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HomeMy WebLinkAboutPermit 4805 - Silverview Estates - Grade / FillCITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 -1845 Work to be done BUILDING PERMIT GRADE /FILI Site Address S1 adp Wad/ 54 Aven"e._S_. Building Use Property Owner THD.Cninradn Address 6625 South 190th, Suite #W2, Kent WA Contractor Thomas Construction Address 6625 South_19Dth Kent., FOR BUILDING PERMIT ONLY Approved for issuance by: PERMIT # / O Control # 87 -211 Suite Assessors Tenant SILV.ERVIEW ESTATES Acmint #tea Phone # 84-2-5-522. 51:182a_:' Zip 98032 Phone # 872 -5522 98032 Sq. Ft. 71-§f77. Office Wareu hose Retail Other i0cc. Load 2nd F1. 3rd F1. Total Fire Protection: ❑ Sprinklers ❑ Detectors Zoning R =1_116 Type of Construction Special Conditions Fees sq. ft. @ sq. ft. @ sq. ft. @ sq. ft. @ 1st F1. $ 2nd F 1. $ other $ other $ $ 50,000 Total Valuation of Construction Bldg. Permit Fee Plan Chock Fee Demolition Surcharges Other Other TOTAL Receipt #.23o/ $ Receipt # glot $ 105.00 Receipt # $ Receipt #.1.1.1.1 $ Receipt # $ Receipt # $ 348.00 Hauling permit required per Public Works conditions of MDNS - SEPA FILrW EPIC -354 -86 FOR SIGN PERMIT ONLY [[ Permanent ❑ Temporary ❑ Single Face Building face 4111R01•1110, ❑ Double Face ❑ Wall Mounted ❑ Free Standing ❑ Other Setbacks: Front Side Square Footage of each sign face Special Conditions Side Rear Total square footage of sign 1.11.1•..., THIS PERMIT BFCUMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 18() DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FUR A PERIOD OF 100 DAYS AT ANY TIME AFTER WORK 1S COMMENCED. 1 HEREBY CERTIFY THAT 1 HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORUINANCES GOVERNING THIS TYPE OF WORK WILL BE OMPLIED WITH WHE HER SPECIFIED HEREIN OR NOT. THE GRANTING or A PERMIT DOES NOT PRESUME TU GIVE AUTHORITY TO VIOLATE OR C CEL E d,g0 01 OF ANY OT STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION, Signed Date 7 - IQ -7 LICENSED CONTRACTORS DECLARATION io ff t" Business an Professions Code. and my license is in full force Date 1 / li-j_ --V) OWNER - BUILDER DECLARATION ( ) 1, as owner of the prcperty, or my employees, with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ( ) I, as owner of the property, am exclusively contracting with licensed contractor's to construct the project. Owner (signature) Date _.___,__ I hereby affirm that I am license.jinder Contractor (signature) and effect. CIT1 Y 0i TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 -1845 BUILDING PERMIT PERMIT # 'r_ (. Control # 87 -211 k to be done GRADF /FTI1 Si e' lddress Slade Way/ F4 A'vnniip S• Suite. # Tenant SILVERVIEW ESTATES . Bu �1- ing Use Residential Assessors Account # 07operty Owner THR Cninradil Phone # 872 -5522 Address 6625 South tgnth, Suite #102, Kent _WA Zip 98032 Contractor Thomas Construrtinn Phone # 872 -5522 p 98032 Address 6625 South_19ojb Kent, WA FOR BUILDING PERMIT ONLY Approved fair issuance by: S Ft. �• Tit-Tr. Office Storage/ e darehous Retail Other Occ. Load] 2nd F1. 71-d Fl. . Total Fire Protection: [] Sprinklers [] Detectors :,Zoning Fees sq. ft. @ 1st F1. $ sq. ft. @ 2nd F1. $ sq. ft. @ other $ sq. ft. @ other $ Total Valuation of Construction Bldg. Permit Fee Plan Chock Fee Demolition Surcharges Other Other �- Type of Construction TOTAL Hauling permit required per Public Works SEPA FILE # EPIC- 3b4 -06 Special Conditions MDNS - FOR SIGN PERMIT ONLY [[ Permanent ❑ Temporary [] Single Face ❑ Double Face ❑ Wall Mounted [I Free Standing ❑ Other Building face Setbacks: Front Side Side Rear Square Footage of each sign face Special Conditions $ 50,000 Receipt #.L.0, $ 243.00 Receipt #,-..,, $ 10.5 Receipt # $ Receipt # $ Receipt # $ Receipt # $ -348:00- - conditions of Total square footage of sign TH S PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. 1 HEREBY CERTIFY TIIAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE OMPLIED WITH WHF, HER SPECIFIED HEREIN OR NOT. THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLAT,L, OR C CEL `THE _?O TSI0N OF ANY 0 HE STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. Signed_ G ��i� � 1 Date 7 " ! 1 7 LICENSED CONTRACTORS DECLARATION 1 hereby affirm that 1 ram licenselunder(l 9Vi3ioITr-af t!+r1Ousiness an Professions Code, and my license is in full force and effect. Contractor (signature)]" Date '7— OWNER- BUILDER DECLARATION ( ) 1, as owner of the prcperty, or my employe':s, with wages as their sole compensation, will do the work, and the structure is net intended or offered for sale. ( ) I, as owner of the property, am exclusively contracting with licensed contractor's to construct the project. .. ;t :Dote Owner (signature) CITY OF TUKWILA Builds - '4pertment 6300 SL, center Boulevard Tukwila, WA 98188 (206) 431 -3670 Type of Inspection (7; ‘,7r „,” e.�,�,�( cl/ Site Address 54 cam. c--7 / 5----/ 4r,r. s« Requestor .Special Instructions INSPECT .ON RECORD PERMIT # E3 Gam' Date Date Wanted --""' --e-CG) Project c1,4,.,0., v, Phone # a.m. p.m. Inspection Results /Comments: rl•� �Svti w. `1"74_,Go Date (9 %--> CITY OF TUKWI'LA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 -1849 INSPECT! •:N RECORD PERMIT # 5 Date Type of Inspection t Date Wanted / / a.m. p.m. Site Address , / &a f% S�4 r SO. Project S% % /i9g �'se,dz' Requestor Phone # Speqial Instructions Inspection Re r/1 ults /Comments: 0 /`'F° S S 2 /c d }QI-e e 6 l,/, f /// a106,3 P. r 2 /- S %ZD S Inspector Date /04re CITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 -1845 BUILDING PERMIT Work to be done JO L✓1; U Site Address �j�i'. Suite enant Building Use j26.4)abL451 I! Assessors Account # Property Owner , Phone # PERMIT # Control # 87-ail Address Contractor Address Zip Phone 4 wl Zip FOR BUILDING PERMIT ONLY (1, 44a1) Sq • Ft. Office Storage/ Warehouse Retail Other Occ. Load 1st F1. 2nd F1. 3rd F1. Total Fire Protection: [J Sprinklers [[ Detectors Zoning — -9,, Type of Construction A?- Special Conditions '4f J f1 (ern /I" FUR SIGN PERMIT ONLY Fees sq. ft. @ sq. ft. @ sq. ft. @ sq. ft. @ Total Valuation of Construction $ ,7400C) Bldg. Permit Fee Receipt # $ .2( -/ 3, (TO Plan Check Fee Receipt # $ /5' OLD Demolition Receipt # $ Surcharges Receipt # $ Other Receipt # $ Other Receipt # $ $3NSiCIO 1st Fl. $ 2nd F1. $ other $ other $ TOTAL c.rn,f' f Cm; red . Iv [4-5 �f) `t Fi /P_ O. l' 't ` � U— 84 0 Permanent [l Temporary 0 Single Face [] Double Building face Square Footage of each sign Special Conditions Face 0 Wall Mounted Setbacks: Front f ace 0 Free Standing 0 Other Side Total square Side Rear footage of sign THIS PERMIT BECuMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR ABANOUNtU FUR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. 1 HEREBY CERTIFY THAT l HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT. THE GRANTING OF A PERM VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION IF CONSTRUCTION OR WORK I5 SUSPENDED OR . ALL PROVISIONS OF LAWS ANU ORDINANCES IT DUES NOT PRESUME TU GIVE AUTHORITY TO OR THE PERFORMANCE OF CONSTRUCTION. Signed Date LICENSED CONTRACTORS DECLARATION 1 hereby affirm that 1 am licensed under provisions of the Business and Professions Code, and my license is in full force and effect. Date Contractor (signature) ( ) I, as owner of the property, offered for sale. ( 1 I, as owner of the property, am exclusively contracting with licensed contractor's to construct the project. Owner (signature)_____. Date OWNER- BUILDER DECLARATION or my employees, with wages as their sole compensation, will do the work, and the structure is not intended or M E M O R A N D U M TO. PAT 8RODIN /DAVE ORAOE /MOIRA BRADSHAW FROM' PHIL FRASER SUBJECT' SILVER VIEW PLAN DATE' JULY 8, 1987 [3 {<< [ FI\ [ P) fJUL ..v...u' 1987 611-7-(5-'1.67,... V iLA PLA,WNG DEPT. Ted Freemire brought to mC attention the following comments on the subject site plans' 1. The need to move the striping on sheet 1 of 3 for roadway and drainage for the crosswalk and stop bar closer to the intersection 2. Provide the joint to extend through the sidewalk on the sidewalk detail in sheet 2 of 3 for full depth (also known as expansion joint or shrinkage control joint). 3. Sheet 1 of 2 of the water plan the note just above "water- - line profile between lots and through cul de sac " indi- cates "24 inches" instead of these anchors be provided at each pipe joint or 24 feet. 4. It should be noted that the reference to the anchor "on sheet 2" is not on sheet 2 of the water plans, but rather on sheet 2 of the sewer plans. I noted the in the planning landscape plan, the developer may not have relocated the sign monument back far enough to eliminate any sight distance conflicts that will occur to outbound traffic on 53rd Place South viewing onto westbound traffic on Slade Way. This relocation and verification by the consultant as to elimi- nate any potential conflict of sight distance and these monuments needs to be addressed through the Planning Department's review of the monument signs at the entrance to this development. /cd xcs Dana Mower, Barghausen Engineers Becky Davis, Permit file . :Bu11 di)1g'°Offi ci al City of Tukwila 6200 Southcenter Boulevard Tukwila Washington 98188 (206) 433 -1800 Gary L. VanDusen, Mayor June 26, 1987 Mr. Dana Mower Barghausen Consulting Engineers, Inc. 6625 S. 190th St., Suite 102 Kent, WA 98032 RE: Site Plan Approval for Sheets 1 & 2 of 2 for Sewer; Site Plan Approval for Job No. 2262, Sheets 1, 2 and 3 of 3 (Roadway and Drainage Plan); Sheets 1 and 2 of 2 (Water Plan); with Reference to Landscape and Entry Monuments Plan and Temporary Erosion /Sedimentation Control Plan. Silver View Development at Slade Way and proposed 53rd Place South* Dear Sir: The Public Works Department has reviewed and approved site plan submittals (Job No. 2262) Sheets 1 through 3 of 3 for roadway and drainage, and sheets 1 and 2 of 2 for water, per the follow- ing comments and conditions: A pre- construction meeting will be held next Tuesday, June 30, 1987 at 10:00 a.m. in Conference Room #3 at City Hall for this project. All those persons receiving xerox copies of this letter are invited to this meeting, including the contractor for the project. Conditions outlined in attached Planning Department epic file 354 -86 and conditions of engineer's soils report and supple- ments shall be requirements of these permits. Items 12, 13 and 14 under "access" mitigation Planning Department in epic file 354 -86 shall be provided as an attachment to the plat. The developer shall provide a schedule of the work along with materials test lab to provide at his expense, compaction tests, cylinder tests and sieve analyses, as required by the City. All other tests, including TV -ing of lines, shall be at the developer's expense. * The Landscape and Exit Monuments Plan, temporary erosion sedimentation control plan (sheet 3 of 3) and roadway grades plan (sheet 1 of 3) have been transmitted to the Planning Department for a separate review through planning officials. Comments from Public Works will be provided directly to the Planning Department for their review. Mr. Dana Mower June 26, 1987 page 2 Prior to beginning any portion of this work the developer shall obtain authorization of the Building Official and Planning Director. Twenty -four hours prior to beginning any segment of the work, the developer or his representative shall apply for and obtain the following permits (call Becky Kent at 433 - 1852): 1. Hauling Permit (Permit fee: $25.00) Prior to beginning any transporting of material to or from the site, the developer shall obtain this permit. Included in the application for this permit shall be: A. $2,000 bond B. Insurance certificate for $1,000,000 bodily /property damage and C. A routing map of haul route through the City. 2. Public Roadway Improvements /Undergrounding /Street Lights with Curb Cut Access /Sidewalk (Permit fee: $25.00) The City requires submittals from gas, power, TV and tele- phone for review under a separate franchise permitting process through Public Works Department. These drawings shall be sent to my attention for review for approval prior to carrying out the undergrounding for gas, power, telephone, TV or street lighting. Turnover documents and request for turnover for public roadway improvements in 53rd Place South shall be provided to the Public Works Department upon completion of this project per required documents outlined at the end of this letter. The Tukwila City Council /Mayor is the sole authority for acceptance of streets for turnover, and no permit signoffs by City staff constitutes acceptance by the City for these streets as public. 3. Water Meter /Services Permits - Go to Water District 75 All water meter permits shall be provided through Water District 75. 4. Public Storm System (Permit fee: $25.00) Prior to issuance of this permit, a copy of WSDOT's written approval shall be submitted to the City. Three copies of a structural engineer's stamped shop plan for the corrugated retention facilities shown on sheets 1 and 2 of 3 shall be provided the City for review and approval prior to carrying out the construction of the storm retention facility. Turnover of public storm system shall be provided per the Mr. Dana Mower June 26, 1987 page 3 requirements at the end of this letter. Signoff of the storm drainage does not constitute acceptance of this facility by the City. The Tukwila City Council /Mayor is the sole authority for the acceptance for the storm system turnover as a public facility. 