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Permit D2000-036 - RIVER HILLS - LOT 7 - NEW SINGLE FAMILY RESIDENCE
RIVER HILLS - LOT 7 4012 S 126 ST EXPIRED SEP 1 8 2001 D2000 -036 4J r City of Tukwila Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: 794520 -0035 Permit No: 62000 -036 Address: 4012 S 126 ST Status: ISSUED Suite No: Issued: 07/12/2000 Location: Expire:: 01/08/2001 Category: NSFR Type: DEVPERM Zoning: Const Type: V -N Occupancy: DWELLING Gay. /Elec.: UBC: 1997 Units: 001 Fire Protection: Setbacks: North: .0 South: .0 East: .0 West: .0 Water: 125 Sewer: VAL VUE Wetlands: Slopes: Y Streams: Contractor License No: OCCUPANT RIVER HILLS LOT #7 Phone: 4012 S 126 ST, TIIKWILA, WA 98188 OWNER KEYSTAR INC Phone: 425- 822 -6953 6752 -LK WASHINGTON BLVD NE, SUITE 815, KIRKLAND, WA 98033 CONTACT LARRY MUELLER Phone: 425 -785 -7635 6752 LAKE WASHINGTON BL #B15, KIRKLAND, WA 98033 k :Q•k*k•k• ** *k * *1 k*k k ** :k•kkkkk :k :k :k• *k• kkk**** kkkkkk kk k•k kk 4 4 kk• kk ***kk:k** :********k ** *k* Permit Description: CONSTRUCTION OF A NEW 1,828 SO FT SINGLE FAMILY RESIDENCE AND'460 SO FT ATTACHED GARAGE. . PUBLIC WORKS ACTIVITIES INCLUDE: k :k :* :A*•k:A** kkk• kk• kk - k-k-k* — kk: k• k kk k**. k** kk k kkkkk kk*kkkkkk kkkk: k• k k k•kk **** Construction Valuation: - 166,644.00 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: ljm Curb Cut /Access /Sidewalk; /GS.:,: Y Fire Loop Hydrant: No: Size(in): .00 Flood Control Zone: Hauling: Start Time: End Time: Land Altering: Y Cut: 50 Fill: 50 Landscape Irrigation: Moving Oversized Load: Start Time: End Time: Sanitary Side Sewer: No: Sewer Main Extension: Private: Public: Storm Drainage: Y Street Use: Water Main Extension: Private: Public: *•A•kk• kkk• k k* kk• k k k****k-A•kk *k * k;irk•k kkk: k• kkkk• k** k• kk kkkkk• k•k k*• k• k• k k• kkk **k * *•k* - kk: TOTAL DEVELOPMENT PERMIT FEES: $ 2,373.77 k * * : :c • k * :k•k•k*** *•k•k k k•k :* kk :kk k k•k * k k kA : k • kk :k* k•k kk•k k•k•k•kk•k * *kkk k k Permit Center Authorized Signature: Signature: - Print Name: DEVELOPMENT PERMIT (206) 431 -3670 Dater — IZ I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the pr ~ovisi 1 of any other state or local laws regulating construction or the performer e of work. I am authorized to sign for and obtain this development p This permit shall becore null and void if the work is not commenced within 130 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. Date : -7 6 z U O' (oo ww` W LL w 0 g Q' 0 = W z � 1-0 z I- D p U 0 N; 0 I-- w Ii z 0 V. z , CITY OF TIJKWILA • Address: 4012 S 126 ST Permit No: 1)2000-036 Suite: tenant: Stalus: :ISSUED Type: DEVPERM Applied: 02/03/2000 Parcel •g: 794520-0035 Issued: 07/12/2000 11 . 4 .A* 14 :k4.1.*1 , A*;k*********6:Akilt**AA . AAAA1***AAAAA*AAA*A*A*k*.A . A**F.kkAl*A*kJA***A Permit Conditions: .1.. No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 2. All permits, inspection records, and approved plans shall be available at the job site prior to the start of any con- . struction. These Aocuments are to be maintained and avail- able until fina,1 inspection approval is granted. 3. Electrical per shall be obtained through the Washington State Division of . Labor and Industries and all electrical work will be inspected by that agency (248-66)0). 4'. 'Plumbing-permits shall be obtained through the Seattle-King County Department of Public Health. Plumbing will be inspected, by that agency, including all gas piping (296=-4722). 5. All mechanical work shall be under separate permit issued by the City of Tukwila. 6. All to be dune in conformance with approved . plans and requirements of the Uniform Building Code (1997 Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington 'State Energy Code (1997 Edition). 7 Validity of Permit. The issuance of a permit or approval' of plans, specifications, and computations shall not be con- strued to be a permit for, or an approval of, any violation 0$ any of the,provisions of the building code or of any other ordinance of the jurisdiction. No permit presuming to give - authority to violate or cancel the provisions of this code shall be valid. 8. Notify the City of Tukwila Building Division prior to placing-any concrete. This procedure is in addition to any requirements for special inspection. 9. There shall be no occupancy of the building(s) until the final inspection has been completed by the Tukwila Building Inspector. 10. RECOMMENDATION OF ZIPPER ZEMAN GEOTECH REPORT DATED 4-27-00 MUST BE IMPLEMENTED AND FOLLOWED DURING THE COURSE OF DEVELOPMENT ON THIS PROPERTY. 11. Temporary erosion control measures shall be implemented as the first order of business to prevent erosion and offsite transport of sediment. 12. The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 13. FROM OCTOBER 1 THROUGH APRIL 30, COVER ANY SLOPES AND STOCKPILES THAT ARE 3H:JV OR STEEPER AND HAVE A VERTICAL RISE OF 10 FEET OR MORE AND WILL BE UNWORKED FOR GREATER z < • I I- I- ; re it 00: (0 0 . cow, u i U < • CO 1 Z 0 Z ill us 2 D. 0 0 ( S. 0 I-- , L I 0 . Z f.2 E' o • z 15. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15 %. Tuning radii shall be a minimum of five feet Driveway shall be paved within 20' of right -of -way. 16.. For residential driveways, a <minimum 12" pipe shall be installed under the driveway at the existing drainage ditch location. I'. Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. Traffic Control Plans shall ; be submitted to the Inspector for prior approval 1E. : Al l:.water .improvements shall be installed and installation approved by WU125 before P u b l i c Works issues the Final Approval. All sewer improvements shall be installed and installation approved by ValVur sewer district before Public Works issues the Final 'approval: THAN 12 HOURS. DURING THIS TIME PERIOD, COVER OR MULCH OTHER DISTURBED AREAS, IF THEY WILL. BE UNWORKED MORE THAN 2 DAYS. COVERING MATERIAL MUST BE STOCKPILED ON SITE AT THE BEGINNING OF THIS PERIOD. INSPECT AND MAINTAIN THIS STABILIZATION WEEKLY AND IMMEDIATELY BEFORE, DURING AND IMMEDIATELY FOLLOWING STORMS. FROM MAY 1 THROUGH SEPTEMBER 30, INSPECT AND MAINTAIN TEMPORARY EROSION PREVENTION AND SEDIMENT AT LEAST MONTHLY. ALL DISTURBED AREAS OF THE SITE SHALL BE PERMANENTLY STABILIZED PRIOR TO FINAL CONSTRUCTION APPROVAL. CONTRACTOR SHALL NOTIFY PUBLIC WORKS UTILTIY INSPECTOR MR. GREG VILLANUEVA @ (206.)43 -- 0179 OF COMMENCEMENT AND COMPLETION OF WORK 'AT" LEAST 24 HOURS IN ADVANCE. Applicant shall provide the City an approved set of plans, signed by WU125 or ValVue sewer as appropriate, that shows: both '•p l an. and profile of the approved system: 19. All signs installed in City right of way shall meet current MUT•CD 20. Any material spilled onto any street shall be cleaned up immediately. Hauling over 50 c_y, shall require application for a Hauling Permit prior to any associated activity. 22. No sewer design was ", pruv i ded as part of the,: app l i cati on :submittal. The side sever design and subsequent construction :shall be completed in accordance with ValVue sewer standards. No water design was provided as part of the the application submittal. The water design anid subsequent installation shall be completed in accordance with W0125 standards. 23. Any septic tanks in the area shell be pumped empty and removed or filled with sand. A copy of documentation from the business that performed the pumping shall be provided to the City Utilities Inspector. 24. No framing or stockpiling of flammable materials onsite ;�a....? sit...,:. u' N:.:, o... .a.�.,......::.�:.+�•c:,;r..:.� 4.::r.ro�.:..aW.•.w..�:,cui�;5 ...L::.�.._...W.�L'.Va:,...: ais„ i+-' 5:+.=+ k�.,: �:.; �.: x.:tc.�a..i�.u�::.c.�:i�ra,...w z J U 0 0, rn o , w =, J H, w0 . u-< S2 H = . z � 1- 0 Z U D O N' 0 1- II) a z 0 a O 1-: • z shall commence pr iuf`'`". o installation and accept ac:e by WD125 and the City ` Tukwila Fire Department d 'ew water main and fire hydrants. Fire hydrant locations ifs be preapproved by Tukwila Fire Department. 2 Following installation of the water and sewer systems, Applicant shall provide the City one water and one sewer availability letter, PER ADDRESS, pertaining to that address and showing that address on the availability letters. 26. 'The Land Altering Permit fee is based upon an estimated ,'50 cy of cut and fill. 'If the final quantity exceeds this amount, the developer shall be required to calculate the final qt tity and pay the difference in permit fee prior to'th al Inspection. 27. Description of work to be done: brA4V4 1 611U%) Lt unt Vi-v lekc e Type of work: New Single - Family Residence ❑ Addition - Single - Family Residence Interior Remodel- Single - Family Residence ❑ Residential Accessory Structure* ❑ Remodel /Addition to Accessory Structure ❑ Garage(s) ❑ Deck(s) - Covered & Uncovered ❑ Residential Reroof Is this site served by: tlEl Sewer El Septic (King County Health Dept. approval required - 296 - 4722) "2' Existing Square Footage for Structure: I sq. ft. Dwelling sq. ft. Covered Deck(s) art sq. ft. Garage /Carport sq. ft. Accessory Structure(s) sq. ft. Uncovered Deck Phone: eti r- gr.- 76 Tr Fax #:�/ c 1 �' -- Q - 3( � Proposed New Square Footage: t MS, sq. ft. Dwelling sq. ft. Covered Deck(s) ALPO sq. ft. Garage /Carport sq. ft. Accessory Structure(s) sq. ft. Uncovered Deck Contractor: Floor Area Ratio: (total floor area of all structures divided by the area of the lot) 41,6 clp 540 33 *For an Accessory dwelling, provide the following: Lot area Floor area of principal dwelling Floor area of accessory dwelling Street Address: * Provide documentation that shows the principal owner lives in one of the dwellings as his or her primary residence. Project 12"/CIC /o , t . \ \ ' - t o (1 Value of CrAtion: Site Address: City State /Zip: .401 0 1, S.. titil''` ,A. Cld1 -1) l'ulew,'\tx, Tax Parcel Number: 994 ^005' Property Owner: .__._ - .4 e-- Phone: eti r- gr.- 76 Tr Fax #:�/ c 1 �' -- Q - 3( � Street Address: / / ( O7� Z �-! 0 14114 ?I dQ City e /Zi y 7 kph Contractor: gxr,vvz_. 540 33 Phone: Street Address: City State /Zip: Fax #: Ar ite t: Glom. Pk' N 4 7W -1 . « (1; . Pho e• 4 1 - 4' - ztot Street • ddres , 0�- 44 ^ e N _ ■ ' r iota / City State /Zip: "/ I P . Fax #: 4 '' 2 " l - 23t Engineer: ized 4, �5` t Phone: -It) _ Z-1. Street Address: 9) It 2 tz 4 '^4. 6v " , - ti met wn City State /Zip: �bol-U Fax #: 4\29_ - i .. 15 - Zak Contact Person: �{ I (kA,.. , 1 J Phone: Street Address: City State /Zip: Fax #: CITY OF TUK Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 TAFF USE ONLY Project Number: Permit Number: Single - Family Residential Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. PPLICANT REQUEST FOR:PUBLIC. WORKS ;SITE /CIVIL PLAN'REVIEW "OF:THE`FOLLOWING , (Additional�reviews shall be determined. by the Public Works Department) ❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Flood Control Zone ❑ Hauling ❑ Land Altering: 0 Cut cubic yds. 0 Fill cubic yds. ❑ Moving an Oversized Load: Start Time: End Time: El Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public El Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: gal Schedule: ❑ Miscellaneous Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be re- viewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall ex- pire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date ap ation ept Dat ollco ex Appcen by: (Initials) PLEASE SIGN BACK OF APPLICATION FORM SFPERMIT.DOC 2/13/97 Z IW CL 2 00 N J = H W W Z � I- 0 Z W W 0 co 0 0H W I- O .. Z W 0 Z BUILDING '0 O ..AUTHORIZED AGENT.': ` Signature: Date.% t_ 209 Print name: Aitt4.4 61--- 1 ire-32=7 4 l ( Fax #k.- )l Address: 6 7' ,... i cx A _ ( r 09 1 ' City /State /Zip: / 6,1 ALL SINGLE- FAMILY RESIDENTIAL PERMIT APPLICATIONS MUST SUBMITTED WITH THE FOLLOWING: DRAWINGS PREPARE' A REGISTERED ARCHITECT OR .. °:•ESSIONAL ENGINEER MAY BE REQUIRED BY THE BUILDING OFFICIAL • ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN • BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ ❑ Copy of recorded Legal Description from King County ❑ ❑ Certificate of water /fire flow availability (Form H -11a). Contact the Public Works Department (206) 433 -0179 for servicing district. ❑ ❑ Certificate of sewer availability (Form H -11). Contact the Public Works Department (206) 433- 0179 for servicing district. © ❑ Metro: Residential Sewer Certification (if Tukwila Sewer District) (Form H -12) ❑ ❑ King County Health Department approval for septic - 296 -4722 Four (4) sets of working drawings, which include: ❑ ❑ Site Plan (see example Form H -16) 1. Existing fire hydrant location(s). 2. Proposed access road. 3. Driveway location- driveway shall be 10' wide minimum and 20' wide maximum. If driveway is over 150' long, driveway shall be 20' wide and have an approved turnaround (City Ordinance 1741). 4. North arrow and scale. 5. Building setback from property lines. Any proposed or existing easements must be shown on plan. 6. Public Works review requires the following on site plan: driveway location (10' min., 20' max. width), show proposed and existing power, water and sewer lines, existing storm drainage system, downspouts and foundation drains, and where drains tie -in. 7. Parking plan. 8. Lowest building elevation (if in Flood Control Zone). 9. Estimated /proposed topography at 2' intervals and proposed elevation of lowest floor level. 10. Identify location of sensitive areas slopes 20% or greater, wetlands, watercourses and their buffers. 11. Identify location and size of significant trees that are located in sensitive areas and buffers or the shoreline zone. Of those, identify which are to be removed (Title 18, City of Tukwila Zoning Code). 12. Identify location of high water mark of the Green /Duwamish River if site is located within 200' of the high water mark. 13. See Public Works Checklist for detailed site plan information required for Public Works Review (Form H -9). Foundation plan and details Floor plan Roof plan Building elevations (all views) Building height Building cross - section Structural framing plans and details necessary to completely describe construction Washington State Energy Code Data (Gas /Electric /Oil /Propane /Heat Pump) Form H -15 available at Permit Center OR Prescriptive Heating System Sizing Chap 9 Form H -6. Complete Land Use Applications if not previously submitted (i.e., Reasonable Use Exception, Variance, Shoreline or Tree Permit). ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance and other land use or SEPA decisions. ❑ If dwelling has a septic tank, and a bedroom or bathroom are added, provide written approval from the King County Health Department or the Tukwila Public Works Department prior to submittal of permit application. ❑ ❑ Copy of Washington State Department of Labor and Industries Valid Contractor's License. If not available at the time of application, a copy of this license will be required before the permit is issued, unless the homeowner will be the builder OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized: Agent; If the applicant is other than the owner, registered architect/engineer, orcontractor licensed by the State. of. Washington, :a letter from the property owner authorizing the agent to submit this permit' application and obtain the: permit will be required as part of this submittal. . I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THF L(JWS OF THE STATE OF WASHINGTON, AND l AM AUTHORIZED TO APPLY FOR THIS PERMIT. SFPERMIT.DOC 2/13/97 z ~ w 00 co 0 W = U) u_ w g< I w _ z � 1-- z I— w w O • � CII- W W u 0 w z 0 z ,ti' s .. :4.4:k.kt4,;k.k:i•-k *;kI .:4:4A•% :4h'r;k,C:4# k' :1:4:kA:%:7 k k a:4 •t A•4 :4,1.r:4•k:k A•h•4h:4,4:4:k:k t; 1' -3 Y t!F 3`+.it; !+tR t`t4* . •.( .- t t }F'.;'1iE :4�k:N.4•k1••k�•:fi:kh;4 #-1 :4 .4:4'# 4 :4: h 1 1d••k: +r :l #lrtl •k•'••h:1:4 •1 :1 -4h•4k .. fR: A N : M]: T, N.u.0yer: R9800318 Amount: .1 83.. 9 ;> 07/12/00 16:310 T.4yuent Method: CHECK No '. :At :ion: gE73T +4R INC :tn•it :. ILO . 4 , rm 4 t No: 1)2000•••036 . •i'vp R i)EVPERM !)t;V1 I:UPi4i:11•f • 1'EItt1t 4• f'nr +cel. No: r ,4520.::06.35 !3 i to laeldf' a 4012 8 . :t,`•'t; '37 ••Co•Nsi I'eN : 2,37:3.7? '.1 y 0.13.',9! TC.ta 1 ALL Pmts: 2, 373 :,77 Bal ance: .00 &•kt 4*•k4k#i*k 04A J, kAkk• hk* k #vl*A4 #*•A• #*:4/••A * *-,k ki1•A•A•..itk:A • ta.c�:t ?u.r►t Coda :'.00('/32.2.100 '0.001 .3,8v'. x 0001342.400 0001 345'. 830 f 4)csisr i ption BUILDING RE.• PLAN CHECg . ••• 'UTILITY VI ATE (WILDING 8U Cr. 44GE INS C r• L ••• UTILITY r'r[ ry J.Nr'P,. FEE '• :i 4 ORM DRAIN t.(UD ALTER!NG PERMIT FEE LAND ALTERING P1.fai4 C11CC1< tafnoun! 4•.50 15.00 tJ.'00 23.50 Permit No: D2000-036 Type: DEVPERM DEVELOPMENT PERMIT Parcel No: 794520-0035 Location: S 126 ST & 40 AV S Total Fees: 2,263.27 •.This Payment 889.82 Total ALL Pmts: 889.82 Balance: 1,373.45 **************************************************************** Account Code Description Amount • 000/345.830 PLAN CHECK - RES 889.82 II *************************************************************** CITY OF TUKWILA, WA [2 TRANSMIT ********************* iF* *************************************** TRANSMIT Number: R9800229 Amount: 889.82 02/03/00 15:07 i gn f. u_ < Payment Method: CHECK Notation: KEYSTAR Init: TLB , m:D zr. a uj I- ., I I- 0 Z I- LLI ui , 2 D D a ° CO 0 - 0 I- L W m W I- 17 L 6 . LL1 z == 0 Z 1173 02/04 9717 TOTAL 08942 4 ide;le;ift-Vit,i;‘,i,;- '12 1 iv •''• ^ 1 10 Project: _ �1 2t V Ty e of lns Address: Date called: Special instructions: Date wanted: 0 2 . / Z. a a.m. p.m. Request7a n e 1/ Phone: . INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila WA 98188 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit COMMENTS: ��LZu.r/Yli» 42i Mr c+0 u--t' -- � ( de-I ce ' 021 Inspector: /± / _ J Date: 0Z.r2. D) El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: A 64-t 5 0214, — aid PERMIT NO. (206)431 -3670 Corrections required prior to approval. uAkui.4.'' k Fit, 42: r2; ., 4yt!;v S. 0:,...:• a -A, vde fti��Yt��:; {':�a:;ai�fin�'; ?=n :#y�tizr. %'.rR r;� +:,i.a+;iA " Project: Lot - 7 Type of Inspection: ..• 4542 C©n ii • Address: , 1 -1012._ 5 10 12 Die called: 12 Special instructions: Date want (c0 a.m. P.m. Requester: Phone: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 El Approved per applicable codes. PERMIT NO. (206)431-3670 orrections required prior to approval. COMMENTS: 7,/iitir) iRe..-.1 -clop w of o(Voys r Se.fr eirost Of r ory k-rOk 1 no-% k../) . e 0 (See 4V) o 54—ill IA Cdrce_ ce os a. 12//,5/0 - Por ct c:144"-\-- s -PX Co Inspector: te-J Date: J $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Projec : .., r, Type of Inspection: o fr _ Address: L di 7 Woe ti VIII Date called: 12// CO Special instructions: Date wanted: a.m. p.m. Requester: Phone: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 E] Approved per applicable codes. PERMIT NO. (206)431 -3670 orrections required prior to approval. COMMENTS: 1 Z! t A r s c_6,i-hro 1 L-- ai of U Q n c a 1 02-- -ca. i 0-U C eotS 4c-- a e c A- , M n -\-i i e oak. Y j ( u) f 4k 4 4 j & 5 kc - 6.1te,t-N vi erasio tt S ! Ck_ Inspector: 1117) Date: way 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: itza ,rG i us. �ciyotL,al'37N4,.Zrz .. . 0krn; roLtn r�. x•. w?twi,. x',e-, kk1,3r: uiar. a::! rr:siMaaoYw,a..hF+.Kieli;A . r. �i�<` sA::;' Fi eii" s�: U; a°;: kct;.!' x'✓#+�;' ?•.tM;irdtaa�rk�:�a;a '. u; 2 «::iii;od+Ail •.,. ;.;X?t1F{'Cir`.d iki5 %St`4AiLs 46V ,4 Project: R \v c ►r 1-1 111 Lo+ 1 Tyne of Inspectl'on: "Fbc)*t r' cj br c, t r �. Address: q 17 ~ I Z +1, - Date called: f `I -,a-6 - 00 Special instructions: Dat wanted: a.m. (- 0-7~ o� rm. , Requester: -.1 C I-1-. ! L S-(-t7 NSO e INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 COMMENTS: Approved per applicable codes. EI Corrections required prior to approval. 1 _,. .. $47.00 REINSPECT! • FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: s;,ct�..,....�3. %, ;:.'; Jei+:. i�` �n1a :K�7�ti::Est:t�t.;;�'o-:aa:Jr t :,.n`.4.4 • Ltr. l�a:'31ti.4nr . -y :�,'r "�^4i n ?e�tf `sY4+!!F t•::13:. h. t8wc °..t ! w:ti.l ' Ls`:i '� ,c .r ' !. + tYA'43. W. Kkild +T,'+af�iri`i! "��}+rt.Av2ir ,.>s. iiA:.,ns/':i:i{kS.�y. z 6 Jo U O : rn o. W =, J w • 0 -1 • N d ' = w I- 0 Z I— gi p :. O N '. 0 I- 1 1J W 1i 0 ,. Ii Z = ; O 1— Z IN elect: eve \ - n \ S L V� Type of Inspection: F& r rt ft-C4 t h c S Address: S 1 ,2.1f. r .- D c al l ed: Special instructions: . gate wanted: t ^ E ` C\_ a.m p.m. Requester: Jt lick. .1 e uc=. i4 one• pproved per applicable codes. Inspector:' '1_ t,tJ•l �..: "x+. Yc . ;i, Sr". .f ' INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 El Corrections required prior to approval. COMMENTS: Date:qi t` 00 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: &;' ' i.r`+" `.�c:+dti •'Si���;,.5tarbi:'✓,Hi! 3r.�4" .3d� iC2;1n : o'i ,nviFt�tipir' c. Projectl. vev ,\;\ \ Lot 7 Typ of Insp ction: ' ttl�r cr'r�:vn Tod t rv_ s A. S I� (0.0- S+ H012 Date called: g _ Da Special instructions: Date wanted: I- 00 p.m. Reques r: Phone: 1-0_S- ci- 1 INSPECTIONRECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 - 36'70 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspect Date / — Zaxs 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: i➢:+{3:.TLSZaan$;+�i�' " dt" 7 �: L.' f': �t�io �:'* �i+ �. �.. ti :` u. W � ` , A: �?.' 4. �X +s;:�.it6 AFL"• kr`: �+` �`-" �:. t;:.: ::;:^- :t.;:sJ;�t..w:�:6:i:3.f: .Ja ` kkYaPia3± S14: ri`: Z? a. ktnSr4u44,,e4': t£ 1ait4: r: �Y» d., Ykw+ iStitl .. W . 