S 8" T 1 11 .. -. - ._.... 510 I �.I fq / 2 11L. +( e ccroNCI slvlrJG JOINT WNGRE T OcGU! ,S z_ 8 RF 1-ep Zx �1 L- EpC�FR x 2'1" L.V.L. AfAC o c LIJHIJ W/ (ea) I 0 �Yp SI WALL E\ IJETA 1 "..1 -o ATTACH TA;,ETHER W/ 12 d @ G" o% sTatic.errcp 1 -X ',LID Tic g�cX qT 3 0 Foo sr 21,5 W/ (s) N10 EA.. nip � ,L_I2 BCf+RII'IC� (RIMS OP- f3Lc�K1Nrq) J - WALL_ GoLa -IMH MFC.Ro- LAM -IZd @ I(e " /C F9 -25 ' P-'AIt -- IFJe1lL. 1L1& 'CCO. c t:I L . 4'- MIN PLATE SPLICE w/ (Ia) 12d ('T*) 11- 11E!i.10g. Fi J H ( 5EC SFEG• NCTE.S For, HAT 'L I A 2 x `1 4 ' Jr3'J C Ilo o% N /'P L.sTUV e 51p11 - IG, J011 vJ 12.7• 1Ii6dL 5 coNPLY .R PLYWOOD SL DINCa (.d 30, HAIL " @ (p" O/C SSE- ,'1t L 0- 19 INSULATION " COMPLY SKI 2x BLOCKJH0 Fit. F%' T 2. 4 SC tT RIM v// I2al c W 7 Pio•P Z41 ok, R - bo I�ISJL lLl� Lop- ` 40U.- FI)J!sl -1 (5E3PFL NOTE'S Folz Mor'L `fe Tic, STURwt -FImI, gu(3t =�o2 LuP 04 We' 7Y4" L.V. TYP SI DFWALL FLL291 DETAI L E'r'IDwAI.I_ 51 2x B CM" O/G u// (4) 12c1 E. FI• to L.V 2x L.P4,e12 1'/2 x 2-4" x 2.11 r.1ok. MLP Q r11AGF1 TO c.c.! (14 122 f J /1 5" = LAW 1 FLU")) 1 (3) TP'i vJI ( ) N70 EA MEMPufc1L ?{ x 8 VF co L 5T Z2 -1s ,N/ (10) 110 EA. E 2, S pLCoK. -101 Ire "o% l� R_ 19 !�IsJL 1 1114 1 I1111 U R -xi &1TTS 1J/ F5-25 li614 C t(•4 0/G I' /2 x Z4" x240 L.V.L. I cR0 L<•- ASPFb.LT COMP, 5HIIJ CnLES Sig" 0.5.3. 2x FJLL SRCi (ELM! +R 14L-Ks) C� JTEI� Co L 1.1M0 PET,I L •WT44 STUribt -F1mR a0 0 2. s. s3 G 1.;c1G J h 4'x4" Lfq 2apUT I�{/kJf.5Ht1t '_ 8'0 " o/c., ei 3'4" �Q cc,a t 2 �7 -I �-. �ld�4oJUs1 1'5P To v l Joj Ne S T) M Ir WP 2V W �E Vr_NT f F MAoRiAG gRAGE DETAIL PS - t tpbl.l C O`j1R� O FL.00l2 I 4.("co 3 TP- 47 L41 (5) MO To EA NUJ// Bt-i e ± Manz EA ACCO TLE CEJUHCI !U. OUP f., Meer, re,12 P-I 0 14.1. x 3 SrAp.E7 _ 2x4 > +JO' iwce 'To 11.1 q' -o e 4IG� - Q cvL. �gT 11 w/(s tJlo et - EN10 TP L} TP 19L,A ■/I ex,,1 1'/2 I' -o" _ -' - HOLD PLYWWD SIDE OF Q: . Zx4 LEVGIEIL w/ Li) ROWS or 144,3a. x 3" STAPLES a/C- . �S TILL x Z4` o/C f) 1pllmlmmmnnl 1111 I4_' 1-0" ib : N,t2i v h4 sl w . w 'L� z41.1 FILTER i4c14L-i i U M'1416 2 I!) t•biwfeM ME7. r41 MN R•6QUIREr1 1-1Th 'bet FolzN D ( WA.c 2°1 G - Mop- Soo (i .i erloty) 4.