5. Sanitary Sewer Main Extensions (Refer Side Sewers)(Permit fee: $25.00) Val Vue Sewer District will issue all sanitary side sewer permits and provide necessary inspection for side sewers from the proposed public main to the property line. The Val Vue Sewer District shall inspect public mains (independently) through their own permitting process. This facility shall be built so that the Val Vue Sewer District will accept the operation and maintenance of the sewer mains. Tukwila staff will inspect the public mains to be able to recommend these mains for turn- over to the City upon completion. Signoff of this permit does not constitute acceptance of the facility. The Tukwila City Council /Mayor is the sole authority to accept this utility as public. Turnover documents required for this turnover are outlined at the end of this letter. TV -ing of sewer mains shall also be provided as part of the permit re- quirements. 6. Water Main Extensions /Services /Meters (Permit fee: $25.00) Water District 75 shall inspect these facilities independently through their own permitting process. At the completion of the project these water mains shall meet both Water District 75 and the City of Tukwila's standards for turnover, and the developer shall have requested turnover of mains/ services /meters to Water District 75, with 75 indicating intent to accept these facilities. These water mains shall meet the City's Developer's Extension Manual requirements (attached). Inspections of this water system is to assure the City that these facilities are eligible for turnover to the City in the future. * * * At the completion of this project for street improvements, san- itary sewer main, storm main, sidewalks, including street light- ing and undergrounding, the following turnover documents are required prior to recommendation for approval of final plat by Public Works: Mr. Dana Mower June 26, 1987 page 4 1. Letter from the developer requesting turnover as public facilities to the City of Tukwila, addressed to Public Works Director. 2. "As- built" plans. 3. Signed off permits for appropriate facilities built to public standards. 4. Bill of sale. 5. List of Materials (Sewer shall be per the City's format). 6. Right -of- way /Plat Easement with signatory for acceptance of rights -of -way and easements by the Major, City Clerk and City Attorney. 7. A developer's agreement for Items 12, 13 and 14 under "ac- cess" (mitigating measures Planning Department epic file 354 -86). Sheet 3 of 3: Temporary Erosion and Sedimentation Control Plan shall be followed and sedimentation /erosion facilities main- tained throughout the course of this project and per the require- ments of the soils engineer report on file and requirements of the soils engineer of record. Also, this temporary erosion and sedimentation control plan shall be approved by the soils engineer of record, and the soils engineer of record shall provide site investigations throughout the course of the project to assure that site conditions are adequate and remedial measures are taken in a timely fashion for the protection of private and public properties, including the downstream properties state drain facilities and Slade Way /54th Avenue South roadways and drainage systems. Upon completion of this development, continued observation by the soils engineer will be required until such time as the Building Official and Planning Director have signed off on the grading permit for this project and your soils engineer of record recognizes the entire site as being stabilized through revegetation, and also recommends removal of temporary erosion/ desiltation control facilities. Mr. Dana Mower June 26, 1987 page 5 If you have any questions regarding this matter, do not hesitate to call me at 433 -1856. Sincerely, Phil Fraser Senior Engineer /cd Enclosures (4) Planning Director Building Official Doug Gibbs Pat Brodin Dave Grage Ted Freemire Ralph Trepanier Moira Bradshaw Becky Kent /Permits File Brad Williams • EPIC: 354 -86 Silverview Plat MITIGATING MEASURES Storm Drains *, 1. The applicant shall limit discharge to the Washington State Department of Transportation drainage system in accordance with WASHDOT and City of Tukwila requirements. Written approval from WASHDOT shall be required prior to issuance of any utility permits. 2. s• F = iiiiji 'e9er' fir► d' afffagd f ire iodi'vi db a trg s s a 'bt► 3. VIl1P11 i .#s+ ' t ;afi:,, Ianest �: - aati�= •sbal•1� : delatal fiidMi i ty • Soils 1/7"---- 4. Additional test pits and recommendations shall be conducted by the soils 22ginei proposed 53r P� South djacent to Lots 1 2, 21 and f 1 Tu�url 48'1 air, 5. "A geotechni"cal engineer's report may be required for individual building permits issued in the plat. At the time of submittal for a building permit on each lot, a letter of opinion shall be submitted from a soils engineer indicating whether or not the proposed construction will require any special foundation construction requirements or procedures, or if any specific on- site testing is required based on the configuration of the house and the orientation within the lots. If the soils engineer determines that the recommendations included within the reports on file in the City of Tukwila for the Silverview project are adequate to address specific building foun- dation requirements for the individual lot, then the letter shall so state and another soils report or field investigation will not be required. If unusual conditions or concerns are identified by the soils engineer, then a supplemental report addressing that specific lot may be required prior to the issuance of a building permit. This condition shall become a note on the plat." > ai * 011441 UAW tt b t00 di0104 06 s1Sis,;, recommendatlpm ,:seitIPO tep df on -site alt.. shall«. oily�be used. for structural- fi•lb. when moisture content can be •4oetrelled to cattalo suitable compaction; ant e1 roadwaj section shall be cosstrrcted per• Tukw$ 1a Public. Works standards.;.,. I .44w Plan- Yt3 report: toy . knieli drains illietWilitifetindoIr areas as rW iereeestruct i on et sfisl`i bs raw re re ss. of s 7 = eucterslrg. •• inClre l lic.slial l f o 11 ow ;*listing f i l l gym, aReC91cineately Ailtet1 be ade- tton, and • Ems • 8. Rockeries shall not exceed four feet in height. Structurally designed retaining walls shall be used in till soils where retention will exceed four feet. j. Rockery installation shall be supervised and signed off by soils engineer. pi, #.}p : ulcer~-, ,-- moai.to�..s.ite prepar.att.om..aM► +rtfwork Kjr 74010t,-and • p .iftyG-M►t'tli , tbisec a ,work was: -dar. .,:.fie ordance,.wRh the. 111041104044Wilkiner GPO* Access 11. The applicant shall construct the curbs /gutters /sidewalk and associated storm drains and utility relocations for Slade Way adjacent to the plat. 12. The applicant shall agree to participate in intersection improvements at Klickitat at 51st Avenue South at time of Valley View Estates construction for percentage of project daily vehicle trips. 13. The applicant shall not protest the formation and shall commit to the construction of future L.I.D. for street improvements, including roadway, utility undergroundinq street lighting, and additional storm drainage improvements, as proportionately benefitting their deve?opment for street improvement project defined in the 1987 T.I.P. as Slade Way. t4. The applicant shall execute a developer's agreement for the construction of curb, gutter and sidewalk along 54th Avenue frontage. 15. A tree removal /detention plan shall be submitted and approved by the Plan- ning Department prior to issuance of any permit. (25 /MB.SILVER) t , .i .Yt ��i..Sl��• ' RECEIVED OP mama JUN 9 1987 surname owl REPORT SUPPLEMENTAL GEOTECHNICAL ENGINEERING SERVICES SILVERVIEW PLAT` TUIWILA, WASHINGTON. FOR THE COLORADO CORPORATION orsi 4401 GWEnglneers Incorporated (206) 746.5200 Fax, (206) 746.5068 2405 • 1401h Ave. N.E. Bellevue, WA 98005 June 1, 1987 THB Colorado Corporation c/o Barghausen Consulting Engineers, Inc. 6625 South 190th, Suite 102 Kent, Washington 98032 Attention: Mr. Tom Barghausen Gentlemen: Report Supplementary Geotechnical Engineering Services Silverview Plat Tukwila, Washington File No. 1103 -02 -1 Consulting Geotechnicai Engineers and Geologists INTRODUCTION AND SCOPE This report presents the results of our supplementary geotechnical engineering services for a portion of the proposed Silverview development in Tukwila, Washington. The proposed area to be platted has been extended to include the parcel of land lying between the north edge of the original property explored and Slade Way shown in the Site Plan, Figure 1. Authori- zation for our services was provided verbally by Mr. Tom Barghausen of Barghausea ,Consulting Engineers, Inc. on May 18, 1987. These services are a continu of our involvement in the project, which included our report dated J `.28 and our amended report dated March 30, 1987. The additional property will be divided into six lots for a total of 22 lots in the development. The access road to the development, 53rd Place South, will extend southward from Slade Way. Access from 54th Avenue South has been eliminated. The purposes of our services are to explore subsurface conditions within the parcel under option, compare the results with the information developed during our earlier studies and evaluate whether our previous recommendations are appropriate. THE Colorado Corporation June 1, 1907' Page 2 SITE CONDITIONS SURFACE CONDITIONS The ground surface slopes downward from southwest to northeast at an average inclination of 20 percent. Ground surface elevations vary from Elevation 270 at the southwest corner of the parcel to Elevation 200 near the northeast corner. The site is covered with dense brush and thick stands of deciduous trees. A few small drainage swales extending west to east were observed in the south- central portion of the site. These carried a small amount of water at the time of our field visit. Existing residences are located west and east of the parcel. FIELD EXPLORATIONS Subsurface,couditions within the parcel were explored by excavating six test pits at the locations shown in Figure 1. These test pits are numbered 16 through 21 to continue the sequence begun in our earlier studies. Test pit locations were determined by pacing and taping from existing features. Elevations at the test pits were determined by interpolation from a topo- graphic map prepared by Barghausen Consulting Engineers, Inc. Locations and elevations should be considered accurate only to the degree implied by the methods used. Test pits were excavated using • rubber -tired backhoe provided by Barghauaen Engineers. These test pits were continuously logged in the field by an engineering geologist from our firs who identified the various soil strata encountered, obtained representative samples from the test pits, observed ground water seepage conditions, and maintained a detailed log of each test "pit. The soils were visually classified in general accordance with the system described in Figure 2. Logs of the test pits are presented in Figures 3 and 4. SUBSURFACE CONDITIONS In general, subsurface conditions are similar to those identified in the eastern portion of the original property studied. A forest duff layer having an average thickness of 6 inches mantles the site. The forest duff is generally underlain by a loose and soft silty sand unit which contains 041" ginellri - Incorporotsd THB Colorado' Corporation June 1, 1987 Page 3 and organic matter; the unit ranges in thickness from 1 to 3 feet. Loose to medium dense silty sand interlayered with sandy silt underlies this unit. 0Very stiff to hard,,glacially ..cgpaolidased.asilt•:.waa. encountered at depths ranging from` 1 to tfea+t'fit the teat pits. Ground. water seepage wasp observed,„ n Tee% J.t} 21,$ea,,depth_ of 4.ieet. Thiat,,meepege .rep roman ts~= :vaeer perched ian-~lip efft id vIttadfai1'J°'eonsolidated .,..5...: :.+. :;:...1: •.T`".: r [, ...�,• .•aEJLi 7b:'. -L.:,; '= - °.tn. ,:.. soil C --We expect that each seepage will be prevalent within the site during the late winter and early spring months. CONCLUSIONS M • RaC0NNUMATIONs Based on the resu }ts of the additional explorations. and comparison with our previous test pits, we conclude that the site may be developed in accordance with the recommendations provided in our amended report dated March 30, 1987. A large landslide occurred in 1960 -61 on property to the north across Slade Way. Information in our files indicate' that those past movements may have extended onto the extreme northwest corner of this parcel. However, regrading during reconstruction of Slade Way obliterated evidence of any movements in that area. Our examination of the property during these explorations did not reveal evidence of recent instability. There is a potential for shallow surficial „creep at the site. This can be controlled by appropriate site grading and drainage improvements. • +vim r. 7. -CO • 0 • 0 Incorporated THB Coloiida..,Corporation June •.1,..'t''ld7 . Page 4 1,1e trust that.this ,inforaetionAfeeta your, presentyneeds. If you have any questions `concerning thin report` or if We can : provide; additional • information, please contact us. ,Youri very, truly, 'c K. Tuttle rincipal. Attachments`. Inc.,'*11 Rights R sere 0E1 s6 -U • SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME COARSE GRAINED SOILS MOM THAN an RETAIMEO ON NO. s0O SIEVE GRAVEL RS OF COARSE FRACTION RETAINED ON NO. 4 SSW CLEAN GRAVEL Ow WILL-GRAM GRAVEL. P11411 TO COARSE GRAVEL GP POORLY-GRADED GRAVEL GRAVEL. WITH PINES ON sum GRAM GC CLAYEY GRAVEL SANO NOME TNAII 0410101 MACRON PAM'S NO. 4 OM CLEAN SAND SW WILL-MAIM SANG. PI/IE TO COARSE SANG SP POORLY - GRADED SANO RANO WITH PINES SM sILTr OAIN SC .CLAYEY MAIN PINE GRAINED SOILS MORE THAN 101 PASSES NO. 100 NMI SILT ANO CLAY LEGG MAN N INORGANIC SILT CL CLAY ORGANIC OL OR•AINC SILT. ORGANIC CLAY SILT ANO CLAY LIOUNI LIMIT GO OR YOM " INORGANIC MN SILT OP 1NGH PLASTICITY, ELASTIC SILT 014 CLAY OP 111.11 PLASTICITY, PAT CLAY ORGANIC ON 011•ANIC CLAY. ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: 1. Plaid classlllosll•a la based on visual Osaaloatlo* a1 sail M Sonora) sea, • WWI ASTM Ol /SS -S3. 2. S Iiratlan using laboratory t , N oR ASTM 01407 -53. 