0 O 0) 0 . N W 9 _ H, LL ; tu g' . Z Z � tu 2 no 0 —, 0 H w W' H H u. U - _. Z r October 3, 2000 Dear Mr. Mueller, City of Tukwila Department of Public Works James F Morrow, P.E., Director Mr. Larry Mueller 6752 Lake Washington Boulevard #B15 Kirkland, WA 98033 Subject: Keystar /River Hills File #: D2000 -077 Lot 5 D2000 -035 Lot 6 D2000 =;036 Lot 7 D2000 -037 Lot 8 D2000 -078 Lot 9 D2000 -038 Lot A D2000 -39 Lot H The City issued the above building permits with several conditions for construction activities. Some of the conditions apply to erosion prevention and sediment control. Keystar is not meeting these conditions. A summary of the City's erosion prevention and sediment control requirements and a copy of the permit conditions is enclosed. Keystar installed silt fence as perimeter protection, but has not maintained the fencing. In addition, in some locations the silt fence is being used more as a retaining wall, which is contrary to its intended use. None of the unworked areas have cover measures. All year round the City requires seeding on all disturbed areas which will be unworked for 30 days or more. From May 1 through September 30, the City requires temporary cover measures on ALL areas left undisturbed for more than seven days. Beginning October 1, all disturbed areas left unworked for more than two days shall be covered and all seeded areas must be mulched by October 8 All of the lots, except part of lot A and part of lot H, have been unworked for several weeks. In addition, there are cuts into the steep slopes which have no erosion prevention measures on them. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.433.0179 • Fax: 206.431.3665 , +P.* " " "'• : &t.4.24.1 Steven M. Mullet, Mayor f The City requests you take the necessary action to bring the erosion prevention and sediment control up to City requirements by October 11, 2000. I intend to have your site inspected on October 11, 2000. If on that date the erosion prevention and sediment controls are not in place, the City will issue a Stop Work Order. • Sincerely, ce 2 UV U Oi co o; cn w: Jim Morro Public Works Director Cc: Bob Parnell Steve Araki Greg Villanueva File Enclosures Permit conditions Summary of Erosion Prevention and Sediment Control Cover Requirements Design specifications for ESC measures Inspection and monitoring requirements J Q W' W } O' J; u. _ LU Ha Z F ;0i coC LLI LL J z . 6 Z October 3, 2000 ' Mr. Bob Parnell 4422 187 Place SE Issaquah, WA 98027 Dear Mr. Parnell, City of Tukwila Department of Public Works Subject: Keystar /River Hills File #: D2000 -077 Lot 5 D2000 -035 Lot 6 D2000 -036 Lot 7 D2000 -037 Lot 8 D2000 -078 Lot 9 D2000 -038 Lot A D2000 -39 Lot H Steven M. Mullet, Mayor James F Morrow, P.E., Director The City issued the above building permits with several conditions for construction activities. Some of the conditions apply to erosion prevention and sediment control. Keystar is not meeting these conditions. A summary of the City's erosion prevention and sediment control requirements and a copy of the permit conditions is enclosed. Keystar installed silt fence as perimeter protection, but has not maintained the fencing. In addition, in some locations the silt fence is being used more as a retaining wall, which is contrary to its intended use. None of the unworked areas have cover measures, All year round the City requires seeding on all disturbed areas which will be unworked for 30 days or more. From May 1 through September 30, the City requires temporary cover measures on ALL areas left undisturbed for more than seven days. Beginning October 1, all disturbed areas left unworked for more than two days shall be covered and all seeded areas must be mulched by October 8 All of the lots, except part of lot A and part of lot H, have been unworked for several weeks. In addition, there are cuts into the steep slopes which have no erosion prevention measures on them. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.433 -0179 • Fax: 206. 431.3665 The section of 40 Avenue South which is north of South 126 Street was cleared without the City's approval. Bob Parnell, a Keystar representative indicated this road would be covered with angular 2" minus rock to stabilize the right -of -way. This section of public right -of -way is still unstabilized. The City requests you take the necessary action to bring the erosion prevention • and sediment control up to City requirements by October 11, 2000. I intend to have your site inspected on October 11, 2000. If on that date the erosion prevention and sediment controls are not in place, the City will issue a Stop Work Order. Sincerely, Jim Morrow Public Works Director Enclosures Permit conditions Summary of Erosion Prevention and Sediment Control Cover Requirements Design specifications for ESC measures Inspection and monitoring requirements Cc: Bob Parnell Steve Araki Greg Villanueva File City of Tukwila Department of Public Works rt w; 00 (00 W O ; g Q • 11J Lu: U O t— w w` H V' ~ Ol u i Z . N ; The City issued the above building permits with several conditions for 1 construction activities. Some of the conditions apply to erosion prevention and z sediment control. Keystar is not meeting these conditions. A summary of the City's erosion prevention and sediment control requirements and a copy of the permit conditions is enclosed. October 3, 2000 Mr. Steve Araki 6752 Lake Washington Blvd Issaquah, WA 98027 Subject: Keystar /River Hills File #: D2000 -077 Lot 5 D2000 -035 Lot 6 Dear Mr. Araki, D2000 -036 Lot 7 / D2000 -037 Lot 8 D2000 -078 Lot 9 D2000 -038 Lot A D2000 -39 Lot H Steven M. Mullet, Mayor James F Morrow, RE., Director Keystar installed silt fence as perimeter protection, but has not maintained the fencing. In addition, in some locations the silt fence is being used more as a retaining wall, which is contrary to its intended use. None of the unworked areas have cover measures. All year round the City requires seeding on all disturbed areas which will be unworked for 30 days or more. From May 1 through September 30, the City requires temporary cover measures on ALL areas left undisturbed for more than seven days. Beginning October 1, all disturbed areas left unworked for more than two days shall be covered and all seeded areas must be mulched by October 8 All of the lots, except part of lot A and part of lot H, have been unworked for several weeks. In addition, there are cuts into the steep slopes which have no erosion prevention measures on them. 6300 South center Boulevard, Suite #100 • Tukwila, Washington 98/83 • Phone: 206.433.0179 • Fax: 20o•4 31.3005 sh :ixt *get ' w . The section of 40 Avenue South which is north of South 126 Street was cleared without the City's approval. Bob Parnell, a Keystar representative indicated this road would be covered with angular 2" minus rock to stabilize the right -of -way. This section of public right -of -way is still unstabilized. The City requests you take the necessary action to bring the erosion prevention and sediment control up to City requirements by October 11, 2000. I intend to have your site inspected on October 11, 2000, If on that date the erosion prevention and sediment controls are not in place, the City will issue a Stop Work Order. Sincerely, ksll) 1 Q'LRLnL3 im Morro Public Works Director Enclosures Permit conditions Summary of Erosion Prevention and Sediment Control Cover Requirements Design specifications for ESC measures Inspection and monitoring requirements Cc: Bob Parnell Steve Araki Greg Villanueva File CITY OF TUKWILA Address: 4000 S 126 ST Permit No: D2000 -077 Suite: Tenant: Status: ISSUED Type: DEVPERM Applied: 03/07/2000 Parcel #: 794520 -0005 Issued: 07/12/2000 Permit Conditions: 1. No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 2. All permits, inspection records, and approved plans shall be available at the job site prior to the start of any con- struction. These documents are to be maintained and avail- able until final inspection approval is granted. 3. Electrical permits shall be obtained through the Washington State Division of Labor and Industries and all electrical work will be inspected by that agency (248- 6630). 4. Plumbing permits shall be obtained through the Seattle -King County Department of Public Health. Plumbing will be inspected by that agency, including all gas piping (296- 4722). 5. All mechanical work shall be under separate permit issued by the City of Tukwila. 6. All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997 Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). 7. Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations shall not be con- strued to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code shall be valid. 8. Engineered truss drawings and calculations shall be on site and available to the building inspector for inspection purposes. Documents shall bear the seal and signature of a Washington State Professional Engineer. 9. Any exposed insulations backing material shall have a Flame Spread Rating of 25 or less, and material shall bear identi- fication showing the fire performance rating thereof. 10. Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 11. All wood to remain in placed concrete shall be treated wood. 12. There shall be no occupancy of the building(s) until the final inspection has been completed by the Tukwila Building Inspector. 13. Temporary erosion control measures shall be implemented as the first order of business to prevent erosion and offsite transport of sediment. All erosion control must meet the 1998 King County Surface Water Design Manul standards. 14. The site shall have permanent erosion control measures in • place as soon as possible after final grading has been W' OO H ) o. cow CD u. W O u.< W O 3 of U Ni !O o W W ` Ut 1L I . LU U � completed and prior to the Final Inspection. 15. FROM OCTOBER 1 THROUGH APRIL 30, COVER ANY SLOPES AND STOCKPILES THAT ARE 3H:1V OR STEEPER AND HAVE A VERTICAL RISE OF 10 FEET OR MORE AND WILL BE UNWORKED FOR GREATER THAN 12 HOURS. DURING THIS TIME PERIOD, COVER OR MULCH OTHER DISTURBED AREAS, IF THEY WILL BE UNWORKED MORE THAN 2 DAYS. COVERING MATERIAL MUST BE STOCKPILED ON SITE AT THE BEGINNING OF THIS PERIOD. INSPECT AND MAINTAIN THIS STABILIZATION WEEKLY AND IMMEDIATELY BEFORE, DURING AND IMMEDIATELY FOLLOWING STORMS. FROM MAY 1 THROUGH SEPTEMBER 30, INSPECT AND MAINTAIN TEMPORARY EROSION PREVENTION AND SEDIMENT AT LEAST MONTHLY. ALL DISTURBED AREAS OF THE SITE SHALL BE PERMANENTLY STABILIZED PRIOR TO FINAL CONSTRUCTION APPROVAL. 16. CONTRACTOR SHALL NOTIFY PUBLIC WORKS UTILTIY INSPECTOR MR. GREG VILLANUEVA O (206)433 -0179 OF COMMENCEMENT AND COMPLETION OF WORK AT LEAST 24 HOURS IN ADVANCE. 17. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 157x. Turning radii shall be a minimum of five feet. Driveway shall be paved within 20' of right -of -way. 18. For residential driveways, a minimum 12" pipe shall be installed under the driveway at the existing drainage ditch location. 19. Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 20. All water improvements shall be install and the installation aapproved by WD125 before Public Works gives Final Approval. All sewer improvements shall be installed and the installation approved by ValVue sewer district befroe Public Works gives Final Approval. Applicant shall provide the City an approved set of drawings for both the water and the sewer, signed by WD125 or ValVue sewer as appropriate, that show both the plan and the profile of the installed system. 21. All signs installed on City right of way shall meet current MUTCD standards. 22. Any material spilled onto any street shall be cleaned up immediately. 23. Hauling over 50 cy shall require application for a Hauling Permit prior to any associated activity. 24. No sewer design was provided as part of the application submittal. The side sewer design and subsequent construction shall be completed in accordance with ValVue sewer standards. No water design was provided as part of the application submittal. The water design and subsequent construction shall be completed in accordance with WD125 standards. 25. Any septic tanks in the area shall be pumped empty and removed or filled with sand. A copy of documentation from yiblsa'ia'' i'i1tL;dn:Sit ' :ac:hdsr?.,.. �.rr�' i:a vu,'Au • to the City Utilities Inspector. 26. No framing or storage of flammable materials onsite shall commence prior to installation and acceptance by WD12S City of Tukwila Fire Department of new water main and fire hydrants. Fire hydrant location shall be preapproved by Tukwila Fire Department. 27. Following installation of the water and sewer systems, Applicant shall provide the City with one water and one sewer availability letter, PER ADDRESS, pertainiang to that address and showing that address on the availability letters. 28. The Land Altering Permit fee is based upon an estimated 90 cy of cut and fill. If the final quantity exceeds this amount, the developer shall be required to calculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 29. OWNER /APPLICANT /CONTRACTOR DATE • thekg_ss that performed the "wpw, shall @ provided CITY OF TUKWILA Address: 4031 S 126 ST Permit No: D2000 -038 Suite: Tenant: Status: ISSUED Type: DEVPERM Applied: 02/03/2000 Parcel $(: 734060 -0662 Issued: 09/20/2000 Permit Conditions: 1. No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 2. Engineered truss drawings and calculations shall be on site and available to the building inspector for inspection purposes. Documents shall bear the seal and signature of a Washington State Professional Engineer. 3. Any exposed insulations backing material shall have a Flame Spread Rating of 25 or less, and material shall bear identi- fication showing the fire performance rating thereof. 4. All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997 Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). 5. Plumbing permits shall be obtained through the Seattle -King County Department of Public Health. Plumbing will be inspected by that agency, including all gas piping (296- 4722). 6. Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 7. All wood to remain in placed concrete shall be treated wood. 8. Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations shall not be con- strued to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code shall be valid. 9. There shall be no occupancy of the building(s) until the final inspection has been completed by the Tukwila Building Inspector. 10. FROM OCTOBER 1 THROUGH APRIL 30, COVER ANY SLOPES AND STOCKPILES THAT ARE 3H:1V OR STEEPER AND HAVE A VERTICAL RISE OF 10 FEET OR MORE AND WILL BE UNWORKED FOR GREATER THAN 12 HOURS. DURING THIS TIME PERIOD, COVER OR MULCH OTHER DISTURBED AREAS, IF THEY WILL BE UNWORKED MORE THAN 2 DAYS. COVERED MATERIAL MUST BE STOCKPILED ON SITE AT THE BEGINNING OF THIS PERIOD. INSPECT AND MAINTAIN THIS STABILIZATION WEEKLY AND IMMEDIATELY BEFORE, DURING AND IMMEDIATELY FOLLOWING STORMS. FROM MAY 1 THROUGH SEPTEMBER 30, COVER ALL AREAS WHICH REMAIN UNWORKED FOR MORE THAN SEVEN DAYS. INSPECT AND MAINTAIN TEMPORARY EROSION PREVENTION AND SEDIMENT NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 11. 20. 25. ALL DISTURBED AREAS OF THE SITE SHALL BE PERMANENTLY STABILIZED PRIOR TO FINAL CONSTRUCTION APPROVAL. OWNER /APPLICANT /CONTRACTOR Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off - site or into existing storm drainage facilities . 12. The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 13. Contractor shall notify Public Works Utility Inspector at 206 - 433 -0179 of commencement and completion of work at least 24 hours in advance. 14. FRAMING OF STRUCTURES SHALL NOT COMMENCE PRIOR TO NSTALLATION OF FIRE HYDRANT AND ACCEPTANCE BY THE CITY'S FIRE DEPARTMENT. 15. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15%. Turning radii shall be a minimum of five feet. Driveway shall be paved within 20' of right -of -way. 16. ALL SIGNS SHALL MEETS MUTCD STANDARDS. 17. Any material spilled onto any street shall be cleaned up immediately. 18. Hauling over 50 cy shall require application for a Hauling Permit prior to any associated activity. 19. Any septic tanks in the area shall be pumped empty and removed or filled with sand. A copy of documentation from the business that performed the pumping shall be provided to the City Utilities Inspector. Work affecting traffic flows shall be closely coordinated with the City's Utilities Inspector. Traffic control plans shall be submitted to the Inspector for prior approval. 21. The City of Tukwila has an undergronding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 22. APPLICANT SHALL PROVIDE WATER AND SEWER AVAILABILITY LETTERS FOR THIS ADDRESS AFTER THE WATER AND SEWER SERVICE ARE INSTALLED. 23. No framing or stockpiling of flammable materials onsite shall commence prior to installation and acceptance by WD125 and the City of Tukwila Fire Department of new water main and fire hydrants. Fire hydrant locations shall be preapproved by Tukwila Fire Department. 24. Following installation of the water and sewer systems, Applicant shall provide the City one water and one sewer availability letter, PER ADDRESS, pertaining to that address and showing that address on the availability letters. DATE • ..� ,,:'aW %'wi^G.'; :.w iY.:+r.a.. ''li'e:$I`•..Yi�'+ -�.ui� �`u¢:Luiidu.•i '3i.+.1`.id4w: • : Lb. 2 Q ; CO 11J U. W 0 ` g C: [L r J. a : W ' ? Z O N Vim 0 W a O : .Z U =( O Z SUMMARY OF EROSION PREVENTION AND SEDIMENT CONTROL COVER REQUIREMENTS A condition of the your permits is that the erosion prevention and sediment control be installed as the first order of business. Keystar has installed erosion silt fence in an in an inappropriate application and has not provided temporary cover for the nearly two acres of disturbed soils. The following summarizes the City's standards for cover measures: May 1 through September 30, temporary cover measures shall be installed on ALL areas left undisturbed for more than seven days. October 1 through April 30, temporary cover measures shall be installed on ALL disturbed areas left unworked for more than TWO DAYS. These requirements may be relaxed at the City's discretion, depending on site topography and other conditions. At all times, any disturbed areas left unworked for more than 30 days shall be seeded. Wet season requirements — At a minimum, the ESC plan and plan notes shall provide the following for work which will occur from October 1 through April 30: • Install temporary cover measures on all areas which will remain unworked for more than TWO DAYS and on stockpiles and steep cut and fill slopes. • Retain onsite a quantity of cover measures materials sufficient to cover all disturbed areas. • By October 8, temporarily seed and mulch all areas that will be unworked during the wet season. • Mulch all seeded areas. • Stabilize all construction traffic areas, unless already graveled. SUMMARY OF CITY ESC REQUIREMENTS The erosion prevention and sediment control (ESC) plan shall be designed in accordance with the current edition of the King County Surface Water Design Manual. The plan shall provide information for temporary erosion prevention and sediment control during all phases of construction and also shall provide cc permanent stabilization for disturbed areas. During construction, the City may gg 2 . require additional measures as needed to prevent erosion and retain sediment. U o' 1. Principles — The plan shall emphasize erosion prevention rather than w "' sediment control and shall minimize the extent and duration of soil exposure. n In addition, the plan shall minimize runoff -off velocities and retain sediment w o . on -site. LL ' 2. Plan — At a minimum the ESC plan shall show clearing limits, sensitive area = 0, buffers, and shall provide temporary stabilization, sediment retention , and Z perimeter protection. In addition, some projects will require stabilized traffic o z � areas and surface water controls, which shall be shown on the ESC plan. The w w plan shall also provide a description of final stabilization methods. 2 o` U 3. Seeding — The plan shall provide the seed mix for the temporary and o t permanent seeding. 0 4. Cover measures — i ii z May 1 through September 30, temporary cover measures shall be _ installed on ALL areas left undisturbed for more than seven days. z • October 1 through April 30, temporary cover measures shall be installed on ALL disturbed areas left unworked for more than TWO DAYS. These requirements may be relaxed at the City's discretion, depending on site topography and other conditions. At all times, any disturbed areas left unworked for more than 30 days shall be seeded. 5. Wet season requirements — At a minimum, the ESC plan and plan notes shall provide the following for work which will occur from October 1 through April 30: • Install temporary cover measures on all areas which will remain unworked for more than TWO DAYS and on stockpiles and steep cut and fill slopes. • Retain onsite a quantity of cover measures materials sufficient to cover all disturbed areas. • By October 8, temporarily seed and mulch all areas that will be unworked during the wet season. • Mulch all seeded areas. • Stabilize all construction traffic areas, unless already graveled. ESC MAINTENANCE 1. Failure to maintain ESC measures in accordance with the approved maintenance schedule may result in the work being performed at the direction of the Director and assessed as a lien against the property where such facilities are located. 2. During the life of the project, the Applicant/Owner shall maintain in good condition and promptly repair, restore, or replace all grade surfaces, walls, drains, dams, structures, vegetation, erosion and sediment control measures, and other protective devices in accordance with approved plans. 