+4 pt� vJ 2 t 14 1{ G LILL PsLieF ¢C rl 2C IS SUPPLY - PLENUM ELE6 Pis E J TYI'ICP�C WASI-FINIGTORI 11 A 11 14w K 24,1 as^ GIL1U- W / MG f- G0 tTZ0LEV A a ZaX'5 051 V�r SCIENCE GLA55C/0 1S OWL' ' 1 800 GFM EXH4IJST 70 OUTSIDE FROM EA. G.Ay5Rr1 2 x 2 lay -in diffuser Duplex receptacle 4 -plea receptacle - -(r Ceiling light 1 11 - II `(}TI•- Wall light 12 RA GRIU.£ !Zoo C.Fl-I 1 12.00 C-Fl-I Clock receptacle (11Ov) © Clock receptacle (low voltage) ® Junction hox 2 a Vb ENp I� w I F a SYt1B01_ LIST , ..) N � 2 x 4 fluor. lay in fixture GFM 110 N ct m tised , tl • MrL Era1 TZE f =L. CEILING / L- 1GHTING, / I- .V.4. G. PLL\N ON FLCO� (ELEG. OUTLETS SHaWN ON FL.oF PLANS) J�,_" - I' -0" W ITH ECO1\10MIcoEp. ' Ceiling fan Single pole switch Three way switch Thermostat Break glass station Fire alarm horn Flush elec. panel 4L..- Smoke detector O '1 Disconnect switch 0 Meter Base ® Fire Alarm Raceway Only J uP •1 v.1 RECEIVED CITY OF TUKWIL4 APR 1 5 1999 PERMIT CENTER DATE: Z ZZ - DRAWN By: ,,,,...T5 REVISIONS: /i. 3' -'V -90 A- 4 -3 -90 FIIII=d".E'ED APR 9 4 1999 PROJECT S25 NUMBER GL4f SRN S E c1Ft M? WATTS - I1P �l aR. YJI it f D D L.,....,- W 1 I 144. REC6P 20 I Q 420 F'e - PT 20 1 12o L,40T5 'L. I 4 144. • Fut11n..E', (W e 5 500. FU2.J. E Lo t (/ s000 I /1 1 .1 s.. s✓Ate - / / a 10 st.ARE I,SPN 12E II 5 p/ 12 I 14 Is I4 17 Ig 19 •0 ALS 125E 'A' . 121(.0 P44 ' • 12110o _Tars.S 'H ). vinL 2.4-32u WA1T5 fp, Io , 4 PT t7U55 51Z 2,0 Mr MAIN GRtAKeR Zoo N1P. YPt.:jkOe. 'zo /zoo I d. rt,ueN M UNTW (.o,1(7. s.- II ,1GLt s - 5,1," 0.5. g . SFIT'G - ve0T 1-101Ey /xp.iv - (1) El RI pTr R F O Y IN-'S Y21x s %" ?P I r' --- 1/,CO .1/ (3) 12� -- EIJO I1A,L. Tn EA JST• 2x q • iJ', C IG o/G // R _11 ILj JL S 8" T 1 11 .. -. - ._.... 510 I �.I fq / 2 11L. +( e ccroNCI slvlrJG JOINT WNGRE T OcGU! ,S z_ 8 RF 1-ep Zx �1 L- EpC�FR x 2'1" L.V.L. AfAC o c LIJHIJ W/ (ea) I 0 �Yp SI WALL E\ IJETA 1 "..1 -o ATTACH TA;,ETHER W/ 12 d @ G" o% sTatic.errcp 1 -X ',LID Tic g�cX qT 3 0 Foo sr 21,5 W/ (s) N10 EA.. nip � ,L_I2 BCf+RII'IC� (RIMS OP- f3Lc�K1Nrq) J - WALL_ GoLa -IMH MFC.Ro- LAM -IZd @ I(e " /C F9 -25 ' P-'AIt -- IFJe1lL. 1L1& 'CCO. c t:I L . 4'- MIN PLATE SPLICE w/ (Ia) 12d ('T*) 11- 11E!i.10g. Fi J H ( 5EC SFEG• NCTE.S For, HAT 'L I A 2 x `1 4 ' Jr3'J C Ilo o% N /'P L.sTUV e 51p11 - IG, J011 vJ 12.7• 1Ii6dL 5 coNPLY .R PLYWOOD SL DINCa (.d 30, HAIL " @ (p" O/C SSE- ,'1t L 0- 19 INSULATION " COMPLY SKI 2x BLOCKJH0 Fit. F%' T 2. 4 SC tT RIM v// I2al c W 7 Pio•P Z41 ok, R - bo I�ISJL lLl� Lop- ` 40U.