3. "}I sell density or An based on IntauM•w11M of blswcsual data, visual appearance of sods. and /or Wet date. SOIL MOISTURE MODIFIERS: Dry - Absonco of Rnoloture, dusty. dry to the touch Moist - Damp. but no visible water Wet - Visible Tree water or saturated, usually soil Is obtained front below water MI* G.oEngin..lrs 14,-0 0 Incorporatd SOIL CLASSIFICATION SYSTEM FIGURE 2 OEI 60 -As DE GRO OW ACE : ".•`� '. - LOG OF TEST PIT GROUP SOIL • CLASSIFICATION SYMOOL • DESCRIPTION • Il• TEST PIT T6r'-' APPROR,3MM .,ELEVATION: 248 FEET a 0 - 0.5 FOREST DUFF 0.5 - 2.5 ' SM DARK BROWN SILTY FINE SAND WITH ORGANIC MATTER AND ' - OCCASIONAL GRAVEL, ROOTS AND WOOD (LOOSE, MOIST) 2.5 - 5.0 ••.1,4* ig �MOML . - .ZItERLAYERED MOTTLED BROWN AND CRAY FINE TO MEDIUM rai 0 SAND AND LIGHT BROWN SILT (MEDIUM DENSE AND '"E STIFF, MOIST) 5..014"09.5 ML _ -,,, 444iSH+BROWN SILT (HAKDy•MOIST)• • TEST PIT COMPLETED AT4:5 FIST ON 5/19/87 NO GROUND WATER SEEPACE OBSERVED' _ .� 41.11 tipISTUR AK D;. BED- SPLES OBTAINEAT 4.0 AND 7.0 FEET "41 FRACTION ! 4.7H +N •C• TEST PIT"1T.. �_. ... • : VF -,, �_. _.__" ._AP.EROXIMATE ELEVATION;." 259 FEET 0 • 0.5 .'•A7 FOREST DUFF 0.5 - 2.0 SM ''NARK BROVN•SILTY FINE SAND WITH ORGANIC MATTER AND OCCASIONAL GRAVEL, ROOTS AND WOOD (LOOSE, MOIST) 2.0 - 5.5 '"' SP -SM DROWN FINE TO MEDIUM SAND WITH SILT AND OCCASIONAL GRAVEL (LOOSE TO MEDIUM DENSE, MOIST) S.5 • 8.0 ,,, • .SP -SM BROWN FINE SAND WITH SILT (MEDIUM DENSE, MOIST TO WET) 8.0 - 10.0 SM /ML INTERLAYERED BLUE •GRAY SILTY FINE SAND AND SANDY SILT (MEDIUM DENSE AND STIFF, MOIST TO WET) TEST PIT COMPLETED AT 10.0 FEET ON 5/19/87 NO GROUND WATER SEEPAGE OBSERVED DISTURBED SAMPLE OBTAINED AT 7.0 FEET TEST PIT 18 APPROXIMATE ELEVATION: 238 FEET 0 • 1.0 ML DARK BROWN SANDY SILT WITH ORGANIC MATTER'AND -.64o OCCASIONAL GRAVEL AND ROOTS (SOFT, MOIST) 1.0 • 10.0 • ML MOTTLED GRAYISH BROWN SILT WITH SAND (VERY STIFF, •• MOIST) GRADES TO HARD AT 4.0 FEET TEST PIT COMPLETED AT 10.0 FEET ON 5/19/87 NO GROUND WATER SEEPAGE OBSERVED DISTURBED SAMPLE OBTAINED AT 6.0 FEET THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FEET, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FEET. OooinglnMrs Inoorporatd LOG OF TEST PIT FIGURE 3 GE* as -06 0 - 2.0 2.0 - 4.0 4.0 - 10.0 0 - 1.0 1.0'- 3.0 3.0 - 5.0 5.0 - 10.0 ...NG. LOQ OF TEST PIT GROUP BOIL • CLASSIFICATION SYMBOL , DESCRIPTION TEST PIT 19 APPROXIMATE ELEVATION: 214 FEET ML SP -SM ML DARK BROWN SANDY SILT WITII ORGANIC MATTER, OCCASIONAL GRAVEL AND ROOTS (SOFT TO MEDIUM STIFF, MOIST) BROWN FINE SAND WITH SILT AND OCCASIONAL GRAVEL (MEDIUM DENSE, MOIST) GRAYISH BROWN SILT (STIFF TO VERY STIFF, MOIST) GRADES TO HARD AT 6.0 FEET TEST PIT COMPLETED AT 10.0 FEET ON 5/19/87 NO GROUND WATER SEEPAGE OBSERVED DISTURBED SAMPLES OBTAINED AT 1.0 AND 7.0 FEET TEST PIT 20 APPROXIMATE ELEVATION: 210 FEET ML DARK BROWN SANDY SILT WITH ORGANIC MATTER, OCCASIONAL GRAVEL AND ROOTS (SOFT, MOIST) SM /ML INTERLAYERED BROWN SANDY SILT AND SILTY FINE SAND (SOFT TO MEDIUM STIFF AND. LOOSE, MOISTX SM BROWN SILTY FINE SAND WITH SILT LENSES (MEDIUM DENSE, MOIST) NL BROWNISH CRAY SILT (STIFF TO VERY STIFF, MOIST) GRADES TO HARD AT 6.0 FEET TEST PIT COMPLETED AT 10.0 FEET ON 5/19/87 NO GROUND WATER SEEPAGE OBSERVED DISTURBED SAMPLES OBTAINED AT 2.0 AND 8.0 FEET TEST PIT 21 APPROXIMATE ELEVATION: 225 FEET 0 - 0.5 FOREST DUFF 0.5 - 1.5 ML DARK BROWN SANDY SILT WITH ORGANIC MATTER AND OCCASIONAL GRAVEL (SOFT, MOIST) SP -SM• BROWN FINE TO MEDIUM SAND WITH SILT AND OCCASIONAL GRAVEL (LOOSE TO MEDIUM DENSE, MOIST TO,WET) ML MOTTLED BROWN AND CRAY SILT AND SANDY SILT WITH OCCASIONAL LAYERS OF SILTY FINE SAND (MEDIUM STIFF TO STIFF, MOIST) GRADES TO VERY STIFF AT 7.0 FEET TEST PIT COMPLETED AT 10.5 FEET ON 5/19/87 MODERATE GROUND WATER SEEPAGE OBSERVED AT 4.0 FEET SLIGHT CAVING FROM 4.0 TO 7.0 FEET 1.5 - 4.0 4.0 - 10.5 DISTURBED SAMPLES OBTAINED AT 1.0 AND 6.0 FEET Incorporated LOG OF TEST PIT FIGURE 4 OeoEnglneers Incorporated 12061 746.52( 2405. 140th'r Bellevue, WA March 30, 1987 TColorado Corporation e- Barghausen Consulting Engineers, Inc. 5 South 190th, Suite 102 t, Washington 98032 ention: Mr. Dana B. Mower tlemen: Consulting Geotechnicai Engineers and Geologists Amended Report Geotechnical Engineering Services Silver View Estates Plat Tukwila, Washington File No. 1103 -01 INTRODUCTION -` This report presents the results of our geotechnical engineering s'4vices for the Silver View Estates plat in Tukwila, Washington. The pv ject site is located west of 54th Avenue, as shown in the Site Plan, Fure 11.. The scope of our services is described in our proposal dated Ja4,uaryy4•:1; 1987. Authorization for our services was provided verbally by Mra Dana Mower of Barghausen Consulting Engineers, Inc. on January 14, 1987. T!Hs amended report supersedes our report dated January 28, 1987. Portions of the report have been revised to more narrowly define the specific recommendations for construction of this project, based on discussions with the City of Tukwila and a subsequent letter by Ms. Moira Bradshaw, Associate Planner, City of Tukwila. Responses to certain portions of that letter are presented in the Appendix to this report. The configuration and location of the proposed plat is shown on the drawing entitled "Preliminary Plat of Silver View Estates ", which you provided us. The property is surrounded on three sides by existing `tPsi - dences and is presently undeveloped. Proposed grades for the access roadways to the plat indicate cuts of up to 7 -1/2. feet: ""Site, grading for AMENDED REPORT GEOTECHNICAL ENGINEERING SERVICES SILVER VIEW ESTATES PLAT.. TUKWILA, WASHINGTON FOR THB COLORADO CORPORATION THB Colorado Corporation March 30, 1987 Page 3 The site is covered with dense brush and thick stands of deciduous trees. There are a few small groups of evergreen trees. Four small areas of shallow (0.5 to 1.0 feet) standing water were observed in the extreme western portion of the site. These are indicated in Figure 1. FIELD EXPLORATIONS Subsurface conditions within the plat were explored by excavating 15 test pits at the locations shown in Figure 1. Test pit Locations were determined by pacing from existing features or sighting to nearby houses. Elevations at the test pits were determined by interpolation from a topo- graphic map prepared by Barghausen Consulting Engineers, Inc. Locations and elevations should be considered accurate only to the degree implied by the methods used. Test pits were excavated using a rubber -tired backhoe. Dozer assistance was required to access several test pit locations due to soft forest duff and surficial soils. These test pits were continuously logged in the field by an engineering geologist from our firm who identified the various soil strata encountered, obtained representative samples from the Lest pits, observed ground water seepage conditions, and maintained a detailed log of each test pit. The soils were visually classified in general accordance with the system described in Figure 2. Logs of the test pits are presented in Figures 3 through 6. Samples from the test pits were examined in our laboratory to confirm field classifications. Moisture contents were measured on samples from the test pits to evaluate the general workability of the soils in their existing state. Results of these tests are presented in Figure 7. SUBSURFACE CONDITIONS The site is mantled with a layer of forest duff having a thickness ranging from 1/2 to 2 feet. In Test Pits 8 and 13, 3 to 4 feet of silty sand fill was encountered below the ground surface. The fill is loose and wet and includes pieces of wood and rubble. These areas of fill appear to be localized and are estimated to be less then 50t) cubic yards in volume. Onoinglneers Incornerat d THB Colorado Corporation March 30, 1987 Page 2 individual lots will be dependent on specific house designs. A total of 18 lots are included in the plat. Fifty - fourth Avenue will be widened to the west during development. SCOPE The purpose of our services is to develop general geotechnical design criteria for site development. Separate studies may be appropriate for individual residences, depending upon the specific design requirements of each structure. Specifically, the scope of our services includes: 1. Exploring subsurface soil and ground water conditions by exca- vating a series of test pits with a backhoe provided by Barghausen Engineers. 2. Performing a limited laboratory test program to identify the general suitability for use of on -site soils in earthwork required in plat development. 3. Providing recommendations for earthwork criteria including stripping requirements, temporary and permanent cut and fill slopes, and compaction criteria. 4. Providing general recommendations with respect to the design of foundations for individual family residences. 5. Presenting our findings in a written report. SITE CONDITIONS SURFACE CONDITIONS The ground surface in the extreme western portion of the site is nearly level. The remainder of the site slopes moderately downward toward 54th Avenue. Cut slopes averaging approximately 5 feet in height exist along the west side of 54th Avenue. We observed no indications of deep- seated sliding within the plat. Several leaning deciduous trees in the eastern portion of the site are indicative of shallow soil creep in the forest duff and weathered soil strata to a depth of about 3 feet. THB Colorado Corporation March 30, 1987 Page 5 near - surface seepage in some areas. These should be installed on an as- needed basis during construction. Decisions on where and to what extent such drainage may be needed should be based on field conditions. Building, driveway and access road areas should be cleared of vegeta- tion and stripped of forest duff or disturbed silty soils. We expect that the depth of stripping will generally be about 12 to 18 inches in all but the wettest periods of the year. A greater depth of stripping should be expected during wet periods since it is probable that disturbance of the subgrade soils will be experienced. The stripped material may be reused in planting areas. We recommend that the existing fill in the vicinity of Test Pits 8 and 13 be removed prior to placing any new fill. We recommend that the native soils exposed by stripping within building, driveway and access road areas be proofrolled with a loaded truck or compacted with heavy equipment. The proofrolling should prepare the surface and aid in detecting any soft areas which may require further excavation before fill placement. During wet weather, proofrolling and compaction of native soils will not be feasible and identification of any zones of soft soils which may have to be removed or repaired should be done by probing. Therefore, site work should generally not be attempted from the late fall through spring seasons. We recommend that structural fill required on roadways or in building areas consist of clean pit run sand and gravel compacted to at least 95 per- cent of the maximum dry density determined by the ASTM D -1557 test method. The fill should not contain material in excess of 6 inches in size or deleterious materials such as debris, wood or organic matter. Fill material should contain less than 5 percent fines (material passing No. 200 sieve) by weight relative to the fraction finer than the 3/4 -inch sieve for use during placement in wet weather. Soils with a higher percentage of fines (generally not exceeding 10 to 12 percent) may be allowed for placement during periods of dry weather, providing that the moisture content can be controlled to achieve the required compaction. Structural fill should be THB Colorado Corporation March 30, 1987 Page 4 In the upper portion of the site, represented by Test Pits 2 through 8, the forest duff and fill overlies a 1 -1/2- to 5- foot -thick unit of loose and wet silty sand. This unit is underlain by medium dense silty sand with variable amounts of gravel (recessional outwash). In the lower portion of the site, the forest duff is generally under- lain by a loose and soft silty sand and sandy silt unit which ranges in thickness from 1/2 to 2 -1/2 feet. This unit is generally wet. Dense glacially consolidated soils consisting of silty sand with gravel and sandy silt underlie the loose surficial soils and the fill in Test Pit 13. These soils were encountered at depths ranging from 1 -1/2 to 4 feet at the test pit locations. Ground water seepage was observed in several of the test pits within a few feet of the surface. This seepage most likely represents water perched on top of the glacially consolidated soils or impervious soil layers within the outwash. CONCLUSIONS AND RECOPO1ENDATIONS GENERAL In our opinion, the site is suitable for construction of residences provided appropriate construction measures, as indicated herein are imple- mented for earthwork, drainage and foundation support. We expect that conventional construction procedures will be appropriate for dealing with these factors. Geotechnical engineering consultation with respect to the design of individual residences is recommended. Additional explorations and analyses may be appropriate for specific designs. SITE PREPARATION AND EARTHWORK We recommend that site preparation and earthwork be accomplished during prolonged (two weeks or more) periods of dry weather as the on -site soils are sensitive to moisture and will become very difficult to work with during wet weather. We recommend that site grading activities be scheduled for the normally drier summer and early fall seasons (June through October). The initial phase of rile preparation should include installation of temporary ditches to remove ponded water. French drains may also be needed to collect tieoEngln•ers Incorporated TUB Colorado Corporation March 30, 1987 Page 7 FOUNDATION SUPPORT We recommend that spread footings be founded in the medium dense sand or dense to hard glacially