3. The Applicant /Owner shall monitor the downstream drainage features, and shall, with City approval, remove all sediment deposition resulting from project - related work. 4. The City shall assume maintenance and operation responsibilities for all ESC measures located within public easements and rights -of -way, following final acceptance of such facilities by the City. ESC DURING CONSTRUCTION IIMESISCOMAIMINKSZtmienemPsymtem 1) As the first order of business, the Permittee shall install erosion prevention and sediment control measures per the ESC. Install the downstream temporary ESC measures before any site disturbance occurs. Before the temporary measures are removed, install and establish the upstream permanent ESC measures. 2) The Permittee shall at all times protect sensitive areas, their buffers, and adjacent private properties and public rights -of -way or easements from damage during land altering operations. The Permittee shall restore, to the standards in effect at the time of the issuance of the permit, sensitive areas, their buffers, and public and private properties and improvements damaged by the Permittee's operations. 3) Permittee shall arrange for and comply with the following: • Notify the Public Works Department within 48 hours following installation of ESC measures. Z • tom. U O' co o ww U) w g Q, 12 a Hw I-0' zI- W w; 2 o: U .w w . F w z • 0 �'.. z • Obtain permission in writing from the Public Works Department prior to modifying the ESC plan. • Maintain all road drainage systems, storm water drainage systems, control measures and other facilities as identified in the ESC plan. • Repair any siltation or erosion damages to adjoining properties and drainage facilities. • Inspect according to the approved ESC inspection schedule, and make needed repairs immediately. Table 2 Matrix of temporary and permanent erosion control measures and estimated effectiveness ratings. EROSION CONTROL MEASURE Clearing.Limits Natural Vegetation Natural Buffer Zone Fencing ust :Control:. Palliatives T I Stabilize the soil E Wet :Season :RequirOments : Project Shutdown for Winter Snow Controls Cover: Measures' Mulch Netting /Matting /Blankets Plastic sheeting Seeding Sodding Plantings . Perimeter; Protection Silt Fence Straw Bales Brush Barrier Sand Bags Biofilter Bags Traffic :`Area :Stabiiization ::: • Aggregate Entrance Road /Parking Gravel Fitter Berm Sediment:.Reterition Sediment Trap Sediment Basin .'Surface:WaterControl: Interceptor Dikes Swales and Pipe Slope Drain Check Dam Gabion Walls /Mattresses Gradient Terraces Surface Roughening Catch Basin Inserts Rock Splash Pad Level Spreaders Riprap TEMPORARY VS PERMANENT P P T T T T T T T/P P P T T T T T T T T T P T T T T P P T P T P PURPOSE* Preserve vegetation Sheet erosion Protection of site Stabilize the site Control snow melt Stabilize the soil Stabilize the soil Stabilize the soil Stabilize the soil Stabilize the soil Prevent erosion Control Sediment Control sediment Control sediment Control Sediment Control Sediment Control sediment Control sediment Control sediment Trap sediment Capture sediment Control runoff Convey runoff downslope Control sediment/runoff Convey and control runoff Stabilize soil Stabilize soil Trap sediment Prevent erosion Discharge runoff Stabilize soil RATING ** E E M E E E M P E M E E P M M P E E M E E M E M M M E E E P E Assumes used for all types of erosion unless otherwise indicated. ** Designation assumes correctly installed: E =Excellent, M= Moderate, P =Poor Chapter 1 Erosion Control Page 15 Dust Control Preventative measures to minimize the wind transport of soil, prevent a traffic hazards and reduce sediment transported by wind and deposited in water resources. Applications When exposed soils are dry to the point that wind transport is possible and roadways, drainage ways or surface waters are likely to be impacted. Advantages • Reduces movement of soil to offsite areas. Disadvantages • Over watering, when water is used as dust control, may cause erosion. Design Criteria • Dust control is covered in the 00280 Supplemental. The designer can provide project- specific dust control specifications in the 00280 Special Provisions. • Dust control measures include: * Temporary stabilization practices such as temporary and permanent seeding, temporary mulching and erosion control blankets. * Sprinkling exposed areas with water. * Installing construction entrances and stabilizing construction haul roads. * Application of calcium chloride. Buffer Zone A buffer zone consists of an undisturbed area or strip of natural vegetation or an established suitable planting which reduces erosion and runoff. Applications • Between disturbed areas and streams or other water bodies. • Along natural swales and at wetlands. Advantages • Provide habitat. • Reduces velocity and quantity of runoff. • Provide visual screening. • Low maintenance. Chapter 1 Erosion Control Page 16 z 1 z. W U 0: C ww Lu N � , I . = - U' U N' z Disadvantages • Requires keeping all construction equipment, debris and soils out of the natural areas. • Extensive buffers can increase project costs. Special Considerations • Constrains work area and equipment movement. • Requires the Inspector to fence or flag the clearing limits. • Requires the Inspector to fence or flag outside tree and shrub driplines. Design Criteria • Preserve natural vegetation in clumps, blocks or strips. • Preserve natural vegetation on unstable, sleep slopes. • Vegetative buffer zones for streams, lakes or other water ways should be 30 m wide on each side of the feature. The width can increase depending on other onsite conditions, existing vegetative conditions and erosion potential. Maintenance • Inspect flagging and fencing frequently and repair as needed. Preserve Natural Vegetation Preserving vegetation minimizes soil exposure and provides aesthetic benefits. Applications • Flood plains, wetlands, stream banks, steep slopes and other areas where erosion controls would be difficult to install and maintain. Advantages • Helps reduce soil erosion and runoff while beautifying an area. • Saves landscaping costs, provides areas for wildlife, and provides visual screening. • Helps maintain water temperature. Temperature moderation is especially important when detention ponds drain to salmonid- bearing streams. • Retains existing shade and cover habitat. Disadvantages • Retaining older trees could create a safety hazard. • May constrict area available for construction activities. Special Considerations • Requires coordination with Environmental Services Unit, Landscape Unit and the construction Project Manager's office. • Requires the Inspector to fence or flag the clearing limits. Chapter 1 Erosion Control Page 17 • Requires the Inspector to fence or flag outside tree and shrub driplines. Design Criteria • Contact the Landscape Architect when determining what to save and how to save it. • Vegetation can be preserved in natural clumps or as individual trees, shrubs and vines. • Clearly flag or mark the ground disturbance limits outside the dripline of preserved trees. • Protect vegetation from: * Construction equipment injury above or below the ground level. Injury occurs from scarring, cutting roots, or compaction. * Grade changes which affect the plants' ability to obtain air, water or minerals. Placing a layer of gravel and a tile system over the roots before a major fill allows air and protects the plant from the fill. * Root exposure. Terracing the area around the plant, or leaving the plants on an undisturbed mound can increase the plants' survival chances. * Damage caused by excavations for tile, water and sewer lines. Maintenance • Inspect and repair flagging or fencing. • Re -cover and /or seal exposed plant roots. Temporary and Permanent Seeding A well - established vegetative cover is one of the most effective methods of reducing erosion. Applications • On disturbed areas that require seeding either because the area has reached final grade (permanent seeding) or because the area will remain unworked from 2 to 12 months (temporary seeding). Refer to the 00280 Supplemental for soil exposure limitations and seeding dates. • In vegetation -lined channels, seed and then protect with a net or blanket. • In retention /detention ponds. Advantages • Prevents erosion and also traps sediment. • Improves appearance of the site. • Provides excellent stabilization. • Relatively inexpensive erosion control measure. Chapter 1 Erosion Control Page 18 Disadvantages • Needs sufficient time for seed to establish. • May require mulch or other cover. • May require fertilizer and lime to establish on poor soils. • May require irrigation. z Design Criteria rt 1 The following discussion presents general information regarding seeding, bed a preparation, mulching and fertilizing. See the 00280 Supplemental for specific seeding 0 o requirements. u) w Seed = co • Generally, the best time to permanently seed is early spring or late fall w o depending on site conditions. Mulching and irrigation may be required for 2 areas seeded during the hot summer months. g a • • Seed applied during the winter may take several months to develop a dense � co o r ground cover due to cold temperatures. The application and maintenance of k, w mulch is critical for winter seeding. . z I " • To prevent seed from being washed away, confirm installation of all required o surface water control measures. N w u ' U� Seedbed o 1- • Prepare a firm but not compacted seedbed. Roughen slopes steeper than w w 1:3. The typical method is track-walking (driving a crawling tractor up and ~ YP 9 C 9 9 P w �; down the slope) creating cleat imprints parallel to the slope contours. w z: U (1) Seed Mixes o I . • Provide project - specific seed mixes and application rates in the 00280 z Special Provisions. Fertilizer • Slow- release fertilizers are more efficient and have fewer environmental impacts.. Areas being seeded for final landscaping may require soil tests to determine the exact type and quantity of fertilizer needed to prevent the over - application of fertilizer. Use non - phosphorus fertilizer on disturbed areas near water bodies and wetlands. • The addition of stockpiled topsoil or compost reduces the need for fertilizer and improves the overall soil quality. • Provide project - specific application rates in the 00280 Special Provisions. Mulch • Required for seeding slopes greater than 1:3. • Required for seeding during the wet season. • • May be required during the dry season if: * Grass growth is expected to be slow, n.... - Mi b u idYt aa t aad Chapter 1 Erosion Control Page 19 * The soils are highly erodible, * There is a water body close to the disturbed area, or * Significant precipitation is anticipated before the grass will provide effective cover. • Can be applied on top of the seed or applied with the seed during hydroseeding. Hydroseed • Hydroseeding requires a mulch tracer as a visual aid during application. • On slopes 1:1.5 and steeper, hydroseeding requires and tackifier. • During the dry season, hydroseeding with wood fiber mulch is adequate. • During the wet season, double the application rate to compensate for more rapid breakdown of the mulch. Maintenance • Reseed areas that fail to establish adequate cover within specified time. If reseeding is ineffective, use an alternate method, such as sodding or nets /blankets. • Reseed and protect with mulch any areas affected by erosion. If the erosion is caused by concentrated runoff, fix the runoff problem and then reseed and mulch the area. Mulch Mulching soils provides immediate temporary protection from erosion. Mulch also enhances plant establishment by conserving moisture, holding fertilizer, seed, and topsoil in place, and moderating soil temperatures. There are many varieties of mulch, only the most common types are discussed in this section. Applications • On areas which can't be seeded or are otherwise unfavorable for plant growth. • As a cover for seed during the wet season and during the hot summer months. • As temporary stabilization on bare soils exposed by construction activities. Refer to the 00280 Supplemental for specific requirements. Advantages • Provides instant protection. • Conserves moisture. • Does not require removal. • Allows vegetation growth through the mulch. • In all seasons, protects temporary and permanent seeding from heat, moisture loss and transport due to runoff and provides effective cover for seeding during the dry season. Chapter 1 Erosion Control Page 20 z I w . 0 0 N0 . CO =. J 1- N LL. w0 g CO = a. �w Z �. I-0 Z ju U 0 0 H ' W H, il i Z • z Disadvantages • Must be applied at the specified thickness. • Thick mulches can delay germination. • Can be blown or washed away if not adequately secured. Design Criteria • Divert concentrated runoff from mulched slopes. • Specific material and application criteria are included in the 000280 Supplemental. The following discussion contains general information regarding mulches. Organic Mulches • Straw mulch provides immediate protection lasting approximately three months. Straw can be spread by hand or by machine and may require anchoring for wind protection. Common anchoring methods include crimping, disking, rolling or punching into the soil; covering with netting; spraying with a tackifier; or keeping it moist. Straw mulch is commonly used in Eastern Oregon in conjunction with seeding. • Corn Stalks, which decompose slowly and are resistant to windblow, should be shredded into 100 to 150 mm lengths. • Wood chips are suitable for areas that will not be closely mowed and areas around ornamental plantings. Chips decompose slowly and require nitrogen application to prevent nutrient deficiency in plantings. Both wood and bark chips tend to wash down slopes greater than 6 %. • Wood cellulose, grass straw cellulose and paper fiber products are commonly used in western Oregon in a hydroseed slurry mix containing fertilizer. In Eastern Oregon the hydroseed slurry is used in conjunction with straw mulch to add . protection from the sun. The combination of hydroseed slurry and straw mulch is well suited to steep slopes, critical areas and severe climate conditions. Wood fiber hydro - slurries, not containing seed or fertilizer, are used to tack straw mulch. • Manure mulches should be well -aged and are not suitable for use near water bodies. • Leaf compost, available in some areas of the state, is suitable for flat areas and steep slopes. Chemical Mulches Synthetic, spray -on mulches and soil binders can seal the soil surface, increasing erosion, and may cause adverse effects on water quality. Therefore, they are not recommended for use as a mulch. Chemical mulches may serve as tacking agents. Chapter 1 Erosion Control Page 21 z re w UO too. w L w �a • I- w Z � , Z o U 0 ` o = al ui z SP- oI- Maintenance • Maintain the thickness of the cover. • Remulch and /or protect with a net or blanket any areas that experience erosion. If the erosion problem is drainage related, then fix the drainage problem and remulch the eroded area. Sod Establishes permanent turf for immediate erosion protection and stabilizes drainageways. Applications • Disturbed areas requiring short -term or long -term cover. • Disturbed areas requiring immediate vegetative cover. • Waterways carrying intermittent flow (except biofiltration swales) and requiring immediate stabilization or aesthetic mitigation. Advantages • Provides immediate protection which is effective and aesthetically pleasing. Provides high density vegetation which is superior to a recently seeded area. • Placement can occur any time that soil moisture is adequate and the ground is not frozen. Disadvantages • Expensive. • Difficult to find sod free of weeds. • Irrigation may be required if installed in summer. • Difficult to.mow if installed on slopes steeper than 1:3. • Installations in grassed waterways may roll up if not anchored or drained properly. 'Design Criteria • Use sod which is weed free, has uniform thickness (approximately 25 mm thick) and dense root mat for mechanical strength. • Generally inappropriate for bioswales. Sod can be used for lining ditches to prevent erosion, but will provide little water quality benefit during the wet season. • The following steps are general recommendations for sod installation. Refer to ODOT's Standard Specifications for specific installation criteria. • Shape and smooth the surface to final grade in accordance with the approved grading plan. • Fertilize as per supplier's recommendations. Some jurisdictions may require a non - phosphorous fertilizer near water bodies and wetlands. Chapter 1 Erosion Control Page 22 • Work lime and fertilizer into soil 25 -50 mm deep and smooth the surface. • Lay sod strips perpendicular to the direction of water flow, beginning at the lowest area to be sodded. Wedge strips securely into place and square the ends of each strip to provide for a close, tight fit. Stagger joints at least 300 mm. Staple sod onto 1:3 and steeper slopes. • Roll the sodded area and irrigate. • When sodding is carried out in alternating strips or other patterns, seed the areas between the sod immediately after sodding. Maintenance • Inspect sodded area frequently. • Retack, resod or reseed as necessary. • If it is impossible to establish a healthy ground cover due to frequent saturation, instability, or some other cause; remove the sod, seed the area with an appropriate mix, and protect with a net or blanket. Erosion Control Blankets Nets are strands of material woven into an open, but high - tensile strength net; for example, jute net). Mats are strands of material that are not tightly woven, but instead form a layer of interlocking fibers, typically held together by a biodegradable or photodegradable netting; for example, excelsior (wood fiber) or straw blankets. Blankets generally have lower tensile strength than nets, but cover the ground more completely. Coir (coconut fiber) fabric comes as both nets and blankets. Geotextile may also serve as blankets. Runoff 4010v,:=.. Lengthwise Over /op 1 a�'• .I�fu . i1 tench 1 Crosswise Over/op _44111W Av11. 11 1IMIN1 $! nPF APP! !CATION es Lengthwise Over /op Runoff DITCH OR SWALE APPLICATION Crosswise Overlap Figure 4 Slope and ditch application of erosion control matting. Chapter 1 Erosion Control Page 23 :.:a:..ba 111.4 11a ' elt+<4 W J U' 0O : CO 0 • w N w wo Q , z d w z �. z ►- LLI F— LU w . H U O Z us Xt 0 z • Synthetic mats are made from non - biodegradable material and will remain in place for years. Use purely synthetic blankets for Tong -term stabilization of waterways. * Turf Reinforcement Mats (TRM) are made from polymer nettings or monofilaments formed into a mat. TRMs protect seed and increase germination and also acts as part of the root structure; giving the turf higher strength. * Erosion Control and Revegetation Mats (ECRM), composed of heat -fused monofilaments or monofilaments stitched between netting act as permanent mulch. ECRM allow growth through the mat. Chapter 1 Erosion Control Page 24 Applications • On disturbed areas that require cover measures for more than 30 days. • For permanent stabilization of slopes 1:2 or steeper and with more than 3 m of vertical relief. • For permanent reinforcement of turf to protect drainageways during high flows. • For permanent stabilization of channels, possibly providing a cost - effective, z environmentally preferable alternative to riprap. • For drainage ditches and swales. The appropriate netting or blanket applied to re 4. drainage ditches and swales can protect bare soil from channelized runoff while vegetation is established. i o • On steep slopes and in channels to prevent erosion and hold seed and mulch in N W place. wo Advantages 2 • Do not generate high - velocity runoff and, therefore, offer temporary slope protection which is superior to plastic sheeting. • ' a • Capture a great deal of sediment due to their open, porous structure. I- w • Usually easy to install. � z f-: Disadvantages uj • Correct installation is critical to the effectiveness of these products. Good ground � o, contact during installation prevents runoff concentrating under the blanket and a causing significant erosion. w w Design Criteria • Apply as temporary slope stabilization according to 00280 Supplemental. o o�. • Organic blankets (excelsior, jute and coir) biodegrade and are useful for applications z requiring stabilization for up to three months. Use organic blankets, which retain moisture and provide organic matter to the soil, for slope protection and short-term waterway protection and to improve the speed and success of revegetation. * Use jute netting in conjunction with mulch in order to prevent erosion that could result from the net's open structure. * Excelsior, woven straw, and coir blankets may be installed without mulch because they provide complete surface protection. • Ditch or swale applications: * Lengthwise overlap Min. 100 mm * Crosswise overlap Min. 150 mm * Avoid joining material in center of ditch or swale. • Slope application * Lengthwise overlap Min. 150 mm * Crosswise overlap Min. 50 mm * At top of slope, entrench material in a 150 mm X 150 mm trench and staple at 0.3 m intervals. * At bottom of slope, turn material under 100 mm and staple at 0.3 mm intervals. * On slopes flatter than 1:3, rolls can be placed in horizontal strips. Maintenance • Inspect periodically, especially following severe storms. • Repair any damaged areas of the net or blanket and staple into the ground any areas not in close contact with the ground surface. • If erosion occurs repair and protect the eroded area. Plastic Sheeting Provides immediate, short -term protection to slopes and disturbed areas which cannot be mulched. There have been many problems with plastic sheeting, usually attributable to poor installation and maintenance. Use alternatives to plastic covering whenever possible. Figure 5 Plastic sheeting installation using tires as anchors. Chapter 1 Erosion Control Page 25 z mo w. 00 W 0. w w. co IL - w o; g a. n co F- I z � I- o z � al ILI: U ' o 0 I- . u.l H H . L w z U N I— 0 Applications • On disturbed areas that require cover measures for less than 30 days. • On cut and fill slopes and stockpiles. Advantages Z • Provides immediate, short -term erosion protection to slopes and disturbed areas. • Fairly quick and easy to install. , - w Disadvantages U U O • Plastic sheeting may concentrate sun rays and burn the vegetation beneath it. w. • Material generates high velocity runoff and breaks down quickly when exposed to ultraviolet radiation. co I • Plastic which is not completely removed can clog drainage system inlets and outlets. w O g a Design Criteria • Do not use plastic covering upslope of areas such as steep and /or unstable slopes 'CO v that might be adversely impacted by concentrated runoff. I- al 3.P 1-a • When possible, install an interceptor dike at the top of the plastic to divert flows away w w from the plastic. D o 13 D • Toe -in the top of the sheeting in a 100 mm x 100 mm trench backfilled with ° �- compacted native material. x LL 0' • Install a gravel berm, riprap, or other suitable protection at the toe of slope in order to ,•• z, dissipate runoff velocity. U 0 Anchor the plastic using sand bags or tires spaced on a 3 meter grid spacing. • Overlap seams 300 to 600 mm; tape, roll and stake the seams and then weigh down the entire length. - Maintenance • Replace torn sheets and repair open seams. • Completely remove and replace plastic :hen it begins to deteriorate. • Completely remove all plastic once it is no longer needed. Chapter 1 Erosion Control Page 26 •. YizL' ' :18ii31f '•A . Aggregate Construction Entrance A stabilized aggregate pad, placed at construction site ingress /egress locations, which reduces the amount of sediment transported onto paved roads by vehicles or runoff. Figure 6 Typical aggregate construction entrance detail. Applications • Wherever traffic will be leaving a construction site and traveling on paved roads or other paved areas located within 30 m of the site. Advantages • Reduces traffic hazards caused by debris on public roadways. • Reduces sediment on roadways which can wash into the storm sewer system. Disadvantages • Only effective if erosion and sediment control employed elsewhere onsite. • Only works if installed at every location where construction traffic leaves the site. .Design Criteria • Minimum length: 15 m for drainage areas having less than 0.4 hectare of exposed soil. 30 m for drainage areas having more than 0.4 hectare of exposed soil. Minimum width: 6 meters. Minimum Aggregate Depth: 200 mm • Install construction entrances before beginning grading. Chapter 1 Erosion Control Page 27 . 