- FI)J!sl -1 (5E3PFL NOTE'S Folz Mor'L `fe Tic, STURwt -FImI, gu(3t =�o2 LuP 04 We' 7Y4" L.V. TYP SI DFWALL FLL291 DETAI L E'r'IDwAI.I_ 51 2x B CM" O/G u// (4) 12c1 E. FI• to L.V 2x L.P4,e12 1'/2 x 2-4" x 2.11 r.1ok. MLP Q r11AGF1 TO c.c.! (14 122 f J /1 5" = LAW 1 FLU")) 1 (3) TP'i vJI ( ) N70 EA MEMPufc1L ?{ x 8 VF co L 5T Z2 -1s ,N/ (10) 110 EA. E 2, S pLCoK. -101 Ire "o% l� R_ 19 !�IsJL 1 1114 1 I1111 U R -xi &1TTS 1J/ F5-25 li614 C t(•4 0/G I' /2 x Z4" x240 L.V.L. I cR0 L<•- ASPFb.LT COMP, 5HIIJ CnLES Sig" 0.5.3. 2x FJLL SRCi (ELM! +R 14L-Ks) C� JTEI� Co L 1.1M0 PET,I L •WT44 STUribt -F1mR a0 0 2. s. s3 G 1.;c1G J h 4'x4" Lfq 2apUT I�{/kJf.5Ht1t '_ 8'0 " o/c., ei 3'4" �Q cc,a t 2 �7 -I �-. �ld�4oJUs1 1'5P To v l Joj Ne S T) M Ir WP 2V W �E Vr_NT f F MAoRiAG gRAGE DETAIL PS - t tpbl.l C O`j1R� O FL.00l2 I 4.("co 3 TP- 47 L41 (5) MO To EA NUJ// Bt-i e ± Manz EA ACCO TLE CEJUHCI !U. OUP f., Meer, re,12 P-I 0 14.1. x 3 SrAp.E7 _ 2x4 > +JO' iwce 'To 11.1 q' -o e 4IG� - Q cvL. �gT 11 w/(s tJlo et - EN10 TP L} TP 19L,A ■/I ex,,1 1'/2 I' -o" _ -' - HOLD PLYWWD SIDE OF Q: . Zx4 LEVGIEIL w/ Li) ROWS or 144,3a. x 3" STAPLES a/C- . �S TILL x Z4` o/C f) 1pllmlmmmnnl 1111 I4_' 1-0" ib : N,t2i v h4 sl w . w 'L� z41.1 FILTER i4c14L-i i U M'1416 2 I!) t•biwfeM ME7. r41 MN R•6QUIREr1 1-1Th 'bet FolzN D ( WA.c 2°1 G - Mop- Soo (i .i erloty) 4.+4 pt� vJ 2 t 14 1{ G LILL PsLieF ¢C rl 2C IS SUPPLY - PLENUM ELE6 Pis E J TYI'ICP�C WASI-FINIGTORI 11 A 11 14w K 24,1 as^ GIL1U- W / MG f- G0 tTZ0LEV A a ZaX'5 051 V�r SCIENCE GLA55C/0 1S OWL' ' 1 800 GFM EXH4IJST 70 OUTSIDE FROM EA. G.Ay5Rr1 2 x 2 lay -in diffuser Duplex receptacle 4 -plea receptacle - -(r Ceiling light 1 11 - II `(}TI•- Wall light 12 RA GRIU.£ !Zoo C.Fl-I 1 12.00 C-Fl-I Clock receptacle (11Ov) © Clock receptacle (low voltage) ® Junction hox 2 a Vb ENp I� w I F a SYt1B01_ LIST , ..) N � 2 x 4 fluor. lay in fixture GFM 110 N ct m tised , tl • MrL Era1 TZE f =L. CEILING / L- 1GHTING, / I- .V.4. G. PLL\N ON FLCO� (ELEG. OUTLETS SHaWN ON FL.oF PLANS) J�,_" - I' -0" W ITH ECO1\10MIcoEp. ' Ceiling fan Single pole switch Three way switch Thermostat Break glass station Fire alarm horn Flush elec. panel 4L..