consolidated soils or on compacted structural fill placed as recommended above. We recommend a minimum width of 16 inches for continuous wall footings. Isolated spread footings should be at least 18 inches square. The minimum depth of embedment for all footings should be 18 inches. For foundations designed and constructed as recommended, an allowable bearing pressure of 2000 pounds per square foot may be used. This value applies to the total of dead and long -term live loads exclusive of the weight of the footing and any overlying backfill. This value may be increased by one -third when considering wind or seismic loads. We estimate that footing settlements will be less than 1/2 inch. We anticipate that the exposed bearing surfaces in excavations will become softened or disturbed if not carefully protected from exposure to moisture and construction activities. Therefore, we recommend that these excavations be made during periods of dry weather. If the bearing soils become softened, the disturbed soils should be excavated and replaced with structural fill compacted to at least 95 percent of the maximum dry density as determined by ASTM D -1557. FLOOR SLAB SUPPORT The sand and silt soils will provide satisfactory support for on -grade slabs if they are not disturbed by construction activities. Disturbed areas should be repaired in the same manner as recommended for footing excava- tions. Slabs may also be supported on structural fill placed and compacted to 95 percent of maximum dry density. We recommend that a base course layer of imported clean granular fill or clean crushed rock at least 4 inches thick be placed to form a capillary break beneath the slab. A positive hydraulic connection should be provided on the downhill side of the resi- dences between the base course layer and the footing drain system recom- mended in a subsequent section. A vapor barrier should also be installed to minimize the potential for migration of moisture through on -grade slab'. ioInginNrs Ins f.d THB Colorado Corporation March 30, 1987 Page 6 placed in loose lifts not exceeding 10 inches in thickness. Each lift should be conditioned to the proper moisture content and compacted to the specified density using vibratory equipment. The on -site soils contain a high percentage of fines and are signifi- cantly above the optimum moisture content for compaction. We recommend that on -site soils not be used as structural fill unless the moisture content can be controlled to obtain 95 percent compaction. SLOPES We recommend that the sides of any temporary excavations other than shallow drainage ditches be sloped no steeper than 1 -1/2:1 (horizontal to vertical). Permanent cut slopes and slopes in structural fill should be made at 2:1 maximum and should be planted or hydroseeded within 72 hours to minimize erosion. Rockeries may be used in place of cut slopes where the cuts are made principally into the till soils. We recommend that rockeries be limited to 4 feet in height. Where greater height is required, stepped rockeries can be installed, providing that the toe of each stage of rockery lies behind (upslope) of a line drawn at 45 degrees above the horizontal through the toe of the lower stage of rockery. If rockeries are installed, graded back - filling and use of filter fabric may be necessary to prevent loss of soil due to seepage. MIONITORING A representative from GeoEngineers, Inc. should monitor site pre- paration and earthwork operations on a sufficiently frequent basis to observe the progress of the work, perform representative in -place density tests and evaluate if the recommended compaction and other construction criteria are being achieved. THB Colorado Corporation March 30, 1987 Page 9 Based on our observations, it is our opinion that the overall slope in the immediate vicinity of the site is stable. Construction of residences may result in a temporary increase in erosion until vegetation is reestab- lished. Some localized sloughing may also be encountered in temporary cuts, particularly if seepage zones are encountered. However, the installation of French drains and immediate hydroseeding will minimize sloughing and erosion. USE OF THIS REPORT We have prepared this report for use by Barghausen Consulting Engineers, Inc. and the THB Colorado Corporation with principal emphasis on overall site grading, drainage and roadway requirements. While we have presented general guidelines for design of foundations, floor slab support and related drainage for residential structures, actual design of specific structures will be by others. As such, use of the information in this report by others for design without supplemental consultation by GeoEngineers, shall be at the sole risk and liability of the designer, builder and /or his client. The data and report should be provided to prospective contractors for their bidding or estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. When the plat layout, grading plan and roadway design has been finalized, we should be retained to review the drawings and specifications to see that our recommendations have been interpreted and implemented as intended and to provide recommendations should modifications be appropriate. The scope of our services does not include services related to con- struction safety precautions and our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. There are possible variations in subsurface conditions between the explorations and also with time. A contingency for unanticipated conditions should be included in thu budget and schedulc. Sufficient monitoring, ,ncor�f d THB Colorado Corporation March 30, 1987 Page 8 DRAINAGE We recommend that surface runoff be directed to a storm drainage system. Concentrated runoff should be prevented from flowing down slopes below residences or driveways. This should be accomplished by providing a system of curbs, gutters and catch basins. Roof, pavement and foundation drains should be connected to a tightline disposal system. Roof and founda- tion drains should not be combined around structures. The footing drain system should consist of perforated drains installed at the outside base of the perimeter footings. These drains should consist of slotted PVC pipe surrounded by 6 inches of pea gravel wrapped in filter fabric and connected by a tightline system sloped to drain to an appropriate disposal point. A permanent subsurface drainage system may also be appropriate around the periphery of cut areas. The extent and location of these drains can best be established during construction with the assistance of GeoEngineers' representative. These drains should be constructed in the same manner as the footing drains. PAVEMENTS Pavement subgrade areas should be prepared as described under SITE PREPARATION. The pavement subgrade soil should be compacted such that this upper 1 foot of soil attains at least 95 percent of the maximum dry density. Access roads and paved areas should be underlain by at least 6 inches of clean sand and gravel or crushed rock fill. For the expected light vehicular traffic, we recommend an asphalt concrete paving thickness of 2 inches. SLOPE STABILITY Landslides have occurred in the slope north of Slade Way where unfavor- able conditions such as steep slopes and seepage occur. Those movements have not affected this site. We did not identify any significant signs of instability on the project site. The limited area of shallow, surficial creep noted on the eastern part of the site ls not considered significant as IL can be controlled by site grading and drainage improvements. GeoEngineers Incorporated THB Colorado Corporation March 30, 1987 Page. 10 testing and consultation by our firm should be provided during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anti- cipated, and to evaluate whether or not earthwork and foundation installa- tion activities comply with contract plans and specifications. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time the report was prepared. No other conditions, express or implied, should be understood. 0 0 0 - The conclusions and recommendations in this report should be applied in their entirety. If there are any questions concerning this report or if we can provide additional services, please call. 1 'i CJ WASII%H\ • ' i\ ■ i r F r tISTENF /Cif 4tSSit'NAL EN /,': HRP:JKT:wd Attachments. Three copies submitted cc: City of Tukwila (2) 6200 Southcenter Blvd. Tukwila, WA 98188, Attn: Ms. Moira Bradshaw Yours very truly, GeoEngineers, Inc. 1 ./1 � rt :►-t �•. &k1 rc,�o� r— He bert R. Pschunder Pro ect Engineer L 424- I- ri net pal . Tuttle G oEnginNrs Incorporated GE! 68 -85 DEPTH BELOW GROUP SOIL GROUND SURFACE CLASSIFICATION (FEET) SYMBOL LOG OF TEST PIT DESCRIPTION TEST PIT 1 APPROXIMATE ELEVATION: 265 FEET 0 - 1.0 FOREST DUFF 1.0 - 2.0 ML MOTTLED BROWN AND CRAY SANDY SILT WITH GRAVEL (SOFT TO MEDIUM STIFF, WET) 2.0 - 6.0 SM BROWNISH GRAY SILTY FINE SAND WITH GRAVEL (MEDIUM DENSE TO DENSE, MOIST)(GLACIAL TILL) TEST PIT COMPLETED AT 6.0 FEET ON 1/20/87 GROUND WATER SEEPAGE OBSERVED AT 1.0 AND 2.0 FEET DISTURBED SAMPLES OBTAINED AT 1.5 AND 4.0 FEET TEST PIT 2 APPROXIMATE ELEVATION: 282 FEET 0 - 1.0 FOREST DUFF 1.0 - 3.0 SM MOTTLED BROWN AND GRAY SILTY FINE SAND WITH GRAVEL (LOOSE, WET) 3.0 - 7.0 SM CRAY SILTY FINE SAND WITH GRAVEL (MEDIUM DENSE, MOIST) TEST PIT COMPLETED AT 7.0 FEET ON 1/20/87 GROUND WATER SEEPAGE OBSERVED AT 1.0 AND 3.0 FEET 0 - 1.0 1.0 - 3,0 3.0 - 6.0 0 - 1.0 1.0 - 5.5 5.5 - 8.0 TEST PIT 3 APPROXIMATE ELEVATION: 290 FEET FOREST DUFF MOTTLED BROWNISH GRAY SILTY FINE SAND WITH GRAVEL (LOOSE, WET) BROWN SILTY FINE SAND WITH OCCASIONAL GRAVEL (MEDIUM DENSE, WET) TEST PIT COMPLETED AT 6.0 FEET ON 1/20/87 GROUND WATER SEEPAGE OBSERVED FROM SURFACE TO 3.5 FEET DISTURBED SAMPLED OBTAINED AT 4.0 FEET SM SM SM SM TEST PIT 4 APPROXIMATE ELEVATION: 290 FEET FOREST DUFF MOTTLED BROWN AND CRAY SILTY FINE SAND (LOOSE TO MEDIUM DENSE, MOIST TO WET) BROWNISH GRAY SILTY FINE SAND (MEDIUM DENSE, MOIST) TEST PIT COMPLETED AT 8.0 FEET ON 1/20/87 GROUND WATER SEEPAGE OBSERVED AT 3.0 FEET DISTURBED SAMPLE OBTAINED AT 6.0 FEET THE ELEVATIONS AND DEPTHS ON THE TEST PIT LOOS, ALTHOUGH SHOWN TO 0.1 FEET, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FEET. GooEnylnNrs Incorporated LOG OF TEST PIT FIGURE 3 SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME COARSE GRAINED SOILS MORE THAN 60% RETAINED ON NO. 200 SIEVE GRAVEL MORE THAN 60% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE CLEAN GRAVEL OW WELL - GRADED GRAVEL, FINE TO COARSE GRAVEL GP POORLY - GRADED GRAVEL GRAVEL WITH FINES GM SILTY GRAVEL GC CLAYEY GRAVEL SAND MORE THAN 60% OF COARSE FRACTION PASSES NO. 4 SIEVE CLEAN SAND SW WELL - GRADED SANG, FINE TO COARSE SANG SP POORLY - GRADED SAND SAND WITH FINES SM SILTY SAND SC CLAYEY SAND FINE GRAINED SOILS MORE THAN 60% PASSES NO, 200 SIEVE SILT AND CLAY LIQUID LIMIT LESS THAN 60 INORGANIC ML SILT CL CLAY ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY LIOUID LIMIT 50 OR MORE INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FAT CLAY ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: 1. Field classification Is based on visual examination of soil In general accordance with ASTM 02488 -83. 2. Soil classification using laboratory tests Is based on ASTM D2487 -83. 3. Descriptions of soil density or consistency are based on interpretation of blowcount data, visual appearance of soils, and /or test data. SOIL MOISTURE MODIFIERS: Dry - Absence of moisture, dusty, dry to the touch Moist - Damp, but no visible water Wet - Visible free water or saturated, usually soil is obtained from below water table __ iii � G.oEnglnaors In oorporatofd SOIL CLASSIFICATION SYSTEM FIGURE 2 GEI 68 -85 DEPTH BELOW GROUND SURFACE (FEET) GROUP SOIL CLASSIFICATION SYMBOL LOG OF TEST PIT DESCRIPTION TEST PIT 9 APPROXIMATE ELEVATION: 238 FEET 0 - 2.0 FOREST DUFF 2.0 - 3.0 SM MOTTLED BROWN AND GRAY SILTY FINE SAND WITH GRAVEL (LOOSE, WET) 3.0 - 7.0 ML LIGHT BROWN SILT WITH SAND (HARD, MOIST) TEST PIT COMPLETED AT 7.0 FEET ON 1/20/87 GROUND WATER SEEPAGE OBSERVED FROM SURFACE TO 3.0 FEET DISTURBED SAMPLE OBTAINED AT 6.5 FEET TEST PIT 10 APPROXIMATE ELEVATION: 238 FEET 0 - 1.0 FOREST DUFF 1.0 - 1.5 SM MOTTLED BROWN AND GRAY SILTY FINE SAND WITH GRAVEL (LOOSE, MOIST TO WET) 1.5 - 4.5 ML TAN SILT WITH SAND (HARD, MOIST) TEST PIT COMPLETED AT 4.5 FEET ON 1/20/87 NO GROUND WATER SEEPAGE OBSERVED TEST PIT 11 APPROXIMATE ELEVATION: 234 FEET 0 - 1.5 FOREST DUFF 1.5 - 4.0 SM LIGHT BROWN SILTY FINE. SAND WITH GRAVEL (LOOSE, MOIST) 4.0 - 7.0 SM BROWNISH CRAY SILTY FINE SAND WITH GRAVEL (DENSE, MOIST) (GLACIAL TILL) TEST PIT COMPLETED AT 7.0 FEET Or 1/20/87 NO GROUND WATER SEEPAGE OBSERVE[ TEST PIT 12 APPROXIMATE ELEVATION: 255 FEET 0 - 1.0 FOREST DUFF 1.0 - 3.0 SM MOTTLED BROWN AND GRAY SILTY FINE SAND WITH GRAVEL (LOOSE, MOIST) 3.0 - 6.0 ML TAN SILT WITH SAND (HARD, MOIST) TEST PIT COMPLETED AT 6.0 FEET ON 1/20/87 NO GROUND WATER SEEPAGE OBSERVED GeoEnglneers Incorporated LOG OF. TEST PIT FIGURE 5 ■ ■ ✓ ■ ■ DEPTH BELOW GROUND SURFACE (FEET) GROUP SOIL CLASSIFICATION SYMBOL LOG OF TEST PIT DESCRIPTION riaas■wwr TEST PIT 5 APPROXIMATE ELEVATION: 286 FEET 0 - 2.0 FOREST DUFF 2.0 - 5.0 SP -SM BROWN FINE SAND WITH SILT (LOOSE, MOIST TO WET) 5.0 - 7.0 SP BROWN FINE SAND WITH OCCASIONAL GRAVEL (MEDIUM DENSE, MOIST) TEST PIT COMPLETED AT 7.0 FEET ON 1/20/87 GROUND WATER SEEPAGE OBSERVED FROM SURFACE TO 3.0 FEET DISTURBED SAMPLES OBTAINED AT 3.0 AND 6.0 FEET TEST PIT 6 APPROXIMATE ELEVATION: 283 FEET 0 - 0.5 FOREST DUFF 0.5 - 2.0 SM MOTTLED BROWN AND CRAY SILTY FINE SAND WITH GRAVEL (LOOSE, MOIST) 2.0 - 4.0 SM GRAYISH BROWN SILTY FINE SAND WITH GRAVEL (MEDIUM DENSE , MOIST) TEST PIT COMPLETED AT 4.0 FEET ON 1/20/87 NO GROUND WATER SEEPAGE OBSERVED DISTURBED SAMPLE OBTAINED AT 3.0 FEET TEST PIT 7 APPROXIMATE ELEVATION: 272 FEET 0 2.0 FOREST DUFF 2.0 - 4.0 SM MOTTLED BROWN AND CRAY SILTY FINE SAND WITH OCCASIONAL GRAVEL (LOOSE, MOIST) 4.0 - 6.0 SM MOTTLED BROWN AND CRAY SILTY FINE SAND WITH OCCASIONAL GRAVEL (MEDIUM DENSE, MOIST) TEST PIT COMPLETED AT 6.0 FEET ON 1/20/87 NO GROUND WATER SEEPAGE OBSERVED TEST PIT 8 APPROXIMATE ELEVATION: 260 FEET 0 - 4.0 SM BROWN SILTY FINE SAND WITH ROOTS, ROCKS AND DEBRIS (LOOSE, WET)(FILL) 4.0 - 5.5 SM MOTTLED LIGHT BROWN AND GRAY SILTY FINE SAND WITH GRAVEL (LOOSE, WET) 5.5 - 7.0 SM LICHT BROWN SILTY FINE SAND (MEDIUM DENSE, MOIST) TEST PIT COMPLETED AT 7.0 FEET ON 1/20/87 SLIGHT GROUND WATER SEEPAGE OBSERVED AT 4.0 FEET OooEngln .rs Incorporated LOG OF. TEST PIT FIGURE 4 cc ■ Test Pit 3 FIELD MOISTURE CONTENT DATA 'Sample Depth (Feet)' 1.5 4.0 4.0 6.0 3.0 6.0 3.0 6.5 Soil.Type SM SM SP -SM SP -SM SP', SP SM ML' Moisture Content (Percent) 23.1 19.1 27.4 31.5 -19.7 20. 