4:1 isiri47 vi: ,;tiJ<`•kl.'dirt n.. v..`.» �' .•rR!:+iizil3atiwfiJ3:6tLa+tt3k - 43;!1% • 'S — t; . .:.t; •> :: ny w. d+ yl:; L: u ;:.= CS+Lctltisrt +:+1r':ea.§ biS:a z Z new OO . 00 (o w w Q 0 : LL< .Ud = ▪ w Z 0 . Z H, U '0 : �, 0 I— W W . - - u. 0 • z• UP z • • Whenever possible, construct the pad on a firm, compacted subgrade. • Place a subgrade geotextile under the embankment material when fine sediment under the pad could "pump" up and into the rock pad. • Install fencing as necessary to restrict construction vehicle traffic to the construction entrance. • Include a tire wash if the entrance does not prove effective in retaining sediment onsite. Type 1 Tire Wash - Wash tires over gravel. Collect the wash water and drain to a sediment trap or basin. Include the wash -water volume when sizing the trap or basin. Install silt fence as needed to retain sediment in tire wash. Type 2 Tire Wash - Refer to the following figure for an example of a typical Type 2 Tire Wash. Slope To Oren Boat To Was OJT. (Typ I Impervious Run Out Area, Grade To Oran To Wasn 15mW /n.l Oireetinn M Travel' O.Jm Confer 2.7m OJm Crushed Base Course 49mWInd Geotexti /e As SECTION Required 3. 7m Provide Water Sropy And Maintain OJ in Of Water At ANT/mss. ' •15 Bars 2.8m O.C. Both Woys Figure 7 Typical tire wash detail. Maintenance • Immediately sweep up and remove or stabilize on -site any sediment that is tracked onto pavement. If the sediment poses a threat to public safety and street sweeping proves ineffective, consider washing the street and collecting the water in a sediment pond or sump before it leaves the site. • Add aggregate as needed to maintain the specified dimensions. • Immediately remove any aggregate which gets carried from the pad to the roadway. • Maintain fencing installed as traffic control. ..,...: iu • - ,XSSA.4.14a : Chapter 1 Erosion Control Page 28 z re I I U O mo w : • w w 0 52 a I- _ zH 1- O Z 1- 111 uj U O 52 0 w w` I- V • O w Z N _ 0 E- 0 z Construction Road/Parking Area Stabilization Stabilized parking areas and on -site vehicle transportation routes reduce erosion caused by construction traffic or runoff. Applications • Permanent or temporary roads or parking areas used by construction traffic. Advantages • Reduces onsite erosion, dust and off -site tracking of soils. • Can speed and enhance efficiency of onsite work. Disadvantages • Temporarily stabilized construction roads can be expensive to install and maintain. Design Criteria • Road and parking area stabilization may not be necessary during the dry season (unless dust is a concern) or if the site is underlain by coarse - grained soils. • ODOT usually leaves temporary road locations and construction criteria to the contractor's discretion. The following is general information regarding road and parking stabilization: • Stabilize roads and parking areas immediately after initial grading. • Whenever possible, construction roads and parking areas should be placed on firm, compacted subgrade. • Temporary road gradients shouldn't exceed 15 percent. • Grade roadways to encourage sheet flow runoff to a roadside ditch or to a heavily vegetated area, except vegetated wetlands or landscaped areas, with a well- developed topsoil and at least 15 m of vegetation to treat the sheet flow runoff. Treating sheet flow runoff from temporary roads is preferred to using a sediment pond or trap. • Immediately following grading, apply crushed rock, gravel base or crushed surfacing base course. A course of asphalt- treated base (ATB), cement or calcium chloride may also be used. • Install fencing, if necessary, to limit vehicle access to stabilized roads and parking areas. Maintenance • Add crushed rock, gravel base, as required to maintain a stable driving surface and to stabilize any eroded areas. Chapter 1 Erosion Control Page 29 Pipe Slope Drain A pipe extending from the top to the bottom of a cut or fill and discharging into a stabilized water course, sediment trapping device or onto a stabilized area. The pipe slope drain carries concentrated runoff down steep slopes without causing gullies, erosion, or saturation of slide -prone soils. Compacted Material Which Forms A Dike. Riprop Pod Or Equivalent Energy Dissipation Which Discharges To A Sediment Retention Measure Or A Stabilized Outlet. Figure 8 Pipe slope drain installation. Applications • On any slope where a temporary or permanent measure is needed to convey runoff to avoid erosion. Advantages • Effective method of conveying water down steep slopes. • Reduces or eliminates erosion. • Easy installation and little maintenance. Disadvantages • Drain can be under - designed or incorrectly located. • Area cleared for drain installation requires stabilization to prevent erosion occurring under the pipe. • Outfall systems constructed of pipe segments which are banded and/or gasketed together have developed leaks causing erosion and failure of the system. Failures on erodible or steep slopes can cause downstream sedimentation or even mudflows. Chapter 1 Erosion Control Page 30 v V•i ,t d.)'•..n w.i..:: 44.e' de;CrYi'4i.+!•"f�L' .. 'f.Y+1� &.ii. +_`i�'f` •, i`n�.i x z F ` W re 2 6 JU U 0 NO CO ul J = H N U W 0 LL Q U D z a . Z . z I-0 Z H' w W U O O F- Z0 H H W N ' 0 — 0 ~ Z ;Contributiii Drainage Area : Pipe Diamet 0.2 hectare 300 mm 0.6 hectare 450 mm 1.4 hectare 600 mm 7 Y I. J Design Criteria • Size and space pipe slope drains to convey the peak flow from a 2 -year design storm using the rational method found in ODOT's Hydraulics Manual. Estimate pipe diameter from the following table. Table 3 Slope Drain Sizes. • Consider using continuously fused, welded or flange - bolted mechanical joint systems with proper anchoring or HDPP (high density polyethylene pipe) for outfalls on steep slopes. • Show the entrance sloped toward the pipe inlet. • At the inlet, show interceptor dikes that are at least 0.3 m higher at all points than the top of the inlet pipe and placed to direct water into the pipe. • If the pipe slope drain will convey sediment -laden runoff, direct the runoff to a sediment retention facility. If the runoff is not from a disturbed area or is conveyed from a sediment trap or pond, convey the runoff to a stabilized discharge point. • Energy Dissipation - Plunge pools or riprap -lined stilling basins prevent most scour problems at outfalls. Consider site conditions to determine if a more complex energy dissipater may be required. Consult ODOT's FHWA's Hydraulic Design of Energy Dissipaters for Culverts and Channels as needed. • The special provisions and the typical detail should include the following installation directions: 1. Minimize disturbance during installation. In some circumstances this requires HDPP installed by hand. 2. Immediately stabilize any area disturbed during installation or maintenance. 3. Securely connect the standard flared end section at the entrance to the slope drain, using watertight connecting bands. 4. Securely fasten together the slope drain sections with gasketed watertight fittings, and securely anchor the sections into the soil. 5. Stabilize the area below the outlet following the energy dissipater. Chapter 1 Erosion Control Page 31 ...����� /Ne�Po �a v.. nx. m ne. uw. w,. a.. w, vr» t..,+..++• nn: CN+. Vi+ A�CTd+a.YtN++n.Wtbnrnwx.rc....�,. »,........w,. •.��..,,exc,a:xwxr.n.:+' ... n« a,• a,.•. r.,.,. r,.,,...»....... .....,.,.,,....,,,.m..... -.q:t" ?. 71ZSI"r z 1-1. J U C.) 0. ND 0) Ur J w • 0 u • Q. F =: • z �. ▪ o. z �- U , C) ca • ui F U. F Z Ai U = o �. z Maintenance • Regularly check the inlet and outlet points, especially following heavy rains. If there are signs of undercutting or water is going around the point of entry, reinforce the head wall with compacted earth or sand bags. • Regularly check at connection points for signs of erosion. Tighten fittings and repair erosion as needed. • Immediately repair and install appropriate protection if erosion occurs at the outlet. Interceptor Dike and Interceptor Swale A ridge of compacted soil or a lined swale with vegetative lining located at the top, base or somewhere along a sloping disturbed area. The dike or swale intercepts and conveys smaller flows along low- gradient drainage ways to larger conveyances such as ditches or pipe slope drains or to a stabilized outlet. Dikes and swales may be used singly or in . combination with each other. R,W Or Prgoerty Line .rte Interceptor Swale .��CanilrucllOn Slap. Incorporate Dike Into Next 1.h S ourn$oorg Woter Monapement Manual for Pudor Sound Basin Intercepter [vre V Interceptor Otte During Embankment Construction DISTURB 0E7r Control D/sonorp° Onto A Stabilized Area Or Sediment Troppinp Device (Level Spreader Shown) Runoff T 0,,,. Embankment ��• • "1., o . co •� Ploovnent • I* o Embankment Operation o • .,�•; •�� o .P • _ • •••� 0 Y R. :r .. • . '. o °.. • v •• . •\ i . • . :e ° Figure 9 Interceptor dike and interceptor swale examples. Applications • Install above a disturbed slope to intercept runoff and reduce runoff volume on the disturbed area. • Install below a disturbed area to divert runoff to a sediment trapping device. Chapter 1 Erosion Control Page 32 z Z Ce 6 J U. U 0 N0 . J H' ui u a . N z v. ▪ w z �: 1— 0 Z ILI 111: • 0 O H = - U = lit Z P O H . z • Install across a disturbed slope to reduce velocity. Advantages • Provides a practical, inexpensive method to divert runoff. • Can handle flows from large drainage areas. • Use on -site material and equipment to construct. Disadvantages • If improperly constructed, can contribute to erosion caused by concentrating the flow. • High flow velocity can damage vegetation. Design Criteria • Refer to Table 3 Dike Design Criteria and Table 4 Swale Design Criteria. • Install . the dike and /or swale horizontally at intervals across a disturbed slope. Space horizontal interceptor dikes and swales according to Tables 3 and 4. • For slopes of erodible soils, steeper than 1:2 with more than 3 m of vertical relief, construct benches or shorten distance between dikes or swales. • If the dike or swale intercepts runoff from disturbed areas, discharge the runoff to a stable conveyance that routes the runoff to a sediment trap or basin. • If the dike or swale intercepts runoff that originates from undisturbed areas, discharge the runoff to a stable conveyance that will route the runoff downslope of any disturbed areas and release the water at a stabilized outlet. Maintenance • Immediately repair damage resulting from runoff or construction activity. • If the dike or swale regularly overflows, increase the capacity and /or frequency of the dikes /swales. • Inspect and repair as necessary after every major storm. • Minimize construction traffic over temporary dikes and swales. Chapter 1 Erosion Control Page 33 1Fr�Ytc. ohs ¢aXra rNrw — nrseelatau'r -s:�'" 1�.�'�mS ;�=0.a n.,..r..n..=ri z mow: =, L.) U 0 u) W =, 0 w g lL Q �v � w � z o . 2 U C3 o m 0 F- w w X ~ O . . z o'' z Top Width 600 mm minimum Height 500 mm minimum Measured from upslope toe and at a 90% standard proctor compaction ASTM D698. Side Slopes 1:3 or flatter Grade Topography Dependent Dike grade Slope of Disturbed Area Between 0.5-1% Horizontal Spacing . Slope of Disturbed Area 90 m <5% 90 m 5 -10% 60 m 10 -40% 30 m Slope Stabilization Outlet <5% Seed and mulch within 5 days of dike of disturbed construction area 5 -40% Stabilize immediately using either sod or riprap. Outlet Upslope side of dike provides positive drainage to the outlet. Provide energy dissipation as necessary to prevent erosion. Release sediment -laden runoff to a sediment trapping facility. Bottom Width 600 mm minimum. The bottom should be level across the swale. Depth 300 mm Side Slopes 1:3 or flatter Grade Maximum 5% with positive drainage to a suitable outlet. Spacing Slope of Disturbed Area <5% 90 m 5 -10% 60 m 10-40% 30 m Stabilization Temporarily seed or line with riprap 300 mm thick and press into the bank approximately 76 -100 mm. Outlet Level spreader or riprap to stabilized outlet/sedimentation pond. Table 4 Interceptor dike design criteria. Table 5 Interceptor swale design criteria. Chapter 1 Erosion Control Page 34 '}�i. T+'Q�lf'.�Y�I .M04�{ X1�CT�E1P::�?.Yt' .. ' IKVkGl VYS" J' �I��^ R/ Y1nY1. 'N4tllMyli7R1'�W.Rk�'���}�'��i�� Check Dam Small dams constructed across a swale or ditch which reduce velocities of concentrated flows, thereby reducing erosion in the swale or ditch. •L = Spacing along swale or ditch - so that Elevation A equals Elevation B. SIDE VIEW SECTION Figure 10 Typical aggregate check dam detail. L. • Ditch Line 0.3 Sediment Storage Applications • In temporary or permanent channels not yet vegetated when installing channel lining is not feasible. • In small open channels which drain 4 hectare or less. • Do not place check dams in streams or rivers. Advantages • Prevent erosion and promote settling of sediment in runoff. • When carefully located and constructed, check dams may function as permanent installations. • Inexpensive and easy to install. • May aerate water as it passes the check dams. Chapter 1 Erosion Control Page 35 z CC W 6 J U U O. V) O' W = J �. CO IL W O : g Q = d ` W Z �.. I- Z 111 uj D O N W W; II. U lL r" —O Z: U - O Z Disadvantages • Measures may be unsightly. • Removal may be costly for some types of check dams. • Suitable only for a limited drainage area. • May reduce hydraulic capacity of the channel. • May create turbulence downstream, causing erosion of the channel banks. • Ponded water may kill grass in grass -lined channels Design Criteria • Space check dams according to the following table. 6% 5% 4% 3% 2% Air :;Rock ;Depth': 5m O.C. 6 8 10 15 : 450;` m 8m O.C. 9 12 15 24 • Construct rock check dams of rock or aggregate sized to stay in place given the expected design flow velocity. Place rock or aggregate by hand or by mechanical means rather than dumping the rock. • Completely cover the ditch or swale width and ensure the center of the dam is 150 mm lower than the upper ends. • Remove check dams from grass -lined ditches and swales once the grass is established. Be sure to remove rock which was carried downstream. • Seed and mulch the area where the check dams were immediately following removal. Maintenance • Periodically inspect check dams for performance and sediment accumulation. • Remove sediment once it reaches one -half the sump depth. Chapter 1 Erosion Control Page 36 .... �.., „.�.xrsM �nr�tXeWPAk�sia5an„ 3 Outlet Protection Outlet protection reduces the speed of concentrated flow; thereby, preventing scour at conveyance outlets. By dissipating energy, outlet protection lowers the potential for downstream erosion. Outlet protection includes riprap -lined basins, concrete aprons, and settling basins. L ..b. eM + save Peat 1 A.et L l,..A Saar MN* - - An. AN 57o � g II scit4:S2-, SECTION A -A A SCOUR HOL E avprnwi/ Gras,./ A Loom AImoo ECTION B -B SECT ION A -A OV R Loose omer .. I/ SLOPE PROTECTION Figure 11 Common outlet protection techniques. Applications • At the outlets of ponds, pipe slope drains, ditches, or other conveyances, and where runoff is conveyed to a natural or man -made drainage feature such as a stream, wetland, lake, or ditch. Advantages • Many techniques are effective and relatively inexpensive and easy to install . • Removes sediment and reduces velocity. Disadvantages . • Can be unsightly. • May be difficult to remove sediment without removing and replacing the structure itself. • • Chapter 1 Erosion Control Page 37 I W Z O Zz F- U • o o - . OF- WW I , � : — !U 5 H • z • • Rock outlets with high velocity flows may require frequent maintenance. Design Criteria • Refer to FHWA's Hydraulic Design of Energy Dissipators for Culverts and Channels, Hydraulic Engineering Circular No. 14, September, 1983 or Design of Roadside Channels with Flexible Linings; Hydraulic Engineering Circular No. 15, April 1988, for specific criteria. Maintenance • If there is scour at the outlet, protect the eroded area with more conservative m easures. Silt Fence Temporary sediment trap consisting of an entrenched geotextile stretched across and attached to supporting posts. Silt fences are adequate to treat flow depths consistent with overland or sheet flow. Supported silt fence consists of geotextile backed with wire or polymeric mesh supported by metal posts. Unsupported silt fence does not have mesh backing and may be supported by wood stakes. Refer to the 00280 Supplemental Standard Specifications for more specific information. 1 _ ' = ° r;. ■fah. ■■ ■■■■ j= -i; f Figure 12 Silt fence typical detail. Chapter 1 Erosion Control Page 38 z w U O . N 0 • w (Li rr. w u- Q , CJ , � z � o . z I: tu U 0 ' o - w w . 1 - • U LL O' ui iz O f- . z Vtti ICINIatibaRnms ; • • Rock outlets with high velocity flows may require frequent maintenance. Design Criteria • Refer to FHWA's Hydraulic Design of Energy Dissipators for Culverts and Channels, Hydraulic Engineering Circular No. 14, September, 1983 or Design of Roadside Channels with Flexible Linings; Hydraulic Engineering Circular No. 15, April 1988, for specific criteria. Maintenance • If there is scour at the outlet, protect the eroded area with more conservative m easures. Silt Fence Temporary sediment trap consisting of an entrenched geotextile stretched across and attached to supporting posts. Silt fences are adequate to treat flow depths consistent with overland or sheet flow. Supported silt fence consists of geotextile backed with wire or polymeric mesh supported by metal posts. Unsupported silt fence does not have mesh backing and may be supported by wood stakes. Refer to the 00280 Supplemental Standard Specifications for more specific information. 1 _ ' = ° r;. ■fah. ■■ ■■■■ j= -i; f Figure 12 Silt fence typical detail. Chapter 1 Erosion Control Page 38 z w U O . N 0 • w (Li rr. w u- Q , CJ , � z � o . z I: tu U 0 ' o - w w . 1 - • U LL O' ui iz O f- . z • .v Applications • Use silt fence as the sole treatment when the area draining to the fence is less than 0.3 hectares per 100 meters of silt fence and the average slope (perpendicular to the fence) is 1:3 or flatter. Otherwise, use silt fence in conjunction with other measures. • Do not use silt fence on slopes steeper than 50 %. a • Do not use silt fences in v- ditches or streams . I • Install downslope of disturbed areas and prior to upslope clearing and grading. 