- Smoke detector O '1 Disconnect switch 0 Meter Base ® Fire Alarm Raceway Only J uP •1 v.1 RECEIVED CITY OF TUKWIL4 APR 1 5 1999 PERMIT CENTER DATE: Z ZZ - DRAWN By: ,,,,...T5 REVISIONS: /i. 3' -'V -90 A- 4 -3 -90 FIIII=d".E'ED APR 9 4 1999 PROJECT S25 NUMBER GL4f SRN S DETAIL (FOR CALLOUTS IN COMMON SEE: I -A4.0) SCALE 3/4 " =1' -O" P.T. 4X4 r T 1 CONC. FTG.'S P.G. GONG. FTC. P.T. 4X4 POST TR. 2X6 EA. SIDE OF POST DETAIL SCALE I I/2 I/2" BOLT W/ NUT AND WASHER 4X4 POST BEYOND 3/4" T. "TUF- TRED" PIN. 4X4 P.T. POST P.G. GONG. FTG.'S 12512 BASE SECTION SCALE 5/4 " =1' -0" ( TYPE - B) SIM: DELETE GUARDRAIL, PROVIDE HANDRAIL EXTEND 12" BEYOND TOP OF RAMP. 11/2" O.D. ALUM HANDRAIL F.G. ( DETAIL (FOR CALLOUTS IN COMMON SEE: I -A4.0) SCALE 5/4 " =1' -0" NOTE: I. MAXIMUM SLOPE 1:12. MEASUREMENT LINE —, F.O.P F.O.P. VARIES 12 RAMP FRAMING PLAN -TYPE A SCALE 1/8 " =1' -O " TR. 2"X4" TYP. OF (5) RETURN', HANDRAIL 12" AROUND CORNER. SEE: 10 -A4.O 4X4 P.T. POST 2 "X6" TR. JST. 612" O. G. TR. 2 "56" EA. SIDE OF 4 "X4" POST I/2" 5 BOLT W/ NUT $ WASHER EA. POST RD 5/4" T. "TUF- TRED" PW. FACE OF PORTABLE P.G. GONG. FTG.'S 12X12 BASE 8 - A4. 2 SECTION (TYPE A) SCALE 5/4" =1' -0" F.O.P. HANDRAIL SEE: Q -A4.0 ry 3 -A4.0 i 3.1i■ I _ I i - 1" iI ®Ii , SIM. I SIM. I I I !I II 1 `I Ii F.O.P. 1-A4.0. SIM. F.O.P. TR 2 "56" BOARD IN/ ROUNDED TOP TR. 2"54" TYP. OF (5) P.T. 4X4 POST 2 "56" TR..IST. 012" O.G. TR. 2 "56" EA. SIDE OF 4 "X4" POST 1/2" 0 BOLT W/ NUT 8 WASHER EA. POST 51M: DELETE GUARDRAIL, PROVIDE HANDRAIL. EXTEND 12" BEYOND BOTTOM OF RAMP. 12" TR. 2X ELK'& A.G.P. (N.I.G) A RETURN HANDRAIL SEE: IO -A4.O SECTION-RAMP SCALE 3/4"=1' -0" NOTE: I. MAXIMUM SLOPE 1:12. MEASUREMENT LINE F.O.P. F.O.P. Mow I !/2" PIA. ALUM. HANDRAIL m m 12 "5 ALUM. SUPPORT BRACKET GI DETAIL SCALE 5" =1' -0" I3 RAMP FRAMING PLAN -TYPE B SCALE 1 /5"=1' -0" 11/2" O.D. GALV. STD. STL. PIPE HANDRAIL F.T. 2 "X6" G.I.P. GONG. FIG. (FOR CALLOUTS IN COMMON SEE: 11/2 " EXPIRED D99 20 4 DETAIL FOR CALLOUTS IN COMMON SEE: I -A4.0 N.T.S. DETAIL (FOR GALLO-ITS IN COMMON SEE: I -A4.0) N.T.S. TR. 2X6 W/ ROUNDED TOP 4X4 POST 14/ BEVELED TOP (5) EA. I/4" 5 X 2 1/2" LONG LAG SCREWS WD. 2X (5) EA. X 1/4 X 2 1/2" LONG GALV. LAS 5GREW5 9® D ETAIL SCALE 5" =1' -0" 0135 F.G. P.T. 2X6 EA. SIDE OF POST 4X4 POST P.T. 2X6 ON EA. SIDE OF POST TAPER TOP ® 1:12 F.G. FOP F.O.P. 11/2" DIA. ALUM. HANDRAIL ALUM. ELBOW ALUM. RETURN BRACKET RECEIVED CITY OF TUKu!1� AFT 1 5 1999 PERMIT CENTER