7 15.6 .25.2 GeoEngineers Incorporated FIELD MOISTURE CONTENT DATA FIGURE 7 The test pits excavated along the eastern boundary of the site revealed competent subgrade at a depth of 3 feet. Since survey data provided us indicates that widening of the roadway to the west is possible, we conclude that suitable support for new pavement can be readily achieved. The question about stability of the embankment on the east side of 54th Avenue South appears to be totally unrelated to this property and, as such, not the responsibility of our client. 3. The standing water noted at the time of our explorations is a temporary condition which can be readily remedied during general site grading. The installation of other drainage, as noted in our report, will further aid in collecting runoff to avoid ponding. 4. The glacial till encountered in the test pits represents a cap over strata of hard silts and clays and dense advance granular outwash soils. We have completed extensive explorations a short distance to the north which, together with other available information (e.g., WSDOT soil borings for 1 -5), indicates that the site is underlain by compe- tent soils. 5. See report for discussion of existing fill location. The Preliminary Plat drawing shows that up to about 3 feet of fill will be placed along the east side of 53rd Avenue Court. Structural fill which may be required on individual lots cannot be determined at this time. 6. Conventional construction procedures are appropriate for this project, in our opinion. Conventional inspection procedures may not be, however. We have recommended that our firm be involved in con- struction monitoring to determine if work is being accomplished in accordance with the intent of our recommendations. This will be in support of your inspector's role. If other geotechnical consultants are involved on specific building sites, the same arrangement will be appropriate. 7. See amended text. The remaining unnumbered items are being addressed directly by Mr. Dana Mower of Barghausen Consulting Engineers. A - 2 O oIngIneers The test pits excavated along the eastern boundary of the site revealed competent subgrade at a depth of 3 feet. Since survey data provided us indicates that widening of the roadway to the west is possible, we conclude that suitable support for new pavement can be readily achieved. The question about stability of the embankment on the east side of 54th Avenue South appears to be totally unrelated to this property and, as such, not the responsibility of our client. 3. The standing water noted at the time of our explorations is a temporary condition which can be readily remedied during general site grading. The installation of other drainage, as noted in our report, will further aid in collecting runoff to avoid ponding. 4. The glacial till encountered in the test pits represents a cap over strata of hard silts and clays and dense advance granular outwash soils. We have completed extensive explorations a short distance to the north which, together with other available information (e.g., WSDOT soil borings for 1 -5), indicates that the site is underlain by compe- tent soils. 5. See report for discussion of existing fill location. The Preliminary Plat drawing shows that up to about 3 feet of fill will be placed along the east side of 53rd Avenue Court. Structural fill which may be required on individual lots cannot be determined at this time. 6. Conventional construction procedures are appropriate for this project, in our opinion. Conventional inspection procedures may not be, however. We have recommended that our firm be involved in con- struction monitoring to determine if work is being accomplished in accordance with the intent of our recommendations. This will be in support of your inspector's role. If other geotechnical consultants are involved on specific building sites, the same arrangement will be appropriate. 7. See amended text. The remaining unnumbered items are being addressed directly by Mr. Dana Mower of Barghausen Consulting Engineers. A - 2 111��poron lid .Test.Pit 1 5 5• 9 FIELD MOISTURE•CONTENT DATA Sample Depth (Feet) 1.5 4.0 4.0 6.0 3.0 6.0 3.0 6.5 Moisture Content Soil. Type (Percent) SM SM SP -SM SP -SM SP' SP SM ML° 23.1 19.1 27.4 31.5 19.7 20.7 15.6 25.2 rb GeoEngineers Incorporated FIELD MOISTURE CONTENT DATA FIGURE 7 L.A.) Cs I -CL.c0 T C>,) vv 14/1(., ?LVT P N �, \-10-u-) L. p\e Ck;.s~S c .c_.c cus c-u TS . (j To "` J 5' , l \\) KM Sib kA,N/ U ft ti iJ 1'L =� y1 ��tvT S t-� o x`7z�:rY1 b "T '1F(1.0\t 0 a T D s€ T st F C= c.)+. v �. L C l-rl p n ov T TC u S T v 3t2 ,P ( s 6 , l:-.4)11 - % P 0 1N• rat Y1 U. - • E.Thk s noo �� sTi\ T s f Th S A I N l�. ID" STbP s3P. -z , J • C.. C.41., 5 S L AC(L. 51.4 b tC P L.1) .?-n1rn ►0s (;.-. �� fir- re) Oil N to • t it�� GZ��t C4-1\.s . s 1-1\(-Y‘ 1 -1-v P . T l V , 1 "T `t iP -fit `) ` 1 D! T -i f Tt_3L.LTL T-t Ills 't V ? CA. STD. 1 FLti,•`•I`F p is 7 C. . C <.1,k % cr-c-(T" - 5 t to w L T Cr( / 570 L.k") c Pik ,(;) `,i T•-1 1, (_ 3 L'CTI O�v -quo e --534:RNA-6;CZ C PA ( tsi,, uL.) I.7) . N DT P a FLA_ • C. 1T Q.Lc; I. g.4,J %9P' ,Qt. 1°0 , A \ 1,(1.17. -k- to `.--STRVAT L� r C� lz-, C� ?� f7 �► I T / U L 6-1 T STO-S -- ' � L ri\ IN %J TWO l 'w iii LET L( (1-1 -ffi N 0.0 r) Pe' - n 12' moNis c I N Pc 7 L N' T s ti.. c -- C ) 7 s g:12. 'I"' I) L C_L,.t� h 1 Pi c:.. �: i s 11-) L l '1" i LYLS t —1 2c7) )(-471 NCc- Ss. Lo T • L L /3 L� T I A, - &J./111,0 PG fr BARGHAUSEN CONSULTING ENGINEERS, INC. "Land Planning, Survey, and Design Specialists" May 26, 1987 Mr. Duane Griffin Building Official City of Tukwila 6200 Southcenter Blvd. Tukwila, WA 98188 Re: Silver View Our Job No. 2262 Dear Duane: MAY 28 1981 CITY OF TUKWILA PLANNING DEPT. I am enclosing one Grading /Fill /Excavation Permit Application, as well as one Utility Permit Application as applicable to the above referenced project. We have been in contact with Ms. Moira Bradshaw, of the Planning Depart- ment, and have resolved the remaining minor development issues for this project and anticipate completing the Preliminary Plat Hearing on Thursday, May 28, 1987. We have reviewed the staff report as completed by Moira, which is very favorable to this site. I am enclosing six copies of the final Road, Storm Drainage, Water, Sewer, Temporary Erosion Control and Grading Plans for your review. Please process the documents as quickly as possible as we wish to begin construction on this project in June of this year. We understand that the preliminary plat will be approved on or around June 15, 1987. Therefore, it is critical that the Public Works and Building Department begin to complete the Engineering Drawing Review as quickly as possible. Please notify our office once you have completed your review of the project, and we will modify the plans and return the drawings to your office for final review and approval. 6625 South 190th, #102 • Kent, Washington 98032 • (206) 872 -5522 Mr. Duane Griffin Building Official City of Tukwila -2- May 26, 1987 If you have any further questions with regard to the enclosed plans and applications, please do not hesitate to call. Respectfully, Dana B. Mower, P.E. Vice President DBM /lc C244.59 enc: (6) Copies Road Plans (6) Copies Storm Drainage Plans (6) Copies Water Plans (6) Copies Sewer Plans (6) Copies Temporary Erosion Control Plans (6) Copies Grading Plans (6) Copies of Tree Retention Plan (6) Copies of Landscape Plan (1) Grading /Fill /Excavation Permit Application (1) Utility Permit Application lit 4It EPIC: 354 -86 Silverview Plat MITIGATING MEASURES Storm Drainage 1. The applicant shall limit discharge to the Washington State Department of Transportation drainage system in accordance with WASHDOT and City of Tukwila requirements. Written approval from WASHDOT shall be required prior to issuance of any utility permits. 2. Recommendations of the soils report regarding storm drainage from individual building sites shall be followed. 3. A representative of GeoEngineers shall determine necessity of permanent subsurface drainage around cut areas during monitoring phase, and shall include conclusions in final inspection report to the City. Soils 4. Additional test pits and recommendations shall be conducted by the soils engineer in proposed 53rd P}ace South djacent to Lots 1 2,J3 ^, 20, 21 and 22. - a,b� %f'LtP l KO- � ';- j .- UR�ib7-1 r57 a/fr 5. "A geotechnical engineer's report may be required for individual building permits issued in the plat. At the time of submittal for a building permit on each lot, a letter of opinion shall be submitted from a soils engineer indicating whether or not the proposed construction will require any special foundation construction requirements or procedures, or if any specific on- site testing is required based on the configuration of the house and the orientation within the lots. If the soils engineer determines that the recommendations included within the reports on file in the City of Tukwila for the Silverview project are adequate to address specific building foun- dation requirements for the individual lot, then the letter shall so state and another soils report or field investigation will not be required. If unusual conditions or concerns are identified by the soils engineer, then a supplemental report addressing that specific lot may be required prior to the issuance of a building permit. This condition shall become a note on the plat." 6. All roads, utilities and related plat improvements shall be limited to June through October construction unless otherwise approved by the Plan- ning Department, and shall follow the recommendations of the soils report: a) ditches shall be installed to remove ponded water, and b) French drains will be installed to collect near-surface seepage in necessary areas as determined by soils engineer reviewing field conditions during construction. 7. Preparation and construction of buildings, driveways and roads shall follow recommendations of soils report: a) vegetation forest duff, existing fill and disturbed silty soils shall be removed from above areas (approximately 12 -18 inches depending on wetness of soils); b) all areas shall be ade- quately proof rolled; c) structural fill, composition, compaction, and placement shall comply with recommendations of soils reports; d) on -site soils shall only be used for structural fill when moisture content can be controlled to obtain suitable compaction; and e) roadway section shall be constructed per Tukwila Public Works standards. • M Slopes 8. Rockeries shall not exceed four feet in height. Structurally designed retaining walls shall be used in till soils where retention will exceed four feet. 9. Rockery installation shall be supervised and signed off by soils engineer. __10.'A:. qualified soils engineer shall monitor site preparation and earthwork 'operation in accordance with the recommendations of the soils report, and provide City with a report stating that work was done in accordance with the March 30,'1987 soils report. Access 11. The applicant shall construct the curbs /gutters /sidewalk and associated storm drains and utility relocations for Slade Way adjacent to the plat. 12. The applicant shall agree to participate in intersection improvements at Klickitat at 51st Avenue South at time of Valley View Estates construction for percentage of project daily vehicle trips. 13. The applicant shall not protest the formation and shall commit to the construction of future L.I.D. for street improvements, including roadway, utility undergrounding, street lighting, and additional storm drainage improvements, as proportionately benefitting their development for street improvement project defined in the 1987 T.I.P. as Slade Way. 14. The applicant shall execute a developer's agreement for the construction of curb, gutter and sidewalk along 54th Avenue frontage. 