6 n _Jo Advantages N o • Reduces runoff velocity. co = • Requires minimal ground disturbance to install. u) LL • Relatively inexpensive. w 0 Disadvantages u. a • Applicable to small drainage areas and overland flow; not applicable to concentrated = v Fw flows. • Incorrect geotextile (AOS) or installation decreases fence performance. o `" • Requires frequent maintenance and inspection. z Dp . Design Criteria o • No formal design required. -, n , M a•s =" o i • Show silt fence along ground contours according to the flow lengths given on the typical details. • Intercept and divert concentrated flows which occur uphill of the fence. z • Show the ends of the silt fence placed upslope. o Maintenance �� Z • Immediately repair any damage. • Remove trapped sediment once it has reached 1/3 the height of the exposed geotextile height. • Inspect for channel formation parallel to the fence which indicates the geotextile is acting as a flow barrier. Replace deteriorated or clogged geotextile. • If an unsupported silt fence is not strong enough to withstand site conditions, support the fence using wire -mesh backing (support) and /or closer post spacing or install an alternative measure. Chapter 1 Erosion Control Page 39 .+fi,: LLS3ati35A.12i.:ii .Yc77.Y'eW "6'3ttiti9%:Yiap * °'r•tsR �'i cn'3liedu3l' Aga'tolY44"k Straw Bale Sediment Barrier A temporary sediment barrier consisting of a row of entrenched and anchored straw bales interspersed with aggregate at low points. Straw bale sediment barriers trap small amounts of sediment by decreasing sheet -flow and low- moderate channel flow velocities. Sill Fence Between Discharge And � A Stream.Wetland Or Last Exit. / 42--1 \ PLAN FRONT VIEW VARIABLE BACKSLOPE SECTION SUBGRADE SECTION SLOPE APPL I CAT IONS DITCH APPL !CATIONS FLAT BOTTOM DITCH SECTION Figure 13 Typical straw bale barrier installations on slopes for sediment retention and in ditches as check dams. Mr•rwar. WWI Sediment �Containment Fill Slope STEEP BACKSLOPE SECTION Chapter 1 Erosion Control Page 40 Applications • Below areas subject to sheet and rill erosion. • Slopes with maximum contributing drainage area of 0.1 hectare per 305 meters of barrier length and maximum slope of 50 %. • Swales or ditches with maximum 0.8 hectares drainage contributing. z ~ w 0 0 N0 . Advantages w w . • Relatively inexpensive method of sediment control. co 1 w 0 Disadvantages g: • Effective approximately 3 months. u a • Misuse or incorrect installation can contribute to sediment loading. • i 0 • Difficult to tell if bales are properly installed. ~ i ; • Straw bale barriers have not performed as effectively as originally expected. There ; ~ o are three major reasons for such ineffectiveness: w w ' 1. Improper applications; installations in drainageways and swales where high 2 o . water volumes and velocities destroyed effectiveness. o E ) . 2. Improper placement and/or installation has allowed undercutting and end- o F.-` ,LLI 11.1 flow. 3. Inadequate maintenance which can reduce effectiveness of sediment u_ o. removal anywhere from 16% to 57% in one month. . z Cu o w 0 H z • NEVER in live streams or in drainages which could be washed out. Design Criteria A formal design is not required. Sheet Flow • Contributing drainage should be less than 0.3 hectare per 100 meters of bale length. • On the typical details show: * bales embedded 100 to 150 mm, with bale ends tightly abutted and chinked with straw between bales. * bales bound around the long direction of the bale and placed so the binding is not in contact with the soil. * downhill side backfilled with excavated soil. * bales securely anchored with rebar or wood stakes. * Aggregate between bales at low points or every 30 meters (to allow release of ponded water). Chapter 1 Erosion Control Page 41 vw eerit gq; WW1Mftlgietn !siR7MitraWnprrreek+•+a.u,.... Retains sediment in gravel or crushed rock berm. Figure 14 Typical gravel filter berm installation. Channel -flow Applications • The two -year discharge should be less than 0.03 m /sec. • On the plans show the bales placed perpendicular to the flow. • On the typical details show: * Bales embedded 100 to 150 mm, with bale ends tightly abutted and chinked with straw between bales. * Downhill side backfilled with excavated soil. * Aggregate at the low point to provide release of water ponded deeper than 460 mm behind the bales. * Bottom ends of the end bales at least 150 mm higher than the lowest point in the barrier. * Bales securely anchored with rebar or wood stakes. Maintenance • Immediately repair any damage. • Remove trapped sediment once it has reached 1/3 the height of the barrier. • Replace deteriorated bales. • Correct installation if channelization or short- circuiting occurs. Gravel Filter Berm Chapter 1 Erosion Control Page 42 • Slope Spacing Less than 5% 90 meters 5 - 10% 60 meters Greater than 10% 30 meters • • Ar; Applications • In traffic areas on construction sites. • On gently sloped areas. Advantages • Very efficient method for sediment removal. • Reduces runoff velocity. Disadvantages • More expensive than some other measures because requires clean gravel or crushed rock rather than materials found onsite. • Clogging from mud and soil may make maintenance difficult. • Has a limited life span. Design Criteria • Use 19-76 mm washed and well-graded gravel or crushed rock with less than 5% fines rather than materials found on-site. • Berm Dimensions: Height and side slopes: Length: 0.3 m high with 1:3 side slopes. 2.5 m per 0.03 m flow, based on the peak flow for the 10-year storm. • Berms may be placed in parallel along gentle slopes according to the following: Maintenance • Remove and replace gravel as needed to maintain continued performance. *AM Chapter 1 Erosion Control Page 43 Inlet Protection Prevents coarse sediment from entering storm drainage systems by filtering runoff and retaining sediment before it reaches a drainage inlet or storm sewer system. There are many options and variations of inlet protection available. WIRE MESH 0£OTEXTILE SrPoICC. Iowa Oyt.Or TforwowaNan Board ANoMrs p w: Soarer /Noll Strip CUR," PROTFCT /O!'( re. Mash ' /N re• a • s000/Ae \ P - A ROUND N�['r /BAS /N SOO PROTCCTION Figure 15 Inlet protection applications. Applications • At inlets which are ready for use before completion of final stabilization and which receive runoff from drainage areas less than 4000 m (0.4 hectare) in size. • At storm drain inlets downslope and within 150 m of a disturbed area or construction entrance. Advantages • Prevents sediment from entering the storm drain system and clogging it. • Reduces amount of sediment leaving the site. Disadvantages • May result in ponding of water above the catch basin. • Sediment removal may be difficult under high -flow conditions. • May result in a traffic hazard. • Short- circuiting of flow may occur if not properly installed. • Useful only for low flows having low sediment loading. Chapter 1 Erosion Control Page 44 .,.- �..... re. a�[!!' �J�`•. �bCI , '.�^..lTt , KF'.Y^7!MP�wa.+�.. z w 6 J C). 00 N 0 . W N W u. o r W . O' Z H. 2 D! 0 1— W H H • O W Z U =` o z • Improper installation, maintenance or removal may introduce sediment into the storm drain system. Design Criteria • Assess the impacts of allowing water to pond at the inlet and provide an overflow weir or some other type of relief as needed. • Consider the effect placing obstructions at inlets on grade may have on their efficiency. Refer to ODOT's Hydraulic Manual or contact the Hydraulics Unit when placing protection at several inlets on grade along a roadway section. • When possible, include.a sediment sump 300 to 600 mm deep with 1:4 side slopes. * Silt Fence Inlet Protection - At non -paved inlets below drainages having less than a 5% slope. Provide a sump. * Gravel and Wire Mesh Inlet Protection - Applicable for inlets in construction traffic areas which receive flows greater than 0.014 m /sec. * Catch Basin Insert Inlet Protection - At inlets below drainages flatter than 5% slope. The filter material should retain sediment 0.6 mm and larger, while allowing the runoff to pass at or near the inlet's design flow rate. Maintenance • Do not use water to remove sediment. • Remove sediment accumulated on or around the protection as needed to maintain intended functions. • Repair or replace materials as needed to ensure proper functioning. Chapter 1 Erosion Control Page 45 Q �. JU U O C 0 N W. 9 N w; w o u. a • co — a Z F.- 1- O z �-: LIJ v • ° 0 • H =w . -- u. � Ili z i ( ' 0 z Temporary Sediment Trap A sediment trap consists of a small, temporary ponding area, with a rock weir or perforated riser pipe at the outlet, formed by excavation or by constructing a weir. The sediment trap serves drainage areas 2 hectares and smaller and has a design life of approximately 6- months. Freeboard 1.2 m (4 ft.) 300 mm , (I2 In.) rt min. 126 cubic meters /hectare (67 cubic yords /acre) "wet" storage I cub c meters /hectare T �•- �� 2 1.5 m r (5 ft.) (67 cubic yards /acre) 2 � �`�t��� �t� �=' I max. „dry., storage Iris• IF st i� " krii CROSS SECTION THROUGH SPILLWAY 460 mm (18 In.) 1.2 m (4 ft.) min. 2 1 L""O' 910 mm (3 ft.) min. ELEVATION 1.5 m (5 ft.) max. 530 mm (211n.) Filter fabric Figure 16 Sediment trap installation with a rock weir /spillway outlet. Filter fabric Applications • Drainage areas which are 2 hectares and smaller. • Sites in proximity to salmonid streams, wetlands, or phosphorus- sensitive waterbodies. • Sites where major clearing and grading is likely to occur during the wet season. • Sites with downstream erosion or sedimentation problems. • Downslope of disturbed areas. Combining with Permanent Drainage Facilities 0 If a project includes a permanent storm water retention /detention pond, the rough - graded or final - graded facility could function as a trap during construction. Design features of the permanent structure, such as surface area, retention time Chapter 1 Erosion Control Page 46 and outlet control, should meet the design requirements of the temporary facility. Completion of the permanent facility should occur only when all upstream control structures are in place and stabilization of contributing drainage areas is complete. 0 If a project includes an infiltration facility, the roughly excavated facility could be used as a trap' or basin providing the facility provides the surface area and retention time required by the trap or basin. Excavate the sides and bottom of the facility to a minimum of 0.6 m above final grade with a backhoe working at "arms length" to minimize disturbance and compaction of the infiltration surface. 0 Additionally, any required pretreatment facilities should be fully constructed prior to any release of sediment -laden water to the facility. Pretreatment and shallow excavation are intended to prevent the clogging of soil with fines. Advantages • Protect downstream riparian properties from sediment deposits. • Prevent reduced downstream capacity due to sediment deposition in a stream channel. • Prevents clogging of downstream facilities. • Remove particles up to medium silt size (0.02 mm). • Surface water conveyances can be connected to the facility as site development proceeds. The designer may want to route surface water collected from disturbed areas of the site through a sediment trap prior to release from the site. Disadvantages • May become an attractive nuisance. Care must be taken to adhere to all safety practices. • Maintenance and sediment removal is essential for adequate performance. • Serves limited areas. • Does not reduce turbidity resulting from fine silts and clays in runoff. Traps are more effective when used in conjunction with other measures such as seeding and mulching. Design Criteria • Temperature moderation is especially + important when a sediment trap drains to salmonid- bearing streams. • Construct prior to any upslope clearing and grading. • Locate in a low area where the trap will intercept all or most of the runoff from the disturbed area before it enters a waterway, considering safety in case structure fails. • Locate the trap so that it is readily accessible for maintenance. • I Chapter 1 Erosion Control Page 47 r.:,mma..ancu4 r z w = 00 o . co w J N LL Wo Q . I al 1- _ . z1.- z I- D. U f-' W 0 ui z ' U =: o• z • Provide for diversion dikes and ditches, as needed, to collect and divert water toward the trap. • Design the trap with a level bottom, 1:3 or flatter side slopes and a L:W ratio of 3. Because sediment traps are temporary, the sizing is less important to proper functioning than is constant maintenance. 1. Calculate the Storage Volume (V), using 252 cubic meters of storage per hectare of drainage area. Divide the storage evenly between dry and wet storage. For limited space situations, the designer may use a minimum calculation of 126 cubic meters per hectare of drainage. 2. Calculate the trap dimensions using the following: V = [3W + [4WZD + [413Z Where: 3. Calculate the trap length using: L = 3W V = Storage Volume W = Width of Trap D = Depth of Trap (Maximum dry storage depth of 1.5 meters) Z = Side slope (1:Z; vertical to horizontal) 4. Approximate the volume in a natural storage area using the following. Surface area and maximum depth depend on site conditions. Volume = (0.4) (surface area) (maximum depth). • Provide a rock weir (spillway) or perforated riser pipe as outlet to the trap. The crest of the weir should be 0.3 meters below the top of the embankment. The weir can be constructed of two layers of different size rock or one depth of 150 mm and smaller riprap. Size the rock for stability during expected flows. • Figure 17 is a riser pipe outlet typical detail developed by FHWA. A typical detail for the riser pipe should show the following: * Pipe perforations which are 13 mm wide by 150 mm long slits or 25 mm diameter holes spaced 150 mm vertically and horizontally above the wet storage elevation. * The riser pipe should be wrapped with 6.4 to 13.0 mm wire hardware cloth and covered with geotextile which is overlapped, folded and fastened at the seam. The geotextile should extend 150 mm above and below the highest and lowest slits and should be secured top and bottom with straps or connecting bands. Chapter 1 Erosion Control Page 48 * Anchor the riser using a concrete or steel base. The concrete base should be 300 mm deep with the riser embedded 230 mm. The steel base should be 6 mm thick, welded watertight to the riser and covered with 610 mm of stone or gravel. Tables 6 and 7 give weir lengths and riser pipe diameters for different size drainage areas. 126 cubic meters /hectare (67 cubic yards /acre) "dry " storage 126 cubic meters /hectare (67 cubic yards /acre) "wet" storage ISO mm (6 in.) min. ISO mm (6 in.) min. 230 mm (9 In.) mln. Barrel 305 mm (12 in.) min. Typ. 150 mm (6 In.) min. 13 mm (1/2 in.) x 150 mm (6 in.) slits Typ. 150 mm 7 (6 in.) min. CONCRETE BASE WITH SLIT PERFORATIONS IN RISER 305 mm (12 in.) min. Concrete Freeboard 1.2 m (4 ft.) 300 mm 1 (12 in.) Sediment cleonout point CROSS SECTION Riser wrapped with 6.4 mm (' /4 In.) to 13 mm (' /Z in. ) hardware cloth wire then wrapped with geotextlle fabric 150 mm (6 in.) min. 150 mm (6 in.) mln. 610 mm (2 ft.) a Min. 610 mm (24 In.) + diameter Embankment 25 mm (I in.) diameter hole 1.5 m (5 ft.) max. Mak Continuous weld watertight connection MIn.6.4 mm ('/4 In.) steel plate Barrel Typ. 150 mm (6 in.) min. Tyr). 150 mm (6 in.) min. STEEL PLATE BASE WITH HOLE PERFORATIONS IN RISER Figure 17 Riser pipe outlet at a sediment trap. Chapter 1 Erosion Control Page 49 • Construct the trap as the first step in the clearing and grading of the site. • Form the trap by excavation or by construction of compacted embankment. If the trap is formed by embankment, the designer should note that dam safety regulation may apply to heights exceeding 1.5 meters. The embankment should be stabilized using a cover method such as seeding, mulching or erosion control matting. • Require installation of a staff gauge to aid in determining sediment depth. Table 6 Weir lengths for sediment traps. Contributing rairage;Area:: 0.4 hectares 0.8 hectares 1.2 hectares 1.6 hectares 2.0 hectares 1.2 m 1.5 m 1.8 m 3.O m 3.6 m Table 7 Outlet riser pipe diameters. 0.4 hectares 0.8 hectares 1.2 hectares 1.6 hectares 2.0 hectares M(nimun .:;Barrel;: ia'ete 300 mm 375 mm 460 mm 525 mm 525 mm 375 mm 460 mm 525 mm 600 mm 675 mm • Do not drain traps directly into a stream, lake or other waterway. Water temperature in the trap may be too high for direct release. Always moderate the water temperature before it drains into a lake, stream, wetland or waterway. Whenever possible, release the trap discharge onsite onto a relatively level, densely - grassed area at least 20 meters from a water way or wetland. • Evaluate the release areas on a site- by+site basis in order to determine appropriate locations for and methods of releasing runoff. Do not use vegetated wetlands for this purpose. Refer to FHWA Hydraulic Design of Energy Dissipators for Culverts and Channels. Maintenance • Constant maintenance is essential for proper functioning. • Remove sediment from the trap when it reaches 0.3 m in depth. • Repair any damage to the trap, the embankments or the slopes. Chapter 1 Erosion Control Page 50 • • • Temporary Sediment Basin A sediment basin has one or more inflow points and baffles to spread the flow, wet storage and dry storage, a securely anchored riser pipe, a dewatering device and an emergency overflow spillway. The sediment basin serves drainage areas less than 4 hectares and has a design life of approximately 1 -year. Basins are large facilities which treat runoff from large drainage areas. Because of this, basins have limited application to highway construction projects. The applications, advantages and disadvantages of basins are included here for the designer's edification. For specific design information please refer to Best Management Practices for Erosion and Sediment Control, Report No. FHWA- FLP -94 -005 written by the U.S. Department of Transportation. • Do not drain basins directly into a stream, lake, wetland or other waterway. Water temperature in the basin may be too high for direct release. Always moderate the water temperature before it drains into a lake, stream or waterway. Whenever possible, release the trap discharge onsite onto a relatively level, densely - grassed area at least 20 meters from a water way or wetland. Applications • Drainage areas from 2 to 4 hectares. • Sites in proximity to salmonid streams, wetlands, or phosphorus- sensitive waterbodies. • Sites where major clearing and.grading is likely to occur during the wet season. • Sites with downstream erosion or sedimentation problems. • Downslope of disturbed areas. Install prior to any upslope clearing and grading. • Combining with Permanent Drainage Facilities 0 If a project includes a permanent storm water retention /detention pond, the rough - graded or final - graded facility could function as a basin during construction. Design features of the permanent structure, such as surface area, retention time and outlet control, should meet the design requirements of the temporary facility. Completion of the permanent facility should occur only when all upstream control structures are in place and stabilization of contributing drainage areas is complete. 0 If a project includes an infiltration facility, the roughly excavated facility could be used as a basin, providing the facility provides the surface area and retention time required by the basin. Excavate the sides and bottom of the facility to a minimum of 0.6 m above final grade with a backhoe working at "arms length" to minimize disturbance and compaction of the infiltration surface. 0 Additionally, any required pretreatment facilities should be fully constructed prior to any release of sediment -laden water to the facility. Pretreatment and shallow excavation are intended to prevent the clogging of soil with fines. 4RWWW,Mm 714ryffr vf}.Ngr+k` hWT4XOT. TM:;MI74Vi 1 rtr Chapter 1 Erosion Control Page 51 tv-o r.,:- erraymi z • w ce U 00 co 0 . tu J w w wo u- Q = d. F. w z I- O Z 2 D. Um O N : 0 H• w w: � o Ll Z o 1 -. z •I 11 =11% SOURCE: King County Supported Silt Fence. Stoked Hoybo/es Wrapped With Filter Fabric, Or EquivalentAs Baffle. Dewatering Device (See Riser Detail Riser Pipe (Principal Spillway) Open At Tap With Trash Rack Dewatering Orifice 31 Concrete Base (See Riser Detail) SECTION PLAN Crest Of Emergency Spillway ompacted Embankment 1 Discharge To Stabilized Conveyance, Outlet Or L eve/ Spreader RISER Emergency Overflow Spillway • Figure 18 Temporary sediment basin and riser outlet. Chapter 1 Erosion Control Page 52 igiA'W :at 41 • Advantages • Protect downstream riparian properties from sediment deposits. • Prevent reduced downstream capacity due to sediment deposition in a stream channel. • Prevents clogging of downstream facilities. • Remove particles up to medium silt size (0.02 mm). • Surface water conveyances can be connected to the facility as site development proceeds. The designer may want to route surface water collected from disturbed areas of the site through a sediment basin prior to release from the site. Disadvantages • May become an attractive nuisance. Care must be taken to adhere to all safety practices. • Failure of a basin which is not properly located could result in loss of life, damage to homes or buildings or interruption of services such as transportation or power. • Maintenance and sediment removal is essential for adequate performance. • Does not reduce turbidity resulting from fine silts and clays in runoff. Basins are more effective when used in conjunction with other measures such as seeding and mulching. Chapter 1 Erosion Control Page 53 TECHNICAL INFORMATION REPORT KEYSTAR, INC RESIDENTIAL BUILDING PERMITS SOUTH 126 STREET PREPARED FOR LARRY MUELLER KEYSTAR, INC. 6752 LAKE WASHINGTON BLVD., SUITE B -15 KIRKLAND, WA 98033 425/8224953 SUBMITTED TO PUBLIC WORKS DEPARTMENT CITY OF TUKWILA, WA 6300 SOUTHCENTER BOULEVARD, SUITE 100 TUKWILA, WA 98188 206/431 -3670 ROBERT N. PARNELL, PE RN PARNELL COMPANY 4422 187TH PLACE SE ISSAQUAH, WASHINGTON 98027 425 / 643 -3560 APRIL 24, 2000 Come Vim Leiter 4 1 1)2000-03‘ RECEIVED CITY OF TUKWILA MAY - 4 2000 PERMIT CENTER (EXPIRES 8 / 170(' 1 KEYSTAR TIR - DRAINAGE REPORT RESIDENTIAL BUILDIJG PERMITS SOUTH 126 STREET TABLE OF CONTENTS 1 1. PROJECT OVERVIEW 2 2. PRELIMINARY CONDITIONS SUMMARY 2 3. OFF SITE ANALYSIS (LEVEL -1) 2 4. RETENTION DETENTION ANALYSIS AND DESIGN 2 5. CONVEYANCE SYSTEM ANALYSIS AND DESIGN 3 6. SPECIAL REPORTS AND STUDIES 3 7. OTHER PERMITS 3 8. EROSION/SEDIMENTATION CONTROL (ESC) DESIGN 3 9. BOND QUANTITIES WORKSHEET 3 10. MAINTENANCE AND OPERATION MANUAL 3 RECEIVED CITY OF TUKWILA MAY - 4 2000 PERMIT CENTER • re w ; U 0 w w . w 0 J d, z � 0 w w ; n o` Q - o ,w ! - 0} Z' Uw H= O z 'Aim 4'.Y.S U+ tih'2::tiw:ai6P.4.4 TIR - DRAINAGE REPORT RESIDENTIAL BUILDING PERMITS RESIDENTAIL BUILDING PERMITS ' A 1. PROJECT OVERVIEW: �w Keystar, Inc., has applied for residential building permits on existing lots located near 40th Ave. D South and South 126 Street, Tukwila. Public Works has reviewed the permit applications and —J 0 has requested by memo dated March 10, 2000 additional information for grading, drainage and co o site plan. No new public roads or public drainage facilities are proposed. Infiltration is proposed rn w to dispose of onsite stormwater. No offsite site stream flow are identified and no offsite flows need to be bypassed. There are no known public drainage facilities within the public road right of u. way adjacent to or near the building sites. A Technical Information Report (TIR) was also w 0 requested to be submitted. A short plat of two lots identified as Lot A and Lot H located south of � South 126 Street has had a preapplication meeting and a formal application will be submitted a by the applicants. • Cl) O The Drainage Report Worksheet has been completed and is enclosed. z � A Site Location Map is enclosed showing the residential building sites. z g . n o 2. PRELIMINARY CONDITIONS SUMMARY ,„ N : o � The City of Tukwila Public Works Department memo of March 10, 2000 lists the _ additional information requested. A copy of the memo is enclosed. o Permit number listed are: D2000 -035 Lot #6 4006 S. 126 St. i D2000 -036 Lot #7 4012 S. 126 St. i D2000-037 Lot #8 4018 S. 126 St. z D2000-038 Lot #A 4031 S. 126 St This TIR and support information is prepared in response to the memo. 3.OFF -SITE ANALYSIS. The proposed single family residential homes will collectively have more than five thousand square feet of new impervious surface and is adjacent to a sensitive area; therefore, Public Works requested a Full Drainage Review that includes an Off Site Drainage Analysis Report, Level 1, as part of the TIR. A copy of the Level 1 report is included in this TIR 4. RETENTION/DETENTION ANALYSIS AND DESIGN: Stormwater runoff from the building roofs will be collected and infiltrated on each lot. An infiltration study was undertaken with results of the infiltration tests for each lot enclosed. A separate infiltration system is designed and provided for each lot. Water quality (WQ) is not required for the site because there is less than 5,000 square feet of new impervious area subject to vehicular traffic. CR OF r MAY - 4 2000 PERMIT CF.NTFp 2 vro,�w°r+=- •.7,0,xrat.rot roAM M`ilk0., NW.4.1r:.F;n!x!svr, vw. f * w .rnh- .'�,...t.�..,.,.�..._. -_. ._, _ . ... ....� ....,•.ti•,nwue. .� A. Topographic Map prepared by Harstad Consultants B. Wetland Reconnaissance Report (April 19,2000) by B- Twelve Associates, Inc. A formal • wetland report is being completed. C. Subsurface Geotechnical report by Zipper Zeman Associates, Inc for proposed 6 lot short plat of Parcels A & H. (March 13, 2000) D. Subsurface Geotechnical report by Zipper Zeman Associates, Inc. for existing residential lots 5-10. (Being Prepared) 5. CONVEYANCE SYSTEMS ANALYSIS AND DESIGN: No new public stomiwater conveyance system is proposed to serve the existing lots as the roof runoff is collected and will be infiltrated on site. 6. SPECIAL REPORTS AND STUDIES: Special reports and studies known for this project include: 7. OTHER PERMITS: There are no other known permits, besides the City of Tukwila residential building permits are needed to begin construction. A sanitary sewer mainline extension is being processed through the ValVue Sewer district to provide gravity sewers to the existing lots and would also be used for future lots to be short plated from lots A & H. Because the site will disturb less than 5 acres, an EPA/DOE permit is not required. 9. EROSIONISEDIMENTATION CONTROL (ESC) DESIGN Temporary Erosion Sedimentation Control Plans (TESCP) provide protection for the site and offsite areas during the residential construction. TESCP items include: 1) stabilized construction entrance, flag limits of clearing, install filter fabric fence, provide for onsite drainage, control of any stock piled material, and construction sequence to minimize erosion and sediment The site residential landscape design provides for permanent erosion/sediment control. No unprotected steep slopes are anticipated. A construction sequence is provided. 10. BOND QUANTITIES WORKSHEET Bond quantities are not normally required for single family residences constructed on existing lots when no new or improved public facilities are part of the residential building permits. Therefore, no bond quantities are provided. 11. MAINTENANCE AND OPERATION MANUAL: No special maintenance items have been identified at this time. The Standard King County maintenance identified as the standard SWM Maintenance Requirements for Public and Privately Maintained Drainage Facilities would provide for satisfactory maintenance of the private lot drainage for roof downspouts. 3 PECEIVCD CITY OF TUKWILA MAY - k MU PERMIT CENITEP PART 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner keysii4,e h Address l0 762 .CA l. Phone 4 2 Si 822 &I Project Engineer A),EL ifeA/�Lc- Company /PA/ f k/EL(. Co Address Phone 42.s /lc-M- ' 0 PART 3 TYPE OF PERMIT APPLICATION Q Subdivision CD Short Subdivision Grading Q Commercial C[ Other / 1..5 /d; iJ7 /9 / T5 Community Drainage Basin River Stream = Critical Stream Reach Depressions/Swales Lake 0 Steep Slopes Lakeside /Erosion Hazard Soil Type CD Additional Sheets Attatched Ty c7 /r' ' �, .) / .!✓ l(} : /cam Slopes ?S Erosion Potential King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PART 2 PROJECT LOCATION AND DESCRIPTION Project Name A'/V' -H /mss Location Township Z3 Range 4 E Section /O Project Size Upstream Drainage Basin Size / AC Z AC PART 4 OTHER PERMITS D DOF /G HPA COE 404 DOE Dam Safety FEMA Floodplain 0 COE Wetlands Shoreline Management Q Rockery Structural Vaults Other HPA PART 5 SITE COMMUNITY AND DRAINAGE BASIN PART 6 SITE CHARACTERISTICS Floodplain [W' Wetlands CZ Seep /Springs) IT High Groundwater Table n Groundwater Recharge ED Other PART 7 SOILS Erosive Velocities S7` Page 1 of 2 RECEIVED CITY OF TUKWILA MAY -- t 2000 PERMIT CC Nki King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PART 8 DEVELOPMENT LIMITATIONS REFERENCE Ch. 4 - Downstream Analysis Additional Sheets Attatched LIMITATION/SITE CONSTRAINT PART 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION Sedimentation Facilities Stabilized Construction Entrance igr Perimeter Runoff Control D Clearing and Grading Restrictions nr Cover Practices Construction Sequence Other Grass Lined Channel 0 Pipe System Open Channel Dry Pond Wet Pond Facility Related Site Limitations Reference Facility Tank Q Vault Energy Dissapator Wetland Stream PART 11 STRUCTURAL ANALYSIS (May require special structural review) Cast in Place Vault Retaining Wall Rockery > 4' High Structural on Steep Slope Other Limitation C4 n "r"�F1•�}. {lv�K.1,6r4.Mk1,'a T r..y�,�+.uM. m.hv. +..r. »r. trr ..a i 't.r�.Y.K': :v`:!f1.��TM,.•.{.:.hYhV'.'w �r•.°iM:^'..Y��.,�..., .. .. MINIMUM ESC REQUIREMENTS FOLLOWING CONSTRUCTION Stabilize Exposed Surface Remove and Restore Temporary ESC Facilities Clean and Remove All Silt and Debris Ensure Operation of Permanent Facilities Flag Limits of NGPES EoEr Other G.4rt.✓z..s CAE deN �,� Page 2 of 2 PART 10 SURFACE WATER SYSTEM Infiltration Depression Flow Dispersal Q Waiver Regional Detention Method of Analysis Brief Description of System Operation I or a civil engineer under my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attatchments. To the best of my knowledge the Information provided here is accurate. Compensation/Mitigation of Eliminated Site Storage Q Additional Sheets Attatched PART 12 EASEMENTS/TRACTS n Drainage Easement fl Access Easement • fl Native Growth Protectio ly, ED Q Tract @1'IKWIL Q Other MAY — 4 2000 PART 14 SIGNATURE OF PROFESSIONAL ENGINEER Signed/Oats 1/90 .�u <• ^^ t - J:= ' " "s'7.•sn.»�..;.; tin + F +5t:rri F:� z W QQ � J U 00 (/) 0 = W —I 1— CO LL w 0 • co 0 I— w Z �. I— 0 Z ~ W 0 I-- w H- U. 8 . .z = O~ z • 5 G NOTES I. r. _rw�nf�_ Iaa 4101174411. •v (.Dort. ye lial5)7 " * a 111171 IrY .1�Y.Y,YM� YMIIM ��0 �11�Ort. •. ;MS •. V l+. -.� 1•.11 ru ••tq . Mt 471 11 111( 1� >T..atra " 4 : . 1• °t 3. M ern 1r 1as •t tl*•11•.ta•1 41!1.11. 4. 41.111 IM11M1 b 0•71•71•141111 •4,1 NOM W I.(1n M MM. 11.(•91 •10 (1101717.R1. •. X7 /M�r1F'tw1•1•7•110 r• ...craws t Ct•11•lw /11 *45 1. (76117141147 711411 4 41 ( -(141.11 14 Y[-• 4Th +1•. r. � r&IM7 t.•(41441r woes • t x1•1an 11q(1rw MI In } • (* . an t • s141•In. •a lr• a ( 41.2 7 7 112 1 21^ n11(11 7. 77141 7.4 1 774 VIVI 144..w 1/1101 ry•(1�{t�.>t 14474.11 • Z 1 1' IH dWF•IMVI:•∎• 4111 4, 1....1. ly e. 14.41 /MR1 411^4 ;> ,1 ..tY 1114• 1141•r 1K .ti r •t4• M1(q. ,.1111 r . . . P �� 1 4•M r..lp u ICL�r 1.j.M 1111(7( le 1°• "" •" "t 1i 1 1 41a.ai 75 1 37 1 1'C7 t` I' L:. ta:w 1•ntw• •i a 41.14 lntrism r.mui at q4• LEGAL DESCRIPTION YYRI 1 r R41 171741/ � .r.m.en. 171 omen ... o 4144 OW, yoga 4•41 n •211 .,4•r r WRAC rw (1471 0 ► '.?• 'L 1s 215 024' +h q,. NOM �wr�'. r�' •LLC1•'uy�m"�W. °�.1!'uo'R.x`Sifi a (I. Ya.�.A • �ro.. •w■••WW11.1•4741•. ftia E i;• 11• !f: nTz=: "Tfr r' • + O 1o•.s 11117 /171 1 VERTICAL DATUM gam _ 1Ce •1D 1•11111 O u sTi�lu 1,14tl n ■ . w s v s (r17� lslu .•1(411 r4• HORIZONTAL CATTIIA: TAX; ��o py . 11 1 7 ty 4 A•1 o 71144174 a M •tilt!- '74111 4 y yr.• • 1 wea. HARBTAD CONSULTANTS 1 "N30' LEGEND ••w ur• ..•o q w W1.111.15 x•117 A un. 7.4 11.1•1 w• 7•1 n 01117 r4 - 1.4• all 4 •s.r7 4. •p1/W11 M.( t1•- N7* Tan 711 1 141 .I■•ri Ial- 5787474141 t• 117414141 . 1/474 1 II/ 4 14.7 1- rue w 4141: DRAINAGE BASIN' MAP UPLAND MD ONSITE KEYSTAR INC. 9!•477 TOPOGRAPHIC SURVEY PORTION OF THE SEI /4 SIN/4 SECTION 110, TSP. 23N.. ROE.AE. ..r :wi:,.Iav`.Lrm.7cilirSi -, .. • Ass w..mn41.re1•w.,. x..vl.ac.v:vm'nw=untvewtv>'•vv1 -41:.11 .ak 'eb 10 10 lio er '52 5.7 KM rO WASH. 509' 9 ' 17'30" 1 640 000 FEET t7 KM 10 1NT IRS rA TE 90 '56 1ZZ "15' dP Fir Statio ier olf a L rnp • • l p POW APP i• erton n Hos Sub 1 170 upping —. nter — ■- TE A - P•RT \ c e Vie 1h \�� • � \ � � '� � c h IL! LI 113/15liairimaainuFisiklwain maw 51111BNIVEMEINI or 4 ... mituumird.:-.1 V 1 •' a g I (�_ a n`�1` ���� Sta 1 \\', I 'I : m � adio Toyaers II I u . _. 26 Substati .!� 38 •• Golf . ',..Course , G F \ footbridge • 'F- � e Blac A r : ()Li , IIIIIMEME attar 47 °30' 51 180 000 FEET u J arigrir 0 i . ii ; dial_ . 1 B mi W I I _- Nita USGS TOPOGRAPHIC MAP ►�� 1:25,000 METRIC 27'30" 32 55 z W 6 U 00 WI J � w 0 Q LL • u � = W Z = w W U � 0 22 aI- w H H W Z • U Z OFF -SITE ANALYSIS DRAINAGE SYSTEM TABLE Surface Water Design Manual, Core Requirement #2 Basin: Subbasin Name: /, Lic. i ) m i . t-f Symbol `see map`` : Drainage Component Type, 'Name • and Size ;Type: sheet flow, swale, stream; channel, pipe; pond; Size: diameter, surface area Drainage: Component Description ralnage'basin ; " vegetation; cover, • depths type of sensative area, volume / S re,CA. ,D/ oc /rv.OfL 5 s Slope con ;tricgons; under capacity; ponding; ". " ". overtopping, flooding; habitat or organlam destruction; scouring, bank sloughing • : sedimentation, Incision, tither erosion' . Observations of field inspector resource reviewer, or resident tributary area, likelihood of problem, "• • overlie* pathways, potential Impacts. 2_ /000 A4,L . /4/D0 Move-- D t On Atr o g 0 n, • Subbasin Number: L1Toble.doc 11!2/92 IL • ZF- ut ui D o. • U • WW oc I— tiu z • NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS LEVEL 1 OFF SITE ANALYSIS KEYSTAR, INC. RESIDENTIAL BUILDING PERMITS SOUTH 126 STREET PREPARED FOR: LARRY MUELLER KEYSTAR, INC. 6752 LAKE WASHINGTON BLVD. SUITE B-15 KIRKLAND, WA 98033 425/822 -6953 SUBMITTED TO PUBLIC WORKS CITY OF TUKWILA, WA 6300 SOUTHCENTER BOULEVARD, SUITE 100 TUKWILA, WA 98188 206/431 -3670 BY ROBERT N. PARNELL, P.E. RN PARNELL COMPANY 4422 187TH PL. SE ISSAQUAH, WASHINGTON 98027 425/ 643 -3560 April 24, 2000 EXPIRES 8 / 17 id/ RECEIVED CITY OF TUKWILA MAY - 2000 PERMIT CENT LEVEL 1 OFFSITE ANALYSIS KEYSTAR RESIDENTIAL PERMITS Q = tom w .� U OFF -SITE ANALYSIS (LEVEL -1 DOWNSTREAM /OFFSITEI: co o L .11 w . The proposed combined residential development on existing lots along South � o 126th Street will have more than five thousand square feet of new impervious surface. An Off -Site Analysis Report is required by the public Works, City of g Tukwila. Roof downspout infiltration is proposed. No new public or private roads v, d are proposed as part of the new residential construction. w z �. A level 1 off site analysis is a qualitative survey of each downstream drainage system leaving a proposed site. A submittal shall include an Off -site Analysis u Report that evaluates drainage system problems, if problems exists, such as o ponding water, high/low flows, siltation, erosion, etc. for the areas defined as o upstream, on -site, and downstream of the proposed site. The engineer shall w w provide in the report qualitative information that the proposed project neither aggravates an existing drainage problem nor creates a new drainage problem u. considering acceptable engineering practices and the normal maintenance on Lid z U N existing public and private drainage systems. 0 z The specific requirements for the off -site analysis may be found in section 1.2.2 of the King County, Washington, Surface Water Design Manual, dated September 1998 and includes the following five tasks: Task 1- Study Area Definition and Maps; Task 2- Resource Review; Task 3- Field Inspection; Task 4- Drainage System Description and Problem Screening; and Task 5- Mitigation. The following paragraphs describe in detail the specific items required to be discussed in each task. 1 RECEIVED CITY OF TUKWILA MAY 42000 PERMIT CENTER tetxPIVOVIOSIk TASK 1: STUDY AREA DEFINITION AND MAPS The study area indudes the Keystar, Inc. lots 5, 6, 7, 8, 9 and 10 on the north side of South 126th Street and Parcels A and H on the south side. Lots 5 -10 are existing lots and have about 5500 square feet each for a total of about 0.75 acres. Lots A is about 0.6 acre and Lot H is about 0.4 acres. Total site acre is less than 2 acres. There are no structures on the site. A small 584 square foot wetland has been identified near the boundary of Lot A & H. Both sites are located within the SW 1/4 Section 10, Township 23N, Range 4E and are within the corporate limits of the City of Tukwila. Maps and drainage system data used in this off -site analysis included the following: Figure 1 Site Map - shows topography and the property lines. Figure 2 USGS topographic map showing the drainage boundaries. Figure 3 Soils Map. Figure 4 Off -Site Analysis Drainage System Table TASK 2: RESOURCE REVIEW A review of existing and available documents that would contain information regarding existing /potential flooding and erosion problems was undertaken for the study area. The results of the review are provided. Drainage Area. The identified drainage area is the 6 existing lots, Lots A & H. A small drainage basin upland of the lots 5-10 slopes to the south west and some surface water could flow onto the site. It is anticipated that with landscape efforts and future upland development that no flow from the upland basin would impact lots 5 -10 or Lots A & H. The drainage area of the residential building permits is about 2 acres. Floodplain /floodway (FEMA) Maps. The site is not within a FEMA identified 100 year Floodplain. 2 RECEIVED CITY OF TUKWILA MAY - 4 2000 PERMIT CENTER z w ce J Co co o w = w 0 u. 52 d Iw z = o w ~ U O o -: 0 H: w w I u. p: ..z U= O z Sensitive Areas. Wetlands- No wetlands were identified for the site, however, a wetland reconnaissance found and identified a 584 square foot class 3 wetland.. Streams and 100 Year Floodplains- The site is not within an identified 100 year floodplain. No streams exist on site. Erosion Hazard Areas- The site appears not to be within an erosion hazard area. US Department of Agriculture, King County Soils Survey. The King County soils survey maps do not specifically identify the site. However, the general area map indicates the soils to be Alderwood (Ag). No major problems were noted in the soils survey report. Drainage and permeability vary. Hydrologic properties of the "C" hydrologic soil shows moderate -low infiltration when wet. A Geotechnical Report was prepared for Parcel A & H sites and is referenced in the TIR. Wetlands A class 3 wetlands was found on site by the wetland consultant. TASK 3: FIELD INSPECTION The site was physically inspected for the existing on and off site drainage system of the study area for each discharge location. The investigation considered any evidence of known existing or expected potential drainage problems. Level 1 Inspection: Investigate any problems reported or observed during the resource review. No existing drainage or erosion problems were identified during the resource review. No flooding or erosion evidence was noted on the existing site. Locate existing /potential constrictions or lack of capacity in the existing drainage system. No constriction or lack of capacity identified. Identify existing /potential flooding, especially of commercial or residential structures, road access, or septic drain fields. No drainage problems were noted for commercial or residential structures. No problems are anticipated for proposed sanitary sewer and domestic water to be provided by the local utility purveyor, Water District 125 and ValVue Sewer District. Road access is along South 126 Street and is adequate to serve the existing lots. No new project roads are proposed for the residential permits. 3 kPit'�!.'1 >In1r.•..,......_. RECEIVED CITY OF TUKWILA MAY - 2000 20[00 PERMIT nEWTEr z Q � w U 0 : U0 W = . CO W w O LL ?. Y2 = w Z �. I-0 w uj U O N ' 0 I- ww U.1 Z U = O ~ . z Identi existin • / • otential overto In scourin • bank slou • hin • or sedimentation. No problems with overtopping, scouring, bank sloughing, or sedimentation were found or are anticipated with both short plat developments. Identify significant destruction of aquatic habitat or organisms. No severe siltation, bank erosion, or incision in a stream is identified. No significant destruction of aquatic habitat or organisms is anticipated. Collect qualitative data on features such as land use, impervious surfaces, topography, and soil types. Data was collected and utilized in this analysis and included: Land use- The area is urban, land use is single family, zoning is LDR (Low Density Residential). Impervious Surfaces- The sites have been cleared of most vegetation to obtain access for site testing. Single family residence make up other adjacent developments and Group Health cooperative is located to the north. Topography- The less than 2 acre sites, based on site plan topography contours slopes about 10% north to south with a 10% slope east to west. There are 40% or greater slopes between Parcel A & H due to an existing house foundation that was removed and fill place on the site. Class 2 steep slope areas exist along the western portion of the Parcel A and the southern offsite portion of Lot H. Soil Types- The soil type identified the Alderwood series. This soil has moderate to serve erosion potential. Collect Information on pipe sizes, channel characteristics, drainage structures, wetland/streams /steep slopes(Sensitive) areas. There are no known drainage pipes, creeks or streams, or culverts on the site. Verify tributary basins delineated in Task 1. The drainage areas shown on the map within task 1 was field checked. The drainage area is virtually the project sites. Contact neighboring property owners or residents in the area about past or existing drainage problems and describe in report (Optional). The owner's of the sites stated there were no known drainage problems. Note the date and weather conditions at the time(s) of inspection. Initial site investigation were made and a downstream inspection on April 5,2000. Weather 4 RECEIVED CITY OF TUKWILA MAY - 4 2000 PERMIT CENTER .!!'1'MIMN�i".�n? per.' urn• N• amrtrw... Arr rr.. u-,+ atl- r�rrn=! nicllm C+' l`.' zairl. 9.' vAtrris! eL' cN. fi° Ktry�' NSS± ^x'.f{,xaK'�.',44xs•+knF#*±a?t, + .cn:�.- •.w,•. ...............�._ ........ was cool and clear. No major drainage problems were noted. No major erosion was noted. z TASK 4: DRAINAGE SYSTEM DESCRIPTION AND PROBLEM SCREENING re re LLI2 Jo Each drainage system component and problem identified during the resource vi 0 review and site inspection will be addressed in this Off- Site Analysis Report on J z a map, in the narrative, and in the enclosed Drainage System Table, Figure 4. u) u_ w o Drainage System Components. Drainage system components used by the site g such as pipes, culverts, bridges, outfalls, ponds, tanks, and vaults are included a in this report. = d I- _ Location (corresponding map label and distance downstream /upstream from site z o �o discharge). The site is urban, cleared, and undeveloped. No major drainage z i system components were noted either upstream, on site, or immediately 2 D downstream. o cn (a 1-- Physical description (type, size, length, slope, vegetation, and cover). The _ 0 stormwater drainage disposal system on site appears to be by infiltration. u. o Vegetation consists of a few trees. Understory, grass and vegetation was z iii recently cleared. The parcel size are rectangular. No drainage facilities c.)to . presently exist on site. o Problems and Field Observations. No major problems were identified for either existing or proposed conditions. Existing /potential problems: All existing /potential problems (ponding water, high /low flows, siltation, erosion, etc.) identified in the resource review or field inspection will be described in the report regardless of whether the proposed project may or may not aggravate the problem. Then, problems that are not of concern will be screened from further analysis. Type of problem: magnitude, frequency, and /duration. No problems were identified. There is a concern by Public Works that with this residential development, future short plat of Lots A & H, as well as the potential to develop the northern sites upland of lots 5 -10, some new drainage features should be constructed along South 126 Street and 40 Ave. South to remove some of the stormwater to an established City of Tukwila stormwater conveyance system. 5 RECEIVED CITY OF TUKWIIA MAY * 2010 PERMIT CM 4 TL 4 :gel z Description of problem: pondinq water. high or low flows, siltation, erosion, slides. No problems identified. Magnitude of or damage caused by problem: siltation of ponds, dried up ornamental ponds, road inundation, flooded property, flooded building, flooded septic system, significant destruction of aquatic habitat or organisms. No problems identified. General frequency and duration of problem (dates and times if available). No problems identified. Design storm or flow (cf) of the water when problem occurs (Optional for Level No problems identified as no problems noticed. Water surface elevation when problem occurs(for example, elevation of building foundation, crest of roadway, elevation of septic drain fields or wetland /stream hgh water mark). No problems identified. Names and concerns of involved parties (Optional for all levels). No problems identified. Current mitigation of problem. No problem identified, however, erosion control will be required during construction and for permanent site stabilization. Possible cause of problem. No major problem identified when standard construction procedures and site stabilization are followed. Why the proposed project will or will not aggravate (increase the magnitude, frequency, or duration) the existing problem nor create a new drainage problem. For example, the problem will not be aggravated if: 1) it is an upgradient drainage problem that will not effect or be affected by drainage systems, 2) it is a flooding problem and the project will increase the elevation, duration or frequency of elevated water, or 3) it is a capacity problem and the project proposes controls (pipes, culverts, channels, etc.) that will convey runoff as specified in the Core Requirement #4, Conveyance System. No problems identified on or adjacent off site. Existing /potential problems that potentially do not result in changes in the magnitude, frequency, or duration are eliminated from further analysis. Any remaining problems or concerns are discussed in the Level 1 mitigation narrative and if significant are further addressed within a Level 2 or the more detailed Level 3 analysis. No existing or potential problems identified. 6 w 741,5? OVYRAnymm7;tg•,s..:: 1' fflyiu SS °r 7rn ,, , q.>•.+• crr�" ^ltd°?b:`h".ti5 ru.RCt',+,w'.•nn.rr> - ...,.. -.,, RECEIVED CITY OF TUKWILA MAY 4 20011 PERMIT CENTER z 1 Jo U N D J= H co w W 0 g cn = 1- w z= 1-- 0 Z ~ U� O 0 E- w 0 z W U= o � z TASK 5: MITIGATION For any existing /potential off -site drainage problems of concern, the design engineer shall demonstrate that the proposed project engineering plan has been designed so that it neither aggravates any existing drainage problem of concern nor creates a new drainage problem of concern. Quantitative analysis (such as application of Manning's equation to indicate capacity) is optional for Level 1 and is required for Level 2 or 3. No special mitigation is recommended at this time based on known and available information when normal /traditional TESCP best management practices (BMP) applicable to the site conditions. 7 RECEIVED CI1Y OF TUKWILA MAY - 4 2000 PERMIT CENTER APR -19 -00 08:03 April 19, 2000 FROM - B T14ELVE ASSOCIATES Mr. Robert N. Parnell RN? 4422187' Place SE Issaquah, WA 98027 Re: Wetland Delineation Keystar/Tukwila site —B- twelve Job # A0 -133 Dear Bob, 253 - 852-4732 T -925 P.02/04 F -742 B- twelve Associates, Inc. 1103 W. Meeker St. Suite C Kent, WA 980325751 Ed Scowl' and I have completed the delineation of Vac jurisdictional wetland on the Keystar property located at the southeast corner of the intersection of 40 Avenue South and South 126 Street ( "the site "), in the City of Tukwila, WA. (v) 253 -859 -0515 (f) 253.852.4732 (e) info @bl2assoe.corn A combination of field indicators, including vegetation, soils, and hydrology were used to determine the approximate location of wetland edges. The wetland on site was identified using methodology described in the Washington State Wetlands Identification Manual (WADOE, March 1997). This is the methodology currently recognized by the City of Tukwila and the State of Washington for wetland delineations. The wetland area identified would also be considered a wetland using the methodology described in the Corps of Engineers Wetlands Delineation Manual (Environmental Laboratory 1987), as required by the U.S. Army Corps of Engineers. The Washington Stare Wetlands ldearificarion Manua and the Corps of Eirgiire ers Wetlands Delineation Manual require the use of the three- parameter approach in identifying and delineating wetlands. A wetland should support a predominance of hydrophytic vegetation, have hydric soils and display wetland hydrology. lobe considered hydrophytic vegetation, over 50% of the dominant species in an area must have an indicator status of facultative (FAC), facultative wetland (FACW), or obligate wetland (OBL), according to the National List of Plant Species That Occur in Wetlands - Northwest (Region 9) (Reed, 1988). A hydric soil is "a soil that is saturated, flooded, or ponded long enough during the growing season to develop anaerobic conditions in the upper part ". Anaerobic conditions are indicated in the field by soils with low chromas (2 or less), as determined by using the Mansell Soil Color Charts; icon oxide mottles; hydrogen sulfide odor and other indicators. Generally, wetland hydrology is defined by inundation or saturation to the surface for a consecutive period of 12.5% or greater of the growing season. Areas that contain indicators of wetland hydrology between 5 %- 12.5% of the growing season may or may not be wetlands depending upon other indicators. RECEIVED CITY OF TUKWIt.A MAY T ' 20nn PERMIT Ck.hTER APR -19 -00 08:03 FROM -B TWELVE ASSOCIATES • Field indicators include visual observation of soil inundation, saturation, oxidized rhizospheres, water marks on trees or other fixed objects, drift lines, etc. Under normal circumstances, indicators of all three parameters will be present in wetland areas. One wetland area (referred to as Wetland A) was identified on the site, the edge of which was flagged with pink "Wetland Delineation" flagging labeled Al -A6. Wetland A is located on the boundary between proposed Lots 4 and 5 of the site (see attached map). This wetland has an. emergent wetland class, and was surveyed at 584 square feet in size. Actrcrdag to to City o. T•ukvcile. Sensitive Aie& Code (Chapter 1.8.45), Wetland A would 6e categornz d as a Type 3 wetland, due w size and number of wetland classes. Typically, wetlands of this type require a 25' buffet, as well as a 10' BSBL in residential areas. Lot 1 is located over 80' away from the western wetland edge; therefore, the development of Lotl as a residential lot will not affect Yee wet'iand or wetland lraliet. Because it is less than 1,000 square feet in size, and because the wetland's main function is the storage of a limited amount of surface water, we propose that Wetland A not be regulated by the City of Tukwila. Although we are not proposing wetland mitigation for the filling of this wetland, the effects of filling the wetland will be mitigated for in the stone water facilities for the short plat. Within the next two weeks, B- twelve will complete the final Wetland Analysis Report, which will further explain our findings. Please feel free to call or email me (darcev@h 12assoc.com) if you have any questions or require any additional information. Sincerely, B- Twelve Associates B Darccy B. Miller Assistant Wetland Scientist File: dm/A0133- 01.doc 253- 852 -4732 T -925 P.03/04 F -742 Re: Wetlat` elineaaon Keystar/Tukwila Site—Job # A0-133 B- twelve Associates April 19, 2000 RECEIVED CITY OF TUKWILA MAY - 2000 PERMIT CENTER APR -19 -00 08:04 FROM -B TWELVE ASSOCIATES 253- 852 -4732 T -925 P.04/04 F -742 30• .04 i 3o• )4.1 l c& .0 sta,.k , 'tea II I 0 10 • 40 qo 1 I U7 ! r 29,I I I � i � ..3 PARCEL y a F- 1 O v. PARCEL PARCEL C C a e0 04 8 PARCEL ,za 0 I IN I 2 723 124 71 pNr.,O WAIN .T 7 , A \k • \ . .w.r /VIMY. 1, . r . .1.1. Ma •Y� _ saw , EV3e)..e SC. Fr � �I If 1 0170 APPROVAL 552 50. FT. TA '601 NO.ADbb -bbo N89 "!0' 27 "E . • I 45 ,.. YTtc.,_ (ATM —_ C)TT .I T ew.% slow 1(1(9 pVI TJON" WIT SErO1 RW.OI 9- slow 6C 24.211 a L VISt% ��lr, fii tllT lslVaTlOr HORIZONTAL DATUM: 99-- "NO411 exam .I of $71N AVM* 4. WNW 9T1(5T) PERMIT CENTER. )0! out Ft RECEIVED "` - "'CI FY OF TUKWILA MAY •- 4 2000 Project Name: File #: CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS Date: 03.10.00 b2000 -035 b2000 -036 b2000 -037 b2000 -038 03� Reviewer: L. Jill Mosque General Q /jilt /projects /Keystar /comml lots 6 -8 and A Riverhills Single Family Residences usvwry , e..• +var+' Lot #6 Lot #7 Lot #8. Lot A • L. ht i414) 4006 5 126 St 4012 5 126 St 4018 5 126 St 4031 5 126 St � - 3. Please provide a written description of the construction staging. Include approximate dates for significant events and INCLUDE EROSION CONTROL installation dates. /4 (f,1,, ee , 4. These plans are used by the City Inspector and should provide accurate information and reflect what will actually be built. The plans should provide enough information so the inspector can inspect what is being built. 1. Public Works will not issue permits for these lots until the Land Altering violations are resolved. m/ Zawo — c'o 3 //iv 2ct'o —(7057 ge /15 10.15. flavn r7eieA S06.0i. t% / idy /4,4d,4# 1 / a u . 2. This site contains and is adjacent to steep slopes. The plans must be v k. prepared and stam ed b a licensed ens ineer RECEIVED CITY OF TUKWILA MAY - 2000 PERMIT CENTER 7s�t�Lf' =: tla�rr- • ».••• �a-� n+smsxana. m a. nGht�iV! March 10, 2000 D2000 -035 D2000 -036 D2000 -037 D2000 -038 Page 2 of 4 5. In the Preapplication meeting for the Keystar Development on the south side of S 120 St., Mr. Aralci and Mr. Parnell indicated that the street improvements required on the south side of S 126 St would be mirrored on the north side. Please provide a site plan that shows all infrastructure improvements, including water, fire hydrants, sewer, street improvements etc. Please include these improvements in the plans for the lots on the north side of S 126 St. In other words, accurately show the intended street widths, sidewalks, tree locations, etc 6. Two plans for the same lot should match. The topography, finished floor elevations, pipe sizes, driveway locations, dimensions etc. should match. r � Z c14 7. Please refer to the 1998 King County Surface Water Design Manual i , t 1 for surface water requirements. Please begin at pages 1 -6 and 1 -7► to determine requirements. Please provide all information spelled out in the manual. /4vp4L7Z riat7 - Z 7 - 8. Please refer to the 1998 King County Surface Water Design Manual for erosion control requirements. Please provide all information spelled out in the manual. a j 49,) //./ie7;1: 9. Please refer to the enclosed single family residence packet when developing plans for submittal. 10. Please provide a geotechnical report for each lot. The report should include slope stability and recommendations for handling the ground water. G"ncp/ -- 4/' 'r/-/ - r i ZTS 5-/e7 ,f ee. A 4 c f,/� Q /jill /projects /Keystar /comml lots 6 -8 and A �K RECEIVED CITY OF TUKWILA MAY - 4 200(1 PERMIT CEN fti: z 00 0 W i J H N w O' g a u) = W z o LIJ U � of w w u 0 LLi z U= 01- z March 10, 2000 b2000 -035 D2000 -036 D2000 -037 D2000 -038 Page 3 of 4 11. Please provide cross sections of the lot which clearly show how each house will sit on its lot. The cross sections must show existing and proposed elevations. I will use the cross sections to check cut and fill quantities and to help determine adherence to the geotechnical N o` w w. recommendations.. co wo 2 Water g 1. From the house to the street, show location, material ;size. Show water = a meter at the property lin'thin the City right of way. Z .$i3er /'Sew - 3/ e w hAPPe.-.4, o- o z F- 2 Sewer o 1. From the house to the street, show location, sizes, material and slope. o o LI - o Surface Water z i co 1. This site has sensitive areas and I estimate each house will add 3300 SF t= of impervious surface and will cover approximately 60% of the lot. " z • ,7a.1 According to the 1998 King County Surface Water Design Manual ( KCSWDM). you must provide a full drainage review. Please refer to the KCSWDM when preparing the surface water Technical Information Report. o4_ T g 2. If the houses will have metal roofs, please provide the material specifications. — 3. Please note, the storm drain line in 5 126 St is plugged and does not connect to anything anywhere in the world. Tightlining to a storm drain is NOT the first or even the second preferred method for handling surface water. Please refer to the KCSWDM when designing the surface water. rv,J '� Q /jill /projects /Keystar /comml lots 6 -8 and A p lat ema p abasv p mee zzaaravegtstriiMMITMOVIWARKWOrMtliMPFAWYM. ��+ .r+aR + w • ....._ . ,,,,, " r> VOI RECEIVED CITY OF TUKWI A MAY - 4 2000 PERMIT CENTER 4: March 10, 2000 02000 -035 02000 -036 02000 -037 b2000-038 Page 4 of 4 Groundwater � �,�, �, o: ILI 1. Please indicate how you plan to handle the springs on the site. . ( 4,41 , 1 vm4.T;417- w o ` N C. CO ILI Land Altering w o . 1. No plans will be approved without a comprehensive plan for erosion 2 prevention and sediment control. Please refer to the 1998 King County a Surface Water Design Manual (KCSWDM) Appendix':D./ = a z 2. Show stockpile locations, especially if being located on adjacent land. o' Show erosion prevention and sediment control for the stockpiles. UJ u ' U O D riveways C) 1. Driveway widths shall be between 10 -20 feet. Maximum slope for LL driveways is 15 %. Please show all dimensions on the plans. Please be sure w z the driveway locations and accesses fit the houses and the sites. o � ' Zv i bs� z 2. Please show accesses per City of Tukwila Driveway details found in the enclosed single family residence packet. Q /jill /projects /Keystar /comml lots 6 -8 and A RECEIVED CITY OF TUKWILA MAY - 4 2000 PERMIT CENTER RNP KEYSTAR, INC. RESIDENTIAL BUILDING PERMITS CITY OF TULWILA PUBLIC WORKS. COMMENTS D2000 -035, 36, 37, & 38 APRIL 24, 2000 WRITTEN DESCRIPTION ON CONSTRUCTION STAGING 4422 187th Place S.E. • Issaquah, WA 98027 • 425/643 -3560 • FAX 425/641 -5095 R.N. PARNELL COMPANY CIVIL ENGINEERING WATER RESOURCES ENGINEERING MANAGEMENT ENVIRONMENTAL SERVICES CONSTRUCTION MANAGEMENT Site clearing was completed in March 2000 and subsequently stopped by city of Tukwila. Erosion control was placed in the form of sediment fabric fence along the perimeter and hydroseeding on those areas exposed and not worked. The site was inspected on April 5, 2000 and the parcels cleared areas were stabilized and the fabric fence upright and functioning. No erosion was noted. Clearing limits are the full site areas for each lot and proposed lot when residential building commences due to the configuration, size, and area of the lots. Total area of the 8 lots is about 2 acres. The two parcels to the south of South 126 Street are in the process of being short plat, therefore there are only two legal lots south of South 126 Street and six lots north of south 126ht Street at this time for residential construction permit purposes. Residential building permit applications have been submitted and are being processed by the City of Tukwila, and the applicant is providing supplemental information as requested, including this resubmittal. Residential construction will commence just as soon as the permits are issued by the City of Tukwila. Erosion control is part of the permit conditions and will be placed during construction to prevent sediment from leaving the site. RECEIVED CITY OF TUKWILA MAY - '+ 2000 PERMIT CENTE Ia z re w 2: U O' co 0 . � w O' u. • - d . �w _ . I— O. z I uk U 0 u .w W Ili z' U N . O . z n. i0 Q. E 0 U L L 0 a) tr) 0 ,n .S rn Z W do ivS, - /M /eTio2J PPE.v� 1X C .i ,/ eS4>,D/y! — ��1? G 5 /7 - 4 4 /N /0.7 gi nr2 Zeit p,' ir•9sz o p� 7Zs7 �7 / ,e4.. m / / AVL'7 P.Z.0 S 4 " /17f9:J,C- - / //43Ue O. % - Ert e,N ‘ Z) 7 / e-// Cc . z. 3. 2> P .e /Oov 47' /mpre.V' aas $J 49 4 //ma s : /7m/-44.95/0/1.4 c,) .500 / = /. 4 5 1 ' . ' 4 77e..,-04 4iry' = /• /o ? ' 7 .5'4; �-- 41 /, r- 7 Avi$0 4.4) -41,r C- $ Z / h /r,o 4 /4 r7 ©$$ — ? 5 /• iZ 771 - �✓,'� .4 2 C 7 Z.,5% RECEIVED CITY OF TUKWIL MAY - 4 200t PERMIT CENTER f 1 ce U0 W� W 0 a' w a z ` z �: U O 0 CO: W LLI. V; o f U - ROBIN A. OWEN 5594 S. LANGSTON RD. SEATTLE WA 98178 FOR: STEPHEN T. HARAKI PC 2100 116TH AVE NE 'BELLEVUE WA 98004. R.A. OWEN ON -SITE DISPOSAL SYSTEM DESIGNER KING COUNTY CERTIFIED # D0032 SEWAGE DISPOSAL DESIGN SOIL TESTING DRAINAGE PLANS PERCOLATION TEST REPORT DZo�o 039 Ircosnpk+t (tiler"! 2128/_ OFFICE: 772 - 4740 FAX: 772 - 0481 MOBILE: 930 - 0802 RECEIVED CITY OF TUKWILA . .., - 7 :_ CENTER CEIVED R. A. OWEN CITY OF TUKWILA MAY - 20011 PERMIT Ci.= NY {,, STABILIZED PERCOLATION RATE SUBJECT PROPERTY: LOT HOLE '# DEPTH (MINUTE& PER INCH) PARCEL # 734060 - 0662 (A) 1 34" 11.5 2 29" 12 3 28" 12.5 4 33" 13 PARCEL # 734060 - 0661 (H) 1 29" 14.5 2 32" 13.5 3 27" 11.5 4 30" 13 5 30" • 14 6 26" 13.5 7 32" 14 8 28" 14.5 ROBIN A. OWEN 5594 S. LANGSTON RD. SEATTLE WA 98178 FOR: STEPHEN T. HARAKI PC 2100 116TH AVE NE 'BELLEVUE WA 98004. R.A. OWEN ON -SITE DISPOSAL SYSTEM DESIGNER KING COUNTY CERTIFIED # D0032 SEWAGE DISPOSAL DESIGN SOIL TESTING DRAINAGE PLANS PERCOLATION TEST REPORT DZo�o 039 Ircosnpk+t (tiler"! 2128/_ OFFICE: 772 - 4740 FAX: 772 - 0481 MOBILE: 930 - 0802 RECEIVED CITY OF TUKWILA . .., - 7 :_ CENTER CEIVED R. A. OWEN CITY OF TUKWILA MAY - 20011 PERMIT Ci.= NY {,, ROBIN A. OWEN 5594 S. LANGSTON RD. SEATTLE WA 98178 SEWAGE DISPOSAL DESIGN SOIL TESTING DRAINAGE PLANS FOR: STEPHEN T. HARAKI PC 2100 116TH AVE NE BELLEVUE WA 98004. R.A. OWEN ON -SITE DISPOSAL SYSTEM DESIGNER KING COUNTY CERTIFIED # D0032 PERCOLATION TEST REPORT OFFICE: 772 - 4740 FAX: 772 - 0481 MOBILE: 930 - 0802 fi ECEFVED CITY OF TUKWIIA MAY - 42000 PERMIT CENTER RECEIVED CITY OF TUKWILA ct 00 0 ; N NW . ) 1, O . u_ Q ui I- 0' zI- • ui D 0 O - 0 F- W W z . U N 17: 1, o z STABILIZED PERCOLATION RATE SUBJECT PROPERTY: LOT HOLE # DEPTH (MINUTES PER INCH) SQUIRES REPLAT: • 5 1 25" 13.5 2 32" 14 6 1 28" 12 2 35" 15 7 • 1 34" 14 2 30" 13.5 8 1 24" 11.5 2 30" 13 9 1 35" 10 2 30" 12 10 1 27" 10.5 .2 32" 10 ROBIN A. OWEN 5594 S. LANGSTON RD. SEATTLE WA 98178 SEWAGE DISPOSAL DESIGN SOIL TESTING DRAINAGE PLANS FOR: STEPHEN T. HARAKI PC 2100 116TH AVE NE BELLEVUE WA 98004. R.A. OWEN ON -SITE DISPOSAL SYSTEM DESIGNER KING COUNTY CERTIFIED # D0032 PERCOLATION TEST REPORT OFFICE: 772 - 4740 FAX: 772 - 0481 MOBILE: 930 - 0802 fi ECEFVED CITY OF TUKWIIA MAY - 42000 PERMIT CENTER RECEIVED CITY OF TUKWILA ct 00 0 ; N NW . ) 1, O . u_ Q ui I- 0' zI- • ui D 0 O - 0 F- W W z . U N 17: 1, o z • 2 45.0 110 0 2 50.04 6 0 0 2 50.04 7 0 1 50.04 ° 2 8 0 1 02 45.74 9 0 1 02 45.04 1 0 •1 •6 0 5 PARCEL # 734060 - 0661 IS HI, • ° 0 03 4 02 01 132.5 •7 0 8 •2 CO 13.64 03' • 1 04 u, PARCEL # 734060 - 0662 144.7 `TC SCALE: 1" = 50' 40TH AVE S FECEIVED CITY OF TUKWILA MAY -- 4 2000 PERMIT CENTER RECEIVED CITY OF TUKWILA PERMIT CENTER rtf W'- U U Ot co 'co cv tu 9 _ H: W O; g J te 'N O _° 2 Di O W W V Oi N; 'W W I--: — O CU Z ' U —c 2 Keystar Corporation do R.N. Pamell Company 4422 -187 Place SE Issaquah, Washington 98027 Attention: Mr. Robert N. Parnell, P.E. Zipper Zeman Associates, Inc. Geotechnical and Environmental Consulting Subject: Report of Geotechnical Services 6 Lot Short Plat on South 126 Street Tukwila, Washington Dear Mr. Parnell: Zipper Zeman Associates, Inc. (ZZA) has completed a geotechnical evaluation for the above - referenced short plat. This report presents the results of our subsurface exploration and geologic reconnaissance relative to general foundation and construction considerations, as well as the City of Tukwila Sensitive Area designations for the project site. The field evaluation was completed on March 6, 2000. The purpose of the evaluation was to establish general surface and subsurface conditions at the site from which conclusions and recommendations regarding foundation design and construction considerations could be formulated, and to address Sensitive Area designations as defined by the City of Tukwila. The scope of our work consisted of subsurface test pit explorations, a visual reconnaissance, geotechnical engineering analyses, and preparation of this report. We expect that changes in existing site grades will be minor. For purposes of preparing this report, we have assumed that changes in existing site grades will be on the order of 1 to 2 feet. In the event of any changes in the nature, design, or location of the proposed structures, the conclusions and recommendations presented in this report should be reviewed and modified, if necessary, to reflect the changes. We recommend that ZZA be allowed the opportunity to review the plans and specifications for the project once they become available to determine that the recommendations presented herein have been properly interpreted with respect to this project. This report has been prepared in accordance with generally accepted geotechnical engineering practices for the exclusive use of Keystar Corporation and their agents, for specific application to this project. SITE AND PROJECT DESCRIPTION The project site is located on the south side of South 126 Street between 40 Avenue South and 41 Avenue South in Tukwila, Washington. The site is slightly larger than one acre in size and is currently unoccupied. Portions of the site had been stripped, but remaining vegetation RECEIVED CITY OF TUKWILA 19231 -36 Avenue W >, Suite B201 Lynnwood, Washington 98036 64 fi n. J -671 March 13, 2000 (421 IV 33044 20E10 PERMIT cramTEF 1 6 Lot Short Plat on South 126 Street Tukwila, Washington consisted of weeds, small shrubs, blackberry bushes, and scattered trees to over 2 feet in diameter. Site topography slopes downward to the southwest and varies from relatively level along the eastern margin of the site to slopes approaching 50 percent nearer the center of the site where Lot 5 is planned. Total relief across the site is on the order of 38 feet. Based upon preliminary site plans, we understand that the proposed development will consist of six single - family residential lots. Finished floor elevations and grading plans were not provided at the time of our evaluation. The proposed lots will be accessed from 40 Avenue South, South 126 Street, or 41 Avenue South. The proposed six -lot subdivision and the approximate locations of the explorations accomplished for this study are shown on the Site and Exploration Plan, Figure 1. FIELD EXPLORATION The subsurface exploration program conducted for this study consisted of completing three test pit explorations across the site. Test pits were located in the steeper sloped portions of the site. The test pit explorations were completed to depths ranging from 13 to 15.5 feet below the existing ground surface. Ground surface elevations at the test pit locations were interpreted from the topographic information presented in Figure 1. Subsurface Conditions Fill was observed below the surface in the three test pits. The fill generally consisted of loose to medium dense silty sand with gravel. In test pit TP -1, wood and metal debris was observed at a depth of 3.5 feet. In addition, a thin (approximately 6 inch) layer of silty sand with gravel and burned organics was observed in test pit TP -1 at a depth of 5 feet. The thickness of the fill was observed to be approximately 5.5, 3.5, and 1.5 feet, in test pits TP -1, TP -2, and TP -3, respectively. Below the fill was medium dense to very dense weathered glacial till. The glacial till typically consisted of moist to wet, silty sand with gravel. Cobbles were occasionally observed. In test pit TP -3, the glacial till was coarser and consisted of sandy gravel from approximately 5.5 to 10.5 feet. The glacial till extended to the bottom of the test pits. The USGS map Geology of the Des Moines Quadrangle, Washington (Map GQ -159), dated 1962, shows the site as being mantled by ground moraine (till) of the Vashon drift. The soils observed in the test pits appear to be consistent with the USGS mapping. Soil descriptions presented in this report are based on the subsurface conditions observed at the specific test pit locations. Variations in subsurface conditions may exist between the exploration locations, and the nature and extent of variations between the explorations may not RECEIVED CITY OF TUKWILA 19231— 36ty Avenue W., Suite B201 Zipper Zeman Associates, Inc. J -671 March 13, 2000 Page 2 MAY -. 4 2000 Lynnwood, Washington 98036 (425) 771 -3304 PERMIT CENTH • .. fi7k4$ Rx+' �v�a• aacrwta�+ en+ �tanrrrrta• Pxle�ew4RO` ut' N! t�yfY.• 7 . 9 j�" d' S� ;9h�!I?{}.!�nror§fiei!�rv;'tsvn eer«.v..:..�^.•s.yaaaw•r. ,�, _._.]__L....,. .. ..nom...._..,,,. - ........._..,..._....... .�.— ....,�amruvF7...,.r.r�.cq'� 6 Lot Short Plat on South 126 Street Tukwila, Washington Groundwater J -671 March 13, 2000 Page 3 become evident until construction. If variations then appear, it may be necessary to reevaluate the recommendations presented in this report. Perched groundwater seepage was encountered at depths of 15, 8, and 4.5 feet in test pits TP -1, TP -2, and TP -3, respectively, at the time of exploration. The regional groundwater table was not encountered in the explorations. It should be noted that groundwater conditions and soil moisture contents are expected to vary with changes in season, precipitation, site utilization, and other on- and off -site factors. Given the relatively dense nature of the soils a few feet beneath the existing ground surface, near surface perched groundwater conditions should be expected to develop following periods of prolonged precipitation. CONCLUSIONS AND RECOMMENDATIONS We anticipate that the proposed development will utilize wood frame construction above reinforced concrete, cast -in -place foundations and concrete slab -on -grade floors. Based upon the subsurface exploration program, the project appears feasible utilizing conventional shallow foundation support. Sensitive Area Considerations The eastern portion of the subject site is classified by the City of Tukwila as a Class 2 area on the city's 1990 Sensitive Areas Maps. The Sensitive Areas Maps are on file at the Department of Community Development. Chapter 18.45 of the City of Tukwila Municipal Code, entitled Sensitive Areas Overlay, defines a Class 2 slope as follows: "Class 2 areas, where landslide potential is moderate, which includes areas sloping between 15% and 40 %, and which are underlain by relatively impermeable soils or bedrock." The drawing prepared by RN Parnell Company, dated 12/09/99, and our site reconnaissance indicate maximum slope inclinations in the center and western portions of the site between 20% and 40 %, with a small strip in Lot 5 (center of site) approaching 50 %. The subsurface exploration disclosed relatively impermeable glacial till soils at depths of 1.5 to 5.5 feet below existing grade. Based on this information, the overall Class 2 designation of the site appears appropriate, in our opinion. Our subsurface exploration, surface reconnaissance, and geologic literature review did not suggest the presence of any past instability or slope movement on the property. Fill typically consisting of silty sand with gravel was observed to depths ranging from 1.5 to 5.5 feet below the existing grade at the test pit locations. The underlying glacial till soils were encountered in a medium dense to very dense state. 19231— 36ty Avenue W., Suite B201 Zipper Zeman Associates, Inc. Lynnwood, Washington 98036 RECEIVED cm of TUKVVII. MAY — 2nroci (425) 771-3304 PERMIT CEN1('i• 6 Lot Short Plat on South 126 Street Tukwila, Washington J -671 March 13, 2000 Page 4 Based on the exploration data, it is our opinion that the potential for a deep seated landslide on the subject property is very low. The potential for shallow surface sloughing is also considered low, provided the loose fill is removed or recompacted to a more dense condition. The drainage conditions on the site will be improved by the connection and tightlining of runoff from impervious surfaces and footing drains /underslab drains to the storm drainage system. The proposed development is not expected to create a landslide or erosion hazard to the subject property or surrounding properties, in our opinion. A slope which appears to be inclined at approximately 50 to 60 percent is located along the southerly property line of Lots 3 and 4. We recommend that the proposed residential structures have a minimum setback of 40 feet from the top of this slope. Seismic Criteria Figure 16 -J in the 1997 Uniform Building Code classifies the subject site as being within Seismic Zone 3. Based on the subsurface conditions encountered at the site and published geologic literature, it is our opinion that Soil Profile Type S be used to describe the average soil properties within the upper 100 feet beneath the site. This designation describes soils that are considered very dense with a shear wave velocity of 1,200 to 2,500 feet per second, Standard Penetration Test values greater than 50, and an undrained shear strength greater than 2,000 psf. Soil liquefaction is a condition wherein loose granular soils located below the ground water table loose strength during the ground shaking associated with an earthquake. The soils encountered in our test pits consisted of 1.5 to 5.5 feet of loose to medium dense fill underlain by medium dense to very dense glacial till soils consisting of silty sand with gravel to sandy gravel. Slight perched groundwater seepage was encountered in the test pits, but the local groundwater table was not encountered in the explorations. Based on the grain size distribution of the site soils and the absence of a permanent groundwater table, we did not observe any contiguous layers of liquefiable soils on the project site within the depths explored, and liquefiable deposits are not anticipated at greater depths due to the glacially consolidated nature of the site. It is our opinion that the risk of damage due to soil liquefaction is low. Site Preparation We anticipate that this project will require minor cut -and -fills to establish the building pad grades. Site preparation should include the removal of all existing fill, vegetation, root mass, organic soils, and any deleterious debris from building and paving areas, or those locations where "structural fill" is to be placed. Exposed soils following site preparation should consist of medium dense to very dense silty sand with gravel (glacial till). Localized areas of deeper organics, such as root systems, may be encountered within the project site and should likewise be removed. Any excavations that extend below finish grades should be backfilled with structural fill as outlined subsequently in this report. In our opinion, the topsoil is not suitable for reuse as structural fill and should therefore be exported from the site or used for landscaping purposes. RECEIVED CITY OFTU Wk: MAY -- 4 Yr' 19231— 36ty Avenue W, Suite B201 Zipper Zeman Associates, Inc. Lynnwood, Washington 98036 z . w re J U O N 0. co =• J H' CO u. w O: 2 J LL �. • c d 1 w z F zg 0 . • U 0 • .0 N. O 1-: • w w I LL o ' z : U= 0 I— • z 6 Lot Short Plat on South 126 Street Tukwila, Washington J -671 March 13, 2000 Page 5 Preparation for site grading and construction should include procedures intended to drain ponded water and control surface water runoff. It will not be possible to successfully utilize on- site soils as "structural fill" if accumulated water is not drained prior to grading, or if drainage is not controlled during construction. Attempting to grade the site without adequate drainage control measures will reduce the amount of on -site soil effectively available for use, increase the amount of select import fill materials required, and ultimately increase the cost of the earthwork and foundation construction phases of the project After removal of existing fill, organics and other deleterious material, and prior to placement of structural fill, we recommend that foundation, floor subgrade, sidewalk and pavement subgrade areas, and areas to receive structural fill be proofrolled and compacted to a firm and unyielding condition in order to achieve a minimum compaction level of 95 percent of the modified Proctor maximum dry density as determined by the ASTM:D -1557 test procedure. Proofrolling should be accomplished with a heavy compactor, loaded double -axle dump truck, or other heavy equipment under the observation of a representative from our firm. This observer will assess the subgrade conditions prior to filling. The need for or advisability of proofrolling due to soil moisture conditions should determined at the time of construction. We recommend that a representative from our firm observe the soil conditions prior to and during proofrolling to evaluate the suitability of stripped subgrades. Earthwork may be difficult or impossible during periods of elevated soil moisture and wet weather due to the moisture sensitive nature of the silty site soils. Excavated site soils may not be reusable as structural fill depending on the moisture content and weather conditions at the time of construction. If soils are stockpiled for future reuse and wet weather is anticipated, the stockpile should be protected with plastic sheeting that is securely anchored. If on -site soils become unusable, it may become necessary to import clean, granular soils to complete wet weather site work. Subgrade soils that become disturbed due to elevated moisture conditions should be overexcavated to expose firm, non - yielding, non - organic soils and backfilled with compacted structural fill. We recommend that the earthwork portion of this project be completed during extended periods of dry weather if possible. If earthwork is completed during the wet season, it may be necessary to take extra precautionary measures to protect subgrade soils. Wet season earthwork may require additional mitigative measures beyond that which would be expected during the drier summer and fall months. This could include diversion of surface runoff around exposed soils, draining of ponded water on the site, and collection and rerouting of groundwater seepage from upgradient on- and off -site sources. Once subgrades are established, it may be necessary to protect the exposed subgrade soils from construction traffic. Placing quarry spalls, crushed recycled concrete, or clean pit -run sand and gravel over these areas would further protect the soils from construction traffic. 19231— 36ty Avenue W., Suite B201 Zipper Zeman Associates, Inc. Lynnwood, Washington 98036 RECEIVED CITY OF TUKWII.A MAY - 2000 (425) 771 -3304 PERMIT CIENTE �• z w ' re 2 U O U) 0 U) i— • w wO u..Q _ z 1 ._ , � z U D 0— C) ww 2 u O W z U — ' 0 z 6 Lot Short Plat on South 126 Street Tukwila, Washington Structural Fill All fill material placed in building, pavement, and non - landscaped areas should be placed in accordance with the recommendations herein for structural fill. Prior to placement, the surfaces to receive structural fill should be prepared as previously described. All structural fill should be free of organic material, debris, or other deleterious material. Individual particle size should be less than 6 inches in maximum dimension. Structural fill should be placed in lifts no greater than 8 inches in loose thickness. The structural fill should be compacted to at least 95 percent of the modified Proctor maximum dry density as determined by the ASTM:D -1557 test procedure in building areas and to a depth of 2 feet below the subgrade surface in pavement areas. Below a depth of 2 feet in pavement areas, the structural fill should be compacted to at least 90 percent of ASTM:D -1557. We recommend that a representative from our firm be present during grading so that an adequate number of density tests can be conducted as structural fill placement occurs. In this way, the adequacy of the earthwork may be evaluated as it proceeds. In the case of roadway and utility trench filling and wall backfilling in municipal rights -of -way, the backfill should be placed and compacted in accordance with current local codes and standards. Where the existing ground surface slopes more than 5H:1V beneath proposed fills, the fill should be keyed and benched in suitable native soils per the minimum requirements of UBC, Volume 1, Section 33.3.2, Preparation of Ground. We recommend that all benches be at least 8 feet wide. The suitability of soils for structural fill use depends primarily on the gradation and moisture content of the soil when it is placed. As the amount of fines (that soil fraction passing the U.S. No. 200 sieve) increases, soil becomes—increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult, or impossible, to achieve. Generally, soils containing more than about 10 percent fines by weight (based on that soil fraction passing the U.S. No. 4 sieve) cannot be compacted to a firm, non - yielding condition when the moisture content is more than a few percent from optimum. The optimum moisture content is that which yields the greatest soil density under a given compactive effort. At the time of the limited subsurface evaluation, the site soils disclosed by the explorations appeared to have moisture contents at or above their optimum moisture content relative to their possible use as structural fill. However, soil moisture conditions should be expected to change throughout the year. Most of the site soils contain a significant fine - grained fraction. Consequently, use of the on -site soil as structural fill will require that strict control of the moisture content be maintained during the grading process. Selective drying of over - optimum moisture soils may be achieved by scarifying or windrowing surficial materials during extended periods of dry weather. Soils which are dry of optimum may be moistened through the 19231- 36ty Avenue W., Suite B201 en Zipper Zeman Associates, Inc. Lynnwood, Washington 98036 J -671 March 13, 2000 Page 6 RECEIVED CITY OFTUKWILA MAY5071 %3dLl PERMIT - .NTE r "n•e.' „ U?;^JrA n�.+ nnf� *I's••.'r.TtA ^`�crv<wrrYAC1M?� z 1 w U0 w = J W O. - a . w z �. 1— O w H 2 o U O N'. O II/ 1u. I— / w 0 — —I OF- z 6 Lot Short Plat on South 126 Street Tukwila, Washington J -671 March 13, 2000 Page 7 application of water and thorough blending to facilitate a uniform moisture distribution in the soil prior to compaction. In the event that inclement weather or wet site conditions prevent the use of on -site soil or non - select material as structural fill, we recommend that a "clean", free - draining pit -run sand and gravel be used. Such materials should generally contain less than 5 percent fines, based on that soil fraction passing the U.S. No. 4 sieve, and not contain discrete particles greater than 6 inches in diameter. It should be noted that the placement of structural fill is, in many cases, weather- dependent. Delays due to inclement weather are common, even when using select granular fill. We recommend that site grading and earthwork be scheduled for the drier months, if at all possible. Permanent FM Slopes Permanent fill slopes should be constructed no steeper than 2H:1 V. If the slopes are exposed to prolonged rainfall before vegetation becomes established, the surficial soils will be prone to erosion and possible shallow sloughing. Surficial repairs, such as armoring affected areas with quarry spalls, may be necessary until vegetation is established. Temporary and Permanent Cut Slopes Temporary slope stability is a function of many factors, including the following: 1. The presence and abundance of groundwater; 2. The type and density of the various soil strata; 3. The depth of cut; 4. Surcharge loadings adjacent to the excavation; 5. The length of time the excavation remains open. It is exceedingly difficult under the variable circumstances to pre - establish a safe and "maintenance -free" temporary cut slope angle. Therefore, it should be the responsibility of the contractor to maintain safe slope configurations since the contractor is continuously at the job site, able to observe the nature and condition of the cut slopes, and able to monitor the subsurface materials and groundwater conditions encountered. It may be necessary to drape temporary slopes with plastic or to otherwise protect the slopes from the elements and minimize sloughing and erosion. We do not recommend vertical slopes or unsupported cuts deeper than 4 feet if worker access is necessary. The cuts should be adequately sloped or supported to prevent injury to personnel from local sloughing and spalling. The excavation should conform to applicable Federal, State, and local regulations. According to' Chapter 296 -155, Part N, Excavation Trenching and Shoring, of the Washington Administrative Code (WAC), it is our opinion that the soils encountered at the site would be classified as Type B soils.. According to the Code, excavations less than 20 feet deep RECEIVED CITY OF TUKWILA Zipper Zeman Associates, Inc. 19231 