15. A tree removal /detention plan shall be submitted and approved by the Plan- ning Department prior to issuance of any permit. (25 /MB.SILVER) • RECEIVED MY OF TUKWILA JUN9 1987 REPORT SUPPLEMENTAL GEOTECHNICAL ENGINEERING SERVICES SILVERVIEW PLAT TUKWILA, WASHINGTON FOR THB COLORADO CORPORATION • 44A, GeoEngineers Incorporated (206) 746.5200 Fax. (206) 746.5068 2405 • 140th Ave. N.E. Bellevue, WA 98005 June 1, 1987 THB Colorado Corporation c/o Barghausen Consulting Engineers, Inc. 6625 South 190th, Suite 102 Kent, Washington 98032 Attention: Mr. Tom Barghausen Gentlemen: Report Supplementary Geotechnical Engineering Services Silverview Plat Tukwila, Washington File No. 1103 -02 -1 Consulting Geotechnical Engineers and Geologists INTRODUCTION AND SCOPE This report presents the results of our supplementary geotechnical engineering services for a portion of the proposed Silverview development in Tukwila, Washington. The proposed area to be platted has been extended to include the parcel of land lying between the north edge of the original property explored and Slade Way shown in the Site Plan, Figure 1. Authori- zation for our services was provided verbally by Mr. Tom Barghausen of Barghausen Consulting Engineers, Inc. on May 18, 1987. These services are a continuation of our involvement in the project, which included our report dated January 28 and our amended report dated March 30, 1987. The additional property will be divided into six lots for a total of 22 lots in the development. The access road to the development, 53rd Place South, will extend southward from Slade Way. Access from 54th Avenue South has been eliminated. The purposes of our services are to explore subsurface conditions within the parcel under option, compare the results with the information developed during our earlier studies and evaluate whether our previous recommendations are appropriate. THB Colorado Corporation June 1, 1987 Page 2 SITE CONDITIONS SURFACE CONDITIONS The ground surface slopes downward from southwest to northeast at an average inclination of 20 percent. Ground surface elevations vary from Elevation 270 at the southwest corner of the parcel to Elevation 200 near the northeast corner. The site is covered with dense brush and thick stands of deciduous trees. A few small drainage swales extending west to east were observed in the south - central portion of the site. These carried a small amount of water at the time of our field visit. Existing residences are located west and east of the parcel. FIELD EXPLORATIONS Subsurface,conditions within the parcel were explored by excavating six test pits at the locations shown in Figure 1. These test pits are numbered 16 through 21 to continue the sequence begun in our earlier studies. Test pit locations were determined by pacing and taping from existing features. Elevations at the test pits were determined by interpolation from a topo- graphic map prepared by Barghausen Consulting Engineers, Inc. Locations and elevations should be considered accurate only to the degree implied by the methods used. Test pits were excavated using a rubber -tired backhoe provided by Barghausen Engineers. These test pits were continuously logged in the field by an engineering geologist from our firm who identified the various soil strata encountered, obtained representative samples from the test pits, observed ground water seepage conditions, and maintained a detailed log of each test pit. The soils were visually classified in general accordance with the system described in Figure 2. Logs of the test pits are presented in Figures 3 and 4. SUBSURFACE CONDITIONS In general, subsurface conditions are similar to those identified in the eastern portion of the original property studied. A forest duff layer having an average thickness of 6 inches mantles the site. The forest duff is generally underlain by a loose and soft silty sand unit which contains d oE�n tIncporaod THB Colorado Corporation June 1, 1987 Page 3 roots and organic matter; the unit ranges in thickness from 1 to 3 feet. Loose to medium dense silty sand interlayered with sandy silt underlies this unit. Very stiff to hard glacially consolidated silt was encountered at depths ranging from 1 to 8 feet in the test pits. Ground ,. water seepage was observed in Test Pit 21 at a depth of G feet. This seepage represents water perched on top of the glacially consolidated soils. We expect that such seepage will be prevalent within the site during the late winter and early spring months. CONCLUSIONS AND RECOMMENDATIONS Based on the results of the additional explorations and comparison with our previous test pits, we conclude that the site may be developed in accordance with the recommendations provided in our amended report dated March 30, 1987. A large landslide occurred in 1960 -61 on property to the north across Slade Way. Information in our files indicates that those past movements may have extended onto the extreme northwest corner of this parcel. However, regrading during reconstruction of Slade Way obliterated evidence of any movements in that area. Our examination of the property during these explorations did not reveal evidence of recent instability. There is a potential for shallow surficial creep at the site. This can be controlled by appropriate site grading and drainage improvements. O 0 0 Geo Engineers Incorporated THB Colorado, Corporation June. 1, 1987 Page 4 We trust that this information meets your present needs. If you have any questions concerning this report or if we can provide additional information, please contact us. HRP:JKT:wd Attachments Three copies submitted Copyright © 1987 GeoEngineers Yours very truly, GeoEngineers, Inc. 944 Gi.o41.0114-_ Herbert R. Pschunder P „ ect Engineer c' K. Tuttle rincipal 1 �%OE1fg 11N1": Incorporated • Property Line -- ONO RPM 21 100 1 1 SCALE: 1" = 50' • REFERENCE: DRAWING ENTITLED "PRELIMINARY PLAT OF SILVERVIEW",.. BY BARGHAUSEN. CONSULTING ENGINEERS, INC., DATED 5- 11 -87. 01. Incorpo Slade Way 21 0 0 0 a 0 8mLi V) v ev a c,) 10 50 100 SCALE: 1" = 50' ENTITLED "PRELIMINARY PLAT OF SILVERVIEW ", TING ENGINEERS, INC., DATED 5- 11 -87. KEY: 1* TEST PIT NUMBER AND LOCATION FOR SUPPLEMENTAL STUDY TEST PIT NUMBER AND LOCATION FOR PREVIOUS STUDY PGeoEnglneers Incorporated SITE PLAN FIGURE 1 0 GEI e5 -8 SOIL CLASSIFICATION SYSTEM M AJOR DIVISIONS GROUP SYMBOL GROUP NAME COARSE GRAINED SOILS MORE THAN 80% RETAINED ON NO. 200 SIEVE GRAVEL MORE THAN 004 OF COARSE FRACTION RETAINED ON NO. 4 SIEVE CLEAN GRAVEL GW WELL - GRADED GRAVEL, FINE TO COARSE GRAVEL GP POORLY - GRADED GRAVEL GRAVEL WITH FINES GM SILTY GRAVEL GC CLAYEY GRAVEL SAND MORE THAN 11011 OF COARSE FRACTION PASSES NO. 4 SIEVE CLEAN BAND 8W WELL - GRADED SAND, FINE TO COARSE SAND SP POORLY - GRADED SAND SAND WITH FINES 8M 8C SILTY SAND CLAYEY SAND FINE GRAINED SOILS MORE THAN 80% PASSES NO. 200 SIEVE SILT AND CLAY LIQUID LIMIT LESS THAN SO INORGANIC ORGANIC ML SILT CL CLAY OL ORGANIC SILT. ORGANIC CLAY SILT AND CLAY LIQUID LIMIT 80 OR MORE INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FAT CLAY ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: 1. FIoid classllicatlon Is based on visual examination of soil In general accordance with ASTM 02488 -83. 2. Soli classification using laboratory tests Is based on ASTM D2487 -83. 3. Descriptions of soil density or consistency are based on Interpretation of blowcount data, visual appearance of soils, and /or test data. SOIL MOISTURE MODIFIERS: Dry - Absence of moisture, dusty, dry to the touch Moist - Damp, but no visible water Wet - Visible free water or saturated, usually soil Is obtained from below water table P GeoEnglneers olklipl Incorporated SOIL CLASSIFICATION SYSTEM FIGURE 2 GEI 68 -85 t DEPTH BELOW GROUND SURFACE (FEET) LOG OF TEST PIT GROUP SOIL CLASSIFICATION SYMBOL DESCRIPTION TEST PIT 16 APPROXIMATE ELEVATION: 248 FEET 0 - 0.5 FOREST DUFF 0.5 - 2.5 SM DARK BROWN SILTY FINE SAND WITH ORGANIC MATTER AND OCCASIONAL GRAVEL, ROOTS AND WOOD (LOOSE, MOIST) 2.5 - 5.0 SM /ML INTERLAYERED MOTTLED BROWN AND CRAY FINE TO MEDIUM SAND AND LIGHT BROWN SILT (MEDIUM DENSE AND STIFF, MOIST) 5.0 - 9.5 ML GRAYISH BROWN SILT (HARD, MOIST) TEST PIT COMPLETED AT 9.5 FEET ON 5/19/87 NO GROUND WATER SEEPAGE OBSERVED DISTURBED SAMPLES OBTAINED AT 4.0 AND 7.0 FEET TEST PIT 17 APPROXIMATE ELEVATION: 259 FEET 0 - 0.5 FOREST DUFF 0.5 - 2.0 SM DARK BROWN SILTY FINE SAND WITH ORGANIC MATTER AND OCCASIONAL GRAVEL, ROOTS AND WOOD (LOOSE, MOIST) 2.0 - 5.5 SP -SM BROWN FINE TO MEDIUM SAND WITH SILT AND OCCASIONAL GRAVEL (LOOSE TO MEDIUM DENSE, MOIST) 5.5 - 8.0 SP -SM BROWN FINE SAND WITH SILT (MEDIUM DENSE, MOIST TO WET) 8.0 - 10.0 SM /ML INTERLAYERED BLUE -GRAY SILTY FINE SAND AND SANDY SILT (MEDIUM DENSE AND STIFF, MOIST TO WET) TEST PIT COMPLETED AT 10.0 FEET ON 5/19/87 NO GROUND WATER SEEPAGE OBSERVED DISTURBED SAMPLE OBTAINED AT 7.0 FEET TEST PIT 18 APPROXIMATE ELEVATION: 238 FEET 0 - 1.0 ML DARK BROWN SANDY SILT WITH ORGANIC MATTER•AND OCCASIONAL GRAVEL AND ROOTS (SOFT, MOIST) 1.0 - 10.0 ML MOTTLED GRAYISH BROWN SILT WITH SAND (VERY STIFF, MOIST) GRADES TO HARD AT 4.0 FEET TEST PIT COMPLETED AT 10.0 FEET ON 5/19/87 NO GROUND WATER SEEPAGE OBSERVED DISTURBED SAMPLE OBTAINED AT 6.0 FEET THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FEET, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FEET. �/ Goo Englneers 140, incorporated LOG OF TEST PIT FIGURE 3 A • IN GEI 68 -85 • LOG OF TEST PIT DEPTH BELOW GROUP SOIL • GROUND SURFACE CLASSIFICATION (FEET) SYMBOL DESCRIPTION TEST PIT 19 APPROXIMATE ELEVATION: 214 FEET 0 - 2.0 ML DARK BROWN SANDY SILT WITH ORGANIC MATTER, OCCASIONAL GRAVEL AND ROOTS (SOFT TO MEDIUM STIFF, MOIST) 2.0 - 4.0 SP -SM BROWN FINE SAND WITH SILT AND OCCASIONAL GRAVEL (MEDIUM DENSE, MOIST) 4.0 - 10.0 ML GRAYISH BROWN SILT (STIFF TO VERY STIFF, MOIST) CRADES TO HARD AT 6.0 FEET TEST PIT COMPLETED AT 10.0 FEET ON 5/19/87 NO GROUND WATER SEEPAGE OBSERVE!) DISTURBED SAMPLES OBTAINED AT 1.0 AND 7.0 FEET TEST PIT 20 APPROXIMATE ELEVATION: 210 FEET 0 - 1.0 ML DARK BROWN SANDY SILT WITH ORGANIC MATTER, OCCASIONAL GRAVEL AND ROOTS (SOFT, MOIST) 1.0 - 3.0 SM /ML INTERLAYERED BROWN SANDY SILT AND SILTY FINE SAND (SOFT TO MEDIUM STIFF AND LOOSE, MOIST) 3.0 - 5.0 SM BROWN SILTY FINE SAND WITH SILT LENSES (MEDIUM DENSE, MOIST) 5.0 - 10.0 ML BROWNISH GRAY SILT (STIFF TO VERY STIFF, MOIST) GRADES TO HARD AT 6.0 FEET TEST PIT COMPLETED AT 10.0 FEET ON 5/19/87 NO GROUND WATER SEEPAGE OBSERVED DISTURBED SAMPLES OBTAINED AT 2.0 AND 8.0 FEET TEST PIT 21 APPROXIMATE ELEVATION: 225 FEET 0 - 0.5 FOREST DUFF 0.5 - 1.5 ML DARK BROWN SANDY SILT WITH ORGANIC MATTER AND OCCASIONAL GRAVEL (SOFT, MOIST) 1.5 - 4.0 SP -SM BROWN FINE TO MEDIUM SAND WITH SILT AND OCCASIONAL. GRAVEL (LOOSE TO MEDIUM DENSE, MOIST TO,WET) 4.0 - 10.5. ML MOTTLED BROWN AND CRAY SILT AND SANDY SILT WITH OCCASIONAL LAYERS OF SILTY FINE SAND (MEDIUM STIFF TO STIFF, MOIST) GRADES TO VERY STIFF AT 7.0 FEET TEST PIT COMPLETED AT 10.5 FEET ON 5/19/87 MODERATE GROUND WATER SEEPAGE OBSERVED AT 4.0 FEET SLIGHT CAVING FROM 4.0 TO 7.0 FEET DISTURBED SAMPLES OBTAINED AT 1.0 AND 6.0 FEET GeoEnglneers 413°' lc, Incorporated LOG OF TEST PIT FIGURE 4 w ; •�� - 1 -. CITY OF TUKMILA ° ( Building Division GRADING /FILL /EXCAVATION h 6200 Southcenter Boulevard y Tukrila, Meshington 98188 (206) 433 -1845 PERMIT APPLICATION CONTROL# %7-„2I Site Address Slade Avenue and 54th Avenue South, Tukwila Suite# 1c)7._ Floor# 'Project Name /Tenant Silver View Estates f� Valuation of Grading $50.00 Assessors Account# -1 l67:42- Q''Q -j Property Owner THB Colorado Phone (206) 872 -5522 Address 6625 South 190th, Suite 46102, Kent, Washington Zip 98032 Applicant THB Colorado Phone (206) 872 -5522 Address 6625 South 190th, Suite 46102, Kent, Washington Zip 98032 Architect /Engineer Barghausen Consulting Engineers, Inc. Phone (206) 872 -5522 Address 6625 South 190th, Suite 46102, Kent, Washington Zip 98032 Contractor Thomas Construction License #7-t -10kAd>cc.“4.1 06. Phone(206) 872 -5522 Address 6625 South 190th, Kent, Washington Zip 98032 Hauling Co. Thomas Construction Phone (206) 872 -5522 Address 6625 South 190th. Kent, Washingtnn Zip 90832 Describe the purpose and extent of fill, excavation or grading Purpose is to remove only enough soil from the property to construct a Cut (c.u.) I0100b Fill (c.u.) Svoo a road through the plat as per the attached plan. Two (2) sets of grading /fill /excavation plans must be submitted which meet the application requirements of Section 7006(d), 1985 Uniform Building Code. A soils engineering report and engineering geology report may also be required. An Environmental Checklist is required to be submitted ($100.00 Fee) to the Planning Depart- ment for any grading /fill /excavation 500 cubic yards or more. �`rQ'•�`� Cc Lek °.(2 • some. u—� .. o r- w b r.y ca-e-. 4.e-.. La-- . A Haulin permit is required for any grading /fill /excavation of cubic yards or more. A 2,000 bond, certificate of insurance, route map, and permit fee of $25.00 are required. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT AND THAT I HAVE THE PROPERTY OWNER'S AUTHORIZATION TO DO THIS WORK. Applicant /Authorized Agent (signature) `_ `� Date �'A�‘` �`7 �-/� (print name) Dana B. Mower Contact Person (please print) Thomas A. Barghausen, Dana B. Mower Phone872 -5522 OFFICE USE ONLY FEES: Grading Permit Fee (000/322.100) $ 2143,5y) Fla o / Date Paid — c.).--y Plan Check Fee (000/345.830) 'e 5',l Receipt# Date Paid Other ( ) Receipt# \, Date Paid TOTAL_ lJ (,v (OWES: $ 3(.48",00 ) , ` Excavation Ordinance #1341: Bond Required: $ Cert. of Ins. Amount $ TDEPTINGDATE IN A11 7701 i" BLDG if A \9�e/ ` • -,1 C approve' or ssuance ins ( eC 10.1,0 •'1P b(-e'C , Co-I-87 PLNG ,/ Al (/i/ 1,1 Approved (Initials) � SEPA Checklist required: Yes No SEPA Determination ' it.) (Q'' SEPA Fije# 55714 • a . 1 ii C.1S s' ,'1'R,it". '�. PWD �,�)/� ,�. I blai k0I3 Approved (Initials) Hauling Permit Require ;I: Yes No ?LA. Ca/d13 r JZi .. 0/3)r.Occdw %l {,, A,, 23 1987 \ XA7- • 44.? ••• unmaawswait 0 h. R. LE 4 CB #2 TYPE.1. / STA. 1+75 E., 24.17' RT. RIM = 195.10 LE. " 190.10 -10' • TYPE 1 rE OVER EXIST. ONC. CULVERT = 199.0 196.64 STORM DRAINAGE EASEMENT 0`4 , ,t>o 2(p2.007 FIELD LOCAT--AND ME1+,10VE EXIST. 310 L.F. 12° C,ONC. STORM PIPE. ST OF CEN;ERUNt RD PLACE S. 01j.L.X-. / 11 11 EX/S -5' TY P. 200- 10" STOP BAR PER M.U.T.C.O. 205- 2\10 HANDICAPPED CURB RAMP PER >I, CITY OF TUKWILA tlig 215 =` STANDARDS. APPROX. LOCATIb OF- EXIST. 12' S 11 V , I+ 10 PRIVATE STORM DRAINAGE ESM'T. 200 LF 6" P,\/ DAYLIGHT 6"-PVC 110 • - EXIST. 12" CMP GUTTER @ I.E.= 218.00 • f)1/ iNG F , _240 LEGAL DESCRIPTION A portion of the real property situated in the Northwest quarter of Section 26, Township 23 North, Range 4 East, W.M., m King County, Washington, particularly described u follow= The North 109.08 feet of Lot 19, and all of Lot 20, of Block 2 of the plat of WMicken Heights Division No. 1 (unrecorded) situated in the City of Tukwila; TOGETHER WITH Lot 2 of City of Tukwila Short Plat NO. CI-20--S.S as recorded in King County records under Recording No. 8107020714, said lot being a portion of Lot 21 of Block 2 of mid plat of hicialicken Heights Division No. I (unrecorded). ALL SITUATE in the City of Tukwila, County of King, State of Washington. ANC) Beginning at the west quarter corner of Section 26, Township 23 North, Range 4 EAl:t, W.M., in King County, Washington; thence along the west line of said section north 0°14'13" west 1400 feet; thence south 89°21'31" east 664 feet to the true point of beginning of this description; thence north 0°14'13" west 200 feet; thence south 89°21'31" east 636.35 feet to the west margin of road; thence along said margin south 0009'36" east 200 (eet; thence leaving said margin north 89°2131" west. 636.08 feet to the true place of beginning. ---255 (BEING KNOWN AS Tract 22, Block 2, McMicken Heights Division Number 1, according to the unrecorded plat thereof); .260 (EXCEPT the east 125 feet and the west 160 feet thereof). VERTICAL DATUM CITY OF TUKWILA S. 166TH ST. AS-BUILTS STORM DRAINAGE CB'S 14 AND 15 IDRIZCNTAL DATUM 265 KING Cr..UNTY - 270 WEST LDIE Nw1/4, SEC, 26, 114P. 22N., RGE. 4E. , W.M. JOB BENCHMARK LOCATION' TACK IN GUTTER NORTH SIDE 10' WEST OF INTERSECTION 53rd SIS 166th ELEVATION, 277.60 VICINITY MAP CJ CROSSWALK IGN CD 120" CMP STORAGE -5% CB # TY STA. 3+23 RIM =...2-42. 238.4 220, CO230 CB # I TYPE II-54" -s-T-A. 040- E. 24' 235 RESTRICTOR CB W/ROUND LOCKING LID RIM = 223.10 LE.= 210.85 (3§," S & 15"26P I.E.= 218.10 (12 W) OVERFLOW = 221.10 ORIFICE = 3 78"45 255 10 UTIL. ESMT. g DRAINA EASEMENT TO BE 140 171fr VACATED. , , • / It p ; a i .3.-zi ? ....„...< ------- \ ',..,;. -...- - \ '-•'-<-:-YARD Dal- --- ------- - - - -() \---,___ LE. 242.0 250 \.l30 LF 6" PVC at S.z..16 9 245 250 0 i .P...:141,.: t VIM '1, r.. ir N -/s#,.t 3 0. ,..6 LE,4„.?: Ctvilp 0 ....,._..., ------ TE ____.1--- RIM 4 z 4.60 . 6" ..---L-E-.-4- 21 .60 7- ...-- 810 --- " i.E.=264.00 2 10' UTIL. ESMT- 1,, 1.1/ I 0' / AINAGE ESM'T. 6" CMP W/15 L CMP E 4 - ---- CN1ACT0R SHALL XIST 115 1.F--(12" OONC.-r-STO WEST Of-CENTERLINE 53R PLACE S. CONTA.C'T ENGIN TO- INSPECLAND DETERMIN IF PIPE SHALL BE F ETAINE 0.5--REI5L ACED WI TJ;1-4IEW 12" CMP LATE M •1 7•Wassma. \ IF NECESSARY INSTALL 220 L.F. 6' PVC. SLOTTED TRENCH DRAIN C1 0.5% MIN.- PER DETAIL W S H EACLINLE,1__ @ I.E.= 255.00 WITH 1.0 C.Y. RIP RAP '-EXISTING DITCH CB #4,T-YrET--__ J.3517 R FIELD LOCATE OVER-- EXIST. 12* STORM - 31 LF 8 RIM 242.7- =-,9 1:E.'A. 231.82 CONC.@ 4.0 '1 --YARD 12BAJIY_. RIM 278.0 I.E.= 2759.- \ - - - CONNrPI EXIST. 4a , , DR TO 6" VC EXIST 1' DRAIN----1 1... 00 V.C. -- 10' MIN. DRIVEWAY /7APRON (TYP.) PER DETAIL CB #9 TYPE 1 INLET STA. 5+40, 15.17' RIM - 268.45 .E7e---264.73 CB #I0 TYPE I INLET DATE AS SHOWN RIM 281.00 LE.= 277.41 INS T ALL_L30 LF 6" PVC SLOTTED TRENCH DRAIN @ S=0.5% MIN.DETAIL., SHT. 2 EXIST. HOUSE . TYPE I FIELD LOCATE OVER EXIST. 12" CONC. STORM RIM = 270.0 FIELD VERIFY EXIST INVERT NOTE: THE TRENCH FOR TFIE GAS, POWER, TELEPHONE AND CABLE TV SHALL. BE RIGHT UNDER THE SIDEWALK. THE CONDUIT FOR ELECTRICAL CONNECTION FOR THE LIGHTS SHALL BE RIGHT BACK OF THE CURB. STREETLIGHT & UNDER- GROUND UTILITY SHALL MEET THE CITY OF TUKWILA STANDARDS. ... PV1 EL.= 245.00 -61 1' M = 0.62 6 YARD D 1M = 29 1.E.-, 293 10 . • • ---- 275 / 11, / k, 4 4! I: EXIST. 24" CONC.-----/ 41 ii 4 , -280 Lt1I 1 I EXIST CB i■ R = 12' ' IM 78.4 -. it LE.= 176.49 (12" 8) ''''',. ■'11 I.E.= 176.29 (12" Ni -- GROUT WALL I.E.= 173.64 (24' S) LE.= 174.39 (NEW 15" N) - -285 REMOVE EXST. 15 L1-- 12" CONC. FLOWING NORTH. INSTALL 15 LE 15" COIF 0 8.6% FLOWING SOUTH EXIST. CB RfM = 1n73-9 LE. 175.68 (15' N, 12° S) LE.= 175.73 (!5" W) PLUG PIPE TO NORTH 'N-UN'.. -290 EX!ST. 1\2" CONC TEXiST. RONERY WAL1,„ TO REMAIN b.INDISTURBD A' ,/ 1 , 198 LF 15±C.@ e___ 37 LF' 20" CM F) \ STORAGE PIPE @ S=0.5% ' L. , lieu \ in \ \ 1, , \ 1 1 \ LFACJOkiY WELDED TE. CONNEC 10N @ I.E....217.9(151 ■ IN 5.5 5 INSTALL 300 L 81.0TTED 'TREN @ S - 0.5% MIN DETAIL SHEET 6" PVC H DRAIN PER CURVE DATA _a_# 2 _P PE I STA. 1+75 E., 2' RT. RIM = 195.10 LE. = 190.10 0 s BEV ?2" E ' - - 0 0 0 0 glade Wa NO. C-1 a3° 32' 37" C-2 29* 36' 17" 100,00' 100.00' 40.80' 51.10' r..F7- - 1-CONC@ * CB #1 TYPE 11-54" STA. 0*TO E., 24' RT. RESTRICTOR CB iv/LOCKING LID RIM = 223.10 I.E. 210.85 (36" S & 15" E) LE. = 218.10 (12" W) OVERFLOW = 221.10 ORIFICE = 3 7/8" DA. 0 \STA. 000 53R0 PLACE S. =0+00 SLADC-VAY .0+00 SLADE WAY TO WEST TRASH RACK INLET 1 .E. 255.00 W/ 1.0 CY. RIP-RAF 10' PRIVATE STORM DRAINAGE ESM'T. 80' V.C. pvi. EL. 277.50 M 0.65 255 285 280 275 ..... . ... • • • ... ..... ... ... 2-40 235- . • 100' V.C. - P\;1 EL.= 22.4.00 --11-1 M = 1.19 YARD DRAIN RIM = 294.30 LE.= 292.10 NOTE! STUB OUT TO LOTS FOR ROOF AND FOOTING DRAINS USING 8• PVC COLLECTOR PIPE 6" PVC STUB TO LOT COLLECTOR PIPE SHALL BE LOCATED UNDER CONCRETE' WALK PER DETAIL (SHT. 2 OF 3) ANDI IS SHOWN WITHIN LOT BOUNDARIES FOR DRAFTING CLARITY ONLY. 6' STUB EXTEND 10' MIN. INTO LOT AND MARKED WITH 24" STAKE (PAINTED WHITE). PROVIDE 2' M11\L COVER. • TRASH eAcK /r- INLET 01 I.E.255.00 W11.0 RIP RAP, YARD DRAIN RIM = 29.60 I.E.= 293.60 275 2301 w 0 o.. >-- w -J (1) z 0 w w 'Cr 1- -2 :2 0110E. 4 RT. • • RESTRICTORIICB • • = 223.i 0 ..... - • '210.8.5" (36" 'S .1 LE.= :218;10 .(I2". ...... ............... . EXIST. GRADE @ CENTERLINE PROPOSED GRADE @ CENTERLINE STA. 0457,15.17" RT. RIM = 224.60 LE.= 219.60 CB #6 TYPE I "(t'" 240 • 4) kJ STA.3875.17' RIM = 249.48 270 LE.= 244.48 . CB #I0 TYPE I INLET LOCATE AS SHOWN RIM = 281.00 I.E.= 277.41 StiIL 5 u3Ockl4 TO '6E MONITORED b`i Snc:3 ENnEEP. he3 CMTLINED IN SOILS RERVT AND SEPR FILE 3541-W0 Sib/ERN/TEL) PLAT. FILE COPY derstand that the Man Check approv1VA' ied' to errors and omissions. and aprTopa lens does not authorize the violation of ai)y adopted code or ordinance. Receipt of contract•„,, copy of approve plans acl,pwledged. <TThflci 270 0 Lil 0 0 0 0 tti tr) 0 C\I .cju• (r) Lia (/) - I .4* 0 / N-•- / 1./ J 7 235 265. C13:414 TYPE i STA. 3+2.1;15.1 ' RT. RIM = 242 79 LE.= 237.62 265 iu% 19 1.981 • • • ........... • • ... • • .... o o ......... • • • • • CB #8 TYPE I STA. 5+40, 15.17' LT. RIM = 268.45 I.E.= 263.49 260 CITY Of TUKWILA PrRoVED al, 1 1987 kuiLJ ro - • - ! • 1- 'Wt./X:111A PUBLIC WORKS z 7 By IPermit No 4 2 0 Date CIT1 OF TUKWILA trePROVED 23 7 10 ... (0'. 255 REMOVE EXIST. 150 CONCRETE PIPE . STORAGE • PIPE • • • @. S=0.5% ........ 53rfi:Place:SQ.:(4 HORZ.. SCALE 1'1=50' VERT: SCALE i':5 > co 2-50 ........ • ... • .......... ..... ......... • CB # I TYY STA. 0+10 El., 24' RESTRICTOR W/ROUND LCMR-LD_ RIM = 223,10 I.E. = 21085 (36" S & 12" E.) LE. = 218.10 (12W) OVERFLOW 221.10 ORIFICE = 7/8d °1A, ... 4- .. • ... .0 0 0 4 0) cj 0 .4 1- (/) 0 0 C•J 0 t() . + rr) 4 0 co • .1n. ono O N 0 N- 4f N N 11 Id 411 4 co Lo 000 I+00 2+00 5+00 5+00 u _1 6+00 1 7+00 EXIST CB I.E.= 175.68 (12° N 8. S) LE.= 175.73 (12" N) 300 200 # 2 TYPE 1' STA, 1+75 195.10 , 24;17' RT Slade . LE; = 190.1•0 " ... RIM = Way HORZ. SCALE VERT. SCALE STATIONING EAST 1=50' • .. • • • • • • ........ • ............. • STATIONING WEST 0+00 100 • ........ 2+00 2. 013■••••........11.11.11•••1•01.5.1,A7••••••••••• -...,-, .;•::-,..", e 1 :.,,, . ,.... netic, it is (tie to the cuality et the oripinel docun,ent. :, •,,.. ,.:. ,,,): c., Ef e. z.e 9 c se ve ez: ez T(7.(..)--2-,----i-)1.- - -tiL ----z-.-L- -9i St 91, CL ZI Ii oi. 6 9 L 9 ci 9 V Z t vtvi 0 ''',1,....-'..., 1'' 111. '1,, r11 ' '.1 1 o 1 t■l■ 11 1 1 , 11 1 '1 o 1 o 1 111 1 1 I I . 11 o o I I o o, r111111111111111IIIIIIIIIITIliIIIIPIILI' 1111111111.IIIIIIIII 1/111'11111101IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII/IIIIIIIIIIIIIIINIIIIIIIIIIIII/11141111111111IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIhilliIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIHIHNIffill ••,.• • , 11111111111111111!11111 1 1 !TIT 0 16 VI!INC 2 1 71•••••••••■••••••■••••••■•.••■■•• HEaCULENE* s,a,c ,••• CaYSTALENr 11 •01 t•'•1•111 •• 4011.11anewirsazo. .8.11P • ••• .• • • • • ,,, ••• •-• it • •• • • 1/1111111111111IIIIIIIIIIIIIIIII1111111111111111111111111 5 111 111111111 11111111111111111111111111111111111111i111111111111111111111111111111111.1 6 . . 7 8 1) NOT-::: If the micrcifirned document is less deer then this iI t 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH "STANDARD SPECIFICATIONS FOR MUNICIPAL PU3L I C WORKS CONSTRUCTION" PREPARED BY WASHINGTON STATE CHAPTER AMERICAN PUBLIC WORMS ASSOCIATION, 1981 EDITION (APWA) AND CITY OF TUKWILA STANDARDS AND SPECIFICATIONS. 2, THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE MEANS, METHODS AND SEQUENCES OF CONSTRUCTION AND FOR THE SAFETY OF WORKERS AND OTHERS ON THE SITE. 3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PROTECT IN-PLACE ALL UTILITIES AND /OR STRUCTURES, WHETHER SHOWN OR NOT SHOWN ON THIS PLAN. DAMAGE DUE TO CONTRACTOR'S OPERATIONS SHALL BE REPAIRED AT THE CON- TRACTOR'S EXPENSE. 4. PROVIDE AND MAINTAIN TEMPORARY FILTER FABRIC SILT FENCE TO INSURE SEDIMENT -LADEN WATER DOES NOT LEAVE THE PROJECT SITE. THE FACILITIES MUST BE IN OPERATION PRIOR TO CLEARING OR OTHER CONSTRICTION AND BE MAINTAINED UNTIL CONSTRUCTION AND LANDSCAPING ARE COMPLETED AND POTENTIAL FOR ON -SITE EROSION HAS PASSED. AS CONSTRUCTION PROGRESSES AND EXPECTED (SEASONAL) CONDITIONS DICTATE, t'KIRE SILTATION CONTROL FACILITIES MAY BE REQUIRED TO INSURE COMPLETE SILTATION CONTROL ON THE PROPOSE() PROJECT. THEREFORE, DURING THE COURSE OF CONSTRUCTION, IT SHALL BE THE OBLIGATION AND RESPONSIBILITY OF THE DEVELOPER TO ADDRESS ANY NEW CONDITIONS THAT MAY BE CREATED BY HIS ACTIVITIES AND TO PROVIDE ADDITIONAL FACILITIES, OVER ANO ABOVE MINIMUM REQUIREMENTS, AS MAY BE NEEDED TO PROTECT ADJACENT PROPERTIES. 5. ALL TYPE 1 CATCH BASINS SHALL BE PER APWA STANDARD PLAN NO. 52 WITH APWA TYPE 60A OUTLET TRAP AND APWA STANDARD PLAN NO. 49 FRAME AND GRATE. 6. ALL REQUIRED STORMWATER RETENTION /DETENTION FACILITIES MUST BE CON- STRUCTED AND IN OPERATION PRIOR TO PAVING AND BUILDING CONSTRUCTION UNLESS OTHERWISE APPROVED BY THE DEPARTMENT OF PUBLIC WORKS. 7, THE BACKFILL SHALL LSE PLACED EQUALLY ON BOTH SIDES OF THE PIPE IN LAYERS, WITH A LOOSE AVERAGE DEPTH OF SIX i NCHE S (6"), MAXIMUM DEPTH EIGHT INCHES (4H), THOROUGHLY TAMPING EACH LAYER. THESE COMPACTED LAYERS MUST EXTEND FOR ONE PIPE DIAMETER ON EACH SIDE OF THE PIPE OR TO SIDE OF THE TRENCH. MATERIALS TO COMPLETE THE FILL OVER P I PE SHALL BE THE SAME AS EXCAVATED FROM THE TRENCH, EXCEPT THAT ORGANIC MATERIAL, FROZEN LUMPS, OR ROCKS OR PAVEMENT CHUNKS MORE THAN SIX INCHES (6") I N MAXIMUM DIMENSIONS, OR OTHER UNSUITABLE MATERIALS SHALL NOT BE USED. 8. ALL STOEM DRAIN PIPES SHALL BE NON - REINFORCED CONCRETE PER ASTM. D-3034 WITH MIN. OF 2' COVER, 9. BEDDING FOR RIGID PIPE (CONCRETE OR IRON) SMALL BE CLASS "BR PER APW1 STANDARD PLAN NO. 62 (PEA GRAVEL FROM FOUR INCHES (4 ") BELOW PIPE TO SPRINGLINE). BEDDING FOR FLEXIBLE PIPE (CORRUGATED MIETAL OR PLASTIC) SHALL LE CLASS 0'F" PER APWA STANDARD PLAN ND, 62 (PEA GRAVEL FROM FOUR INCN.ES (4 ") BELOW PIPE TO SIX INCITES (6 ") ABOVE PIPE). TRENCH WIDTH SHALL BE 40 INCHES MAXIMUM OR 1 1/2 TIMES PIPE DIAMETER PLUS 18 INCHES, WHICHEVER IS GREATER. BACKFILL SHALL BE PLACED IN SIX INCI-1 (6f1) LAYERS COMPACTED TO 95% MAX I MU DENSITY. LO. iN ALL AREAS, OTHER THAN ROADS, WHERE CONSTRUCTION REQUIRES THE REMOVAL OF SOD, ETC., THOSE AREAS SHALL BE HYDRO- SEEDED WITH RYE GRASS FOR THE PREVENTION OF ON-SITE EROSION. 11. ALL PIPE SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION ACCORDING TO WASHINGTON STATE SPEC, 7- 02.3(1). THIS SHALL INCLUDE NECESSARY LEVEL INC OF THE TRENCH BOTTOM OR THE TOP D; THE FOUNDATION MATERIAL, AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM GRADE SO THAT ThE ENTIRE LENGTH OF THE P I PE WILL BE SUPPORTED ON A UNIFORMLY DENSE UNYIELDING BASE. IF THE NATIVE MATERIAL 1 N TIE BOTTOM OF THE TRENCH MEETS THE REQUIREMENTS FOR "GRAVEL BACKFILL FOR THE PIPE BEDDING" THE FIRST LIFT OF PIPE BEDDING MAY BE OMITTED PROVIDED THE MATERIAL. IF THE BOTTOM OF THE TRENCH IS LOOSENED, REGRADED AND COMPACTED TO FORM A DENSE UNYIELDING BASE. 12. STRUCTURES SHALL NOT BE PERMITTED WITHIN 10.00 FEET OF THE SPR I NG LINE OF ANY STORM DRAINAGE PIPE(S), OR 15.00 FEET FROM THE TOP OF THE CHANNEL BANK. 13. THE STORM DRAINAGE SYSTEM SHALL BE CONSTRUCTED ACCORIH NG TO THE APPROVED PLANS WHICH ARE ON FILE IN THE DEPARTMENT OF PUBLIC WORKS. ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIRE WRITTEN APPROVAL FROM THE PROPER AGENCY, CURRENTLY THE CITY OF TUKWILA DEPARTMENT OF PUBLIC WORKS. 14. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. ?- . ALL DRA I NAGE STRUCTURES .NOT ON PUBL IC RIGHTS-OF-WAY SHALL HAVE ROUND, SOL ID-LOCK I NG L IDS, UNLESS OTE RW I SE APPROVED BY THE DEPARTMENT OF PUBLIC WORKS. 16. ALL ROOF DRAINS AND FOOTING DRAINS SHALL BE T ! GHTL I NEE) TO THE STORM DRAINAGE SYSTEM. THE FACES OF CUT AND FILL SLOPES SHALL BE PREPARED AND MAINTAINED TO CONTROL AGAINST EROSION. THIS CONTROL MAY CONSIST OF EFFECTIVE PLANTING. THE PROTECTION FOR THE SLOPES SHALL BE INSTALLED AS SOON AS PRACTICABLE AND PRIOR TO CALLING FOR FINAL APPROVAL. WHERE CUT SLOPES ARE NOT SUBJECT TO EROSION DUE TO TI,TE EROSION - RESISTANT CHARACTER OF THE MATERIALS, SUCH PROTECTION MAY fiE OMITTED. 18. ALL EXISTING UTILITIES St1 Wfd ON THESE PLANS WERE OBTA I NEO FROM A FIELD SURVEY AND FROM AVAILABLE PUBLIC RECORDS. CONTRACTOR SHALL BE RESPON- SIBLE FOR LOCATING ALL UTILITIES WHICH MAY CONFLICT WITH CONSTRUCTION, WHETHER SWAN ON Th'ESE PLANS OR NOT. ENGINEER DOES NOT WARRANT THAT ALL UTILITIES HAVE BEEN SHOWN. 9. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE TELEPHONE COMPANY, TAE GAS COMPANY, THE POWER COAPAN`I', AND THE CABLE TV COMPANY PRIOR TO CONSTRUCTION SO THAT THESE OTHER UTILITIES CAN PREPARE THE NECESSARY PLANS FOR TIE EXTENSION OF THEIR RESPECTIVE UTILITIES. IT SHALL BE THE CONTRACTOR I S RESPONSIBILITY TO COORDINATE THESE ACT1V1T1ES. 20 . THIS CONSTRUCTION SET OF DRAWINGS FOR THIS PROJECT INCLUDE A TOTAL OF .. ..m_ SHEETS. GENERAL NOTES AND DETAILS PROVIDED THROUGHOUT TIE DRAWINGS SHALL APPLY TO ALL SHEETS AS APPLICABLE. SPECIFICATIONS OR DETAILS PROVIDED OH ONE SHEET MAY APPLY TO OTHER SHEETS, • rw.•••■....• OVERFLOW --- S" MIN. CLEAN -0 GATE I L. 1' $` i. ?_ MIN. l._j 2'MIN 91MIN 36' DIA. ACCESS RISER -LADDER STEPS 37 LF 120" 'p CMP ....��1_0,_905 FT/FT :i I;' CM P CATCtL BASIN W' unLITY aT< $LOr°E' ESMT. 0 FTIFT S- CELUENT CONC SIDEWALK .' - ::r IC.N.., CURB STANDARD LADDER STEPS SOLID ROUND LOCKING LID 1., 36" DIA. ACCESS RISER - DE TENTION PIPE 36" MIN. DIA. DETENTION PIPE ACCESS RISER WITH LADDER. RISER TO BE OFFSET TO PROVIDE ANCHORING BASIS FOR LADDER STEPS. SEE SECTION BELOW, ipICAL CL®SE rn N PIPE 25' 1 0.32 FTiFT I6 1/ 2' r COMPS' DEPTH p- -CLASS B ASPHALt • CONCRETE r- SUBCRADE SLOPE 1.02 1T EMT 5 -I/:,' 5' MIND. WALK UTILITY a SLOPE ESMr. 2 ' MIN COMPT DEPTH CRUSHED SURFACING TOP COURSE ---- 4 MIN COUPS' DEPTH CRUSHED SURFACING CASE COURSE 12" GRAVEL RASE CLASS 6 HAY RE REQUIRED DEPENDING ON SOIL CONDITIONS TYPICAL Q.NSITh RQIADWAY SESTIQ ,, 3 1 2 5 4; IL• o' 0_022' FT /FT EXISTING PAVEMENT -- - - - -' SAWCUT I' INSIDE EDGE OF EXISTIG ASPHALT PAVEMENT AND PREPARE SUB -BASE TO ADD NEW ASPHALT PAVING. 2-1/2" cOMPACTED CLASS •B" ASPHALT CONC. PAVEMENT 5' /0.5' 13 11:74 • Idt ania, 2" COMPACTED BASE. . -NEW 5' WIDE CONC L NEW6 "_ VERT. CURB_ _ B' MN. COMPACTED DEPTH _ Iv _I-jv INt COMPA TEDDEPTH E SURFACING SAS COURSE • SLADE WAY IMPROVEMENTS CRUSHED . SIDEWALK BASE. CLASS CRUSHED MEET EXIST. SURFACE 18" 0 PLAIN CONC PIPE 6" PVC OUTLET PIPE ( MIN I% WITH APPROVED GASKET WHEN CONNECTED TO CONC. -- 4 "CEMENT CONC. CLASS 5 (I '/ 2 ) • y .4 YARD DRAIN N. T. S. GRATE TO BE ATLAS FOUNDARY PATTERN NUMBER 233 -14 SIZE 12" PIPE NUMBER :At SIZE 15" PIPE NUMBER 194 SIZE 18" PIPE OR EQUAL. AREA DRAIN SIZE 8, PIPE SIZE TO BE AS SHOWN ON THE PLANS OR AS DIRECTED BY THE ENGINEER BACKFILL WILL BE COMPACTED USING NATIVE OR SELECTED MATERIAL AS DIRECTED BY THE ENGINEER. CONNECTION TO DRAIN MORTARED AND MADE FETISH WITH INSIDE WALL. JOINTS TO BE IN ACCORDANCE WM-I STANDARD SPECIFICATIONS. OUTLET PIPE MEASUREMENT TO BE MADE FROM CEN RUN OF DRAIN. TYP ALL AROUND COMPACTED I3ACKFILL / • d "e- ---UNDISTURBED SUBGWDE 0 41<, U y It �< FILTER FABRIC ENVEWApES w MIRAPI 140 OR EQUAL - _ , ___.3/4" - 11," WASHED '.; RAVEL 1' MIN.J� 1' MIN. T C/L MIN. 6" I VC (PERI'. ) TYPICAL Ffi BRAIN T D �L. .� IIIIIi111111Iilll111!111 .42W6g4147 0 la 'MS mu• 5;8 "X1;2" D'A ON° PATTERN WTI-OUT FRAME NOTES: FRAME 8 LADDER OR STEPS OFf sET, SEE NOTE 4 FRAME. 8 GRATE ELEVATION PER DLANS. EL. x223.10 OVERFLOW ELEV 10 PROVIDE DETENTIOI! E, OIL SEPARA' ION. ELEV. . 221.10 PIPE SUPPORT- -- -- OIJTLE' PIPE I5' INVERT El.. - 2K;,,-33 RESTRICTOR PLATE WITH ORIFICE AS SPECIFIED NOT NEEL*D IF ONLY FOR Ott POLLUTION CONTROL. 54 MAX . W.S. 0 t4 RcUNC SOLID COVER MARKED "DRAIN " WITH LOCKINi BOLTS CHAIN -200* CAPACITY SLACK WHEN GATE IS DOWN. FASTEN CHAIN TO FRAME. STANDARD GALVANIZED STEEL OR ALUMINUM LADDER/ STEPS. NOTES : I. PIPE SIZES a S'�DPES PER PLANS 2. OUTLET CAPACITY NOT LESS THAI. . COMBINED INLETS. 3. r /cTAL :'ARTS: A. CORROSION RESISTENT,OR GALVANIZER QR ALUrIINUM TYPE 2. B. IF GALVANIZED STEEL PIPE HAVE ASPHALT TREATMENT' 1. 4. FAR. AND LADDER 0f STEPS OFFSET SO. A. C.LEANOUT GATE IS VISIBLE FROM TOP. B. CL!M5DGWU SPACE IS CLEAR Oi RISER L CLEAT OUT GATE. C. FRAME IS CLEAR OF CURB. CLEAN OUT GATE : A. SHEAR GATE , IRON BODY BRONZE MTD. OLYMPIC FDY.STD OR, B. UFT GATE,NO. C /C /I-LG, CASCADE CULVERT INC.,OR C. OTHER DEVICE APPROVED BY ENGINEER. 3G "0 SIZE 3-718" Dlli. •' - _' -0" INVERT EL r •SA■ VIEW _ STI E)_1 GD I FR N. T. S. • 111 1/2''MAX. TO 1J4 "MIN. LIP- -1 2' NOTES: • :3-0" 3_0" ---r- 3'- 6' TYPICAL 5' { --�- -� -4" THICK CEMENT CONCRETE SIDEWALK. ' -18" THICKENED EDGE -6" THICK GUTTER I. RAMP AND APPROACHES SHALL OE CLEAR OF OBSTACLES INCLUDING HYDRANTS, POLES AND INLETS. 2. RAMP CENTER -LINE SHALL BE PERPENDICULAR TO OR RADIAL TO CURB RETURNS UNLESS !.IWRWISE SPECIFIED BY THE ENGINEER AT A 12:1 MAX SLOPE. 3. FULL- Dtpri1 EXPANSION JOINTS ARE REQUIRED ON EACH SIDE OF RAMP AND SHALL BE PLACED AT 15' SPACING IN GENERAL SIDEWALK PORTION. 4. CURB RAMPS SHALL BE PLACED TWO PER RADIUS ON ARTERIAL STREETS OR AS DIRECTED BY THE ENGINEER. 5. ON RESIDENTIAL STREETS AND /OR WHEN UTILITIES ARE IN CONFLICT OR STREET GRADE EXCEEDS 4.0%, LURB RAMPS MAY DE CONSTRUCTED ONE PER RADIUS Al MIDPOINT OF CURB RETURN OR AT MAIN PEDESTRIAN PATH. HANDICAPED CURB RAMP DETAIL VARIES,i CUT 1" DEPTH DuAmY JOft f .V M --_� WARNING STRIP x 3,.k" . • '--- WHEELCHAV r.f4N-P • r III SHRINKAGE CONTROL JOINT DLMv1Y JONT- "14 I Al If 1-3" WCE EGGER FINISH "" --�'i 1�' BETWEEN FULL DEPTH EXF)\NE ON JOINTS ,, o F ULL DEPTH EXPANSION JOINT RACK OF CURB) TYPE :A CURB i t , VARI : - s. GUT TER ricr e ~-THCKENED EDGE SEC TON A-A 1. SIDEWALK WIDTH SHALL BE 6' MIN. 5' IS ACCEPTABLE IN RESIDENTIAL AREAS. 2. SHRINKAGE CONTROL JOINTS SHALL BE PLACED EVERY 15', DUMMY JOINTS EVERY 5'. 3. CEMENT CONCRETE SHALL BE PLACED ON COMPACTED SUBGRADE IN ACCORDANCE WITH SCCTION 8-14 OF THE 1984 APWA /WSDOT STANDARD SPECIFICATIONS. SIDEWALK DETAIL o IIlIIiIIIIIiIi111111IiII( III IIIIIII111111Ii'IIIIIIII11111 III i1tIIIi I1IIIIIIIlIIllllllliII Il1''I'I' 1 IllII i'j111JIIII111Ii11 2 s 4 5 6 17 8 l9 n NOT 7.: If the micrcfiimed document is less clear then this • ncticc, it is cue to the quality 'cr the aricinal c'ocument. �J E <<: LZ. 9c 5Z ve c,: Z� lC. O� E>L £�l LL 9l 5L t/l Cl Zl lL O� o F? L 9 c; liilll�li�l!!I! I I I ! ! 1I - � 1!1 II �; (' IIII!l t; il ii 11I 1I 1I, l I I!!I I II I{ IIIII I!III Ithl f ;. I!l.� ;I II I III I i I1' 11111.1 I i 1I 11 ! MILL+ !EEIIIIEIC IIIIIIMI EII111Ii iii11111111i11l !IhII Ili I I1 ►Il lII III'I I!1I 1 `` .I11II III1 III1 i OI: J. -- EAPANSCr, JOINT ICI = 21 SCALE _ � b FxISTING Cf71vE• ^•r- . NOTES: SECTION A -A 0 Tor, : F Ct.AB AT Da::E,rraYS -� .... ;.1 r 2._0- 1. CONCRETE SHALL BE A S SACK MIX WITH 5t AIR ENTRAINMENT. 2. INSPECTION REQUIRED BEFORE PLACINGG CONCRETE. AT LEAST 24 HOUR NOTICE MUST GIVEN TO TUKWILA PUBL'?Vt RKS. 3. ALL DRIVEWAY APRONS SHALL BE A MIN. 6" THICK. 4. WHERE DRIVEWAY WIDTHS EXCEED 15', A 3/8" MINIMUM EXPANSION JOINT SHALL DE PLACED LONGITUDINALLY ALONG THE CENTERLINE. 5. ALL WORK SHALL BE PERFORMED 1N ACCORDANCE WITH APWA /WSDOT PLANS AND SPECIFICATIONS OR AS DIRECTED BY THE CITY OF TUKWILA. STANDARD RESIDENTIAL CONC. DRIVEWAY GUTTER . -- LINE )81,i CURB & GUTTER AS PER -STANDARD CM-6. R -3 r ii FR•MOLDED' J.T. FILLER 3' -O ME.LA1__ FRAtv1E I I 8 GRATE PER fl L__._� -__ Jr STANDARD F - - / / DRAWING R -6D 3..._ /// r ' -I i in; C TY POFR TUK lei / I JUG 387 l', - t- PRE- Iut- OLD-- - l;D -- say T. .I BE. A BUILDING )IV1TIO ! 1'111111II1 l 1() 1111111I111j111`11111111 11 MADE RIGEPMM7Y 12 ti l "14 t IIiIIIIIIIIIIiIII lllilliliill!IIIIiI{!I DRAWING R -6F STAMP N m sr a C0 U 0 z 1 wy .0. 0 2 0 Q. 0 0 0 0 0 cn sty las w w LU 0 6625 South 190th Street #102 Kent, Washington 98032 1 ca 4 a 0 Horizonta; to 0 I a : 4) 0 0 a 0 a " < 0 a MIMI 0) ,„,51 u" tb cM ' decal 4) ce4 gip, 9r�) is ci) E 4 EMU I 4.4! 692 C ca �. a" F: 41 0 "S qsa.Imfr `O A r-t 106493 I'i = 50' EX._ GRUUND _2' HIGH BERM 1 -112" WASHED GRAVEL; OK PEA GRAVEL I' MIN. DEPTH K\ SECTIONA:A TO REMAIN» LEGEND 12." ALDER — 10" ALDER ---- ___.___�\ 12„ FILTER FENCE PER DETAIL TO REMAIN' 10" ALDER ----- - - - - -= -----, 12" ALDER (TWIN) \ _CONSTRUCTTEMPORARY CONSTRUCTION ENTRANCE, DETAIL, THIS SHEET i Slade a 0 C1' (NI N SILT FREE STORM WATER PASSING THROUGH WASHED ROCK FILTER AND j MIRAFI FILTER FENCE / O ■ r)' t,QNTR(1�T T DRAM' SILTATION FILT R FENCE PER DETAIL THI. SHEET 8 J t J_\ 79.98'• 1 \O I O" ALDER - -- -' 64.99' o \ 190.00 1 i 12" ALDER .___-- ._- _ - _._- ti� 220.00' 20" ALDER-- 10" MAPLE-- 10" MAPLE 12° ASH 20-ALDER 14" ALDER 10" ALDER 12" ALDER 10" 200 499.21 FILTER FENCE DITCH WJROCK CHECK DAM FLOW DIRECTION EXISTING CONTOUR EXISTING TREES TO BE REMOVED EXISTING TREES TO REMAIN 0 J) N 1 I d (V 1 S ...?' J % r •�. - r•> .�.� vim.. , :� ',µ. V• h •-1 :. i'{ S:. 'J• -Sire r r a` I I ► I I I ! .111.11 iiIIIIII!111If�lI U t1 711!. ,NC„ 30 IIIIIIIIIIIIIIIIIIIWIIIII111IIIII1IIII I$ I1 I1IIILIII1IIIIIII III.I .lI111111111111I�IIII1 1111111111111111111111111111111 :R I /1 5 426 7 I 8 9 rNOT':: If the microfilmed document is Less clear then this notice, it is cue to the quality of the original document. ze tz OZ V ..61, RL I' I I 111,.•1 1 1 rI '1 1! I I '1 11 ,I Ilif IIIII!II 11!111111 11111 1 III!11111!I !Iii IIIIII!!11i11! IIIl11�11 IIII II!1 111111111 ! ►11111!1 111111111 I! !.fill Il1111111 11111;ii.1111i .>. ., -. 1. All limits of clearing III areas of vegetation preservation as doscrlbed on tha plan shall be clearly !lagged in the field and observed during construction. All required sedimentation /erosion control C.:cil11ios must he eon- st ructcd and in operatic:. prior to land clearing anti /ot other construction ro insure that sediment-laden water dots not enter the natural drainage system, All erosion and sediment facilities shall be maintained in a satisfactory •utnditioat until su•:h time that clearing and /or constrt, tton is completed ;tad potential for 1)u -site erosion has passed. The implementation, maintenance, replacement., and additions to erosion /.edir,ent;at.ion Control systems shall l.e the responsibility of the I�'•t',atttve. 3. The erosion and se.liment.:rion control systems depleted on this drawing ace intended to he minimum requirements to meet an- ticipated s: t tt• cunai t Tuns As construction peer;.. t•s and 1n:ex1ected or seasonal conditions dictate, tlae ht•rmittee s:huu1d anticipate that more erosion and sedimentation control ia.illtie• w111 be. necessary to inst:t•e :ompl•.te ,.illation control in the propt<t..ed site. Ilurin4 the course of t•ottsttttr11(11,, it :;hall. he ti:e obligation and responsibility of the pern•itte: Co address any new C(nldf t lon.5 t. lt:tt In..V Le ('r1). ate1 by his AC [iv1 t'1F.S and 10 tt-oVida• additional 1r it it Los, over and above minimum requirements, as may be needed to protect adjacent properties: and water quality at ncc receiving d',a1 I1ge system. Approval of this plan is for site clearint•, and grading, Sul tte. and erosion,'sedla+entat ion control only It dies not constitute an apptut':,l ..t .,11)1111 drainage des,,e,u, s(re our location of i,il�ts, !'t ; t- i- t u r `. , t• 11 •, t, :1 e t s .) . t e 1 C l: t lei ` Any disturbed area which has been stripped 01 vegetation and where no further work is anticipated for a period of 311 days or more must tI it : : :ut•diately stabilized wi:.h mulching, grans planting or other approved erosion control treatment applieal,lt• Lo the time of Year in question. Grass seeding alone will be acct•p[al.le only dui lug ttie months 1)i April thru September inclusive. Seedily, may proceed outside the specified time period whenever it is in the Intere1:t 01 the permitse.., but mutt be augmented with mulching„ herting, or other treatment approv.sd by the dep:u'tmen: 6. All streets shall be kept clean in a 'n:u1i't•r directed by the 1'ity Etig1 leer OF TUKWILAU'ERI T FOR HAULING R£OUIREDI. I. see soil:, :.sport h_; (;ea tint ;ineers, lac , dat••d Mo(Cb 30. IOt3T, fur exist in; s,u:l:: iulur'u'.,t i•.1) and 1;11 r.l'1r:1 1ra1 ion,! 3 3 SWAI_E -- FMK CHECK FLOOR/NE I DNA 0.5' MIN. KEY ROCK IWO SWALE 025 (MIN.) SW X- SECTION- T ROCK CHECK DAM SALE SLDPE 0 -5% 5 -00/ L 5 10 % 1.0' MIN. -1 Ii FLOW KEY ROCK INS 5'tIiALE MIN. 0.25' 0 ROCK CHECK DAM X— SECTION ST,1PL'f8 OR WIRE RINE11.- _..__,_.._... (TYPICAL) FFLIBA RAMC MAT£RIAt_,_ AiiiiAF1 l003t OR EQU& 2 "a a 1)�UG. AT 4' O.C. CHECK DAM SPACING 1 I ' 100 5.6 Stw BEHIND ROD( CHECK DAM SHALL BE INSPECTED DAILY, AND / CLEAf ) WI-EN COLLECTED OMRIS EXCEEDS 1/2 Of ITS DEPTH NOTE ROCK SHALL BE (MINUS QUARRY ROCK ROCK CHECK DAM DETAILS N.T.S SILT _FREE STQRM WtAIER�'_ASSING THROUGH WASHED ROCK FILTER AND MIRAFI FILTER FENCE -- _ H/2" WASHED GRAVEL OR PEA GRAVEL I' MIN DEPTH wNSTHLL;I SE:MPORARY SILTATION FILTER FENCE PER DETAIL THIS SHEET �\ CONSTRUCT TEMPORARY DITCH W11N ROCK CHECK DAM P DETAIL THIS SHEET 1;7 CONSTRUCTION SEQUENCE= A. INSTALL TEMPORARY CONSTRUCT,ON ENTRANCE B. INSTALL FILTER FABRIC FENCE C. CONSTRUCT TEMPORARY DITCHES WITH ROCK CHECK DAM D. INSTALL WASHED ROCK & BERM E. CLEAR SITE F. GRADE SITE 'r0 REQUIRED FINISH ELEVATION �z ,t se i/e 1 z I 1 1111 ii! 11111!►! I!i1iiiWIIIII1111!111,k1!1'II!l CITY OF TUKWILA APPROVED JUL 1 1987 AS NOTED BUJ LDRiTairilgar- __Z./2%140A. W ILDEO WIRE \ FABRIC OR EQUAL. fl ,, 1 v i It ,. ,, 1 v ,� v I, ...______4..„....„...._ I i t t . e i } 14 Ill :1411 1i 'FallJi:151 '{ 1' •I tl aI '1 ;% RORY 1 OT7171i OF F1's.TiyNI Fa►4RIC trATISIAL. IN F a R TR@041te &ti:%nino 1 FiLTCia FAO /4K 11106.10A1. -- 2`t:1 r 144A W.W.F -_ \ I"' 1 ire WAsnEO 6RkVEL (APIA GRAVEL. wi - -- - - - 2 "s 4 "OCA is FIA Oft COLT - 1.11$1 . TYF CROSS SECTION /tbrr449 ll,44131 ELY- r. EXIST. GROUND 8" MIN. N T.S. - PUBLIC RIaIT -OF --W\Y • :'t:. Si111Iw111.111M: Y _ £XISCWG DR.IVDIAY RN•t' ce.. SITE ACCESS ROAD USE 2" TO 4" QUARRY SPALtS OR CRUSHED ROCK FOR. SURFACING AS SHOWN. MATERIAL WITH "FINES" IS NM ACCEPTABLE THE 50' MINIMA LEN= SHALL BE LENGIHEIED AS NECESSARY TO INSURE MATERIAL IS NOT TRACKED INTO THE PUBLIC RIG(fi- 0E-NAY. TEMPORARY CONSTRUCTION ENTRANCE z 0 0 as 0 (1) 03 (0 MOTE: PHASE 1 CLEARING TO INCLUDED ROADS UTILITY CORRIDORS. PHASE 2 CLAARING LIMITS TO BE DETERMINED IN THE FIELD WITH OWNERS AND CITY PLANNING DEPARTMENT PRIOR TO FINAL SITE CLEARING. ALL t7/fla2 Tm S 7i) 8E fM66Eb /AI&ot)/Aij:; Iie&'-5 5/T//414F k. n. 1 11 1111111I1I111111111I111I1I1111111I 1 n 11 near U r'Ec'uxn, 12 c:l 6-i- '6i t( 151 Z l 1t O L 6 t3 L 9 C.1 fl E Z t "a' 0 IIII! 111111111111111A111I11!!II 1111111 !111!11l11111111111Phi!111IIII ST P w" z 0 o "oe cc CC 0 LLI ecit cc Pso, a. 44 z usj 0s an,s THB Colorado Corporation SILVER ton 98032 Horizontal 0 z u I t4 Ram 1 41) ri NM el al r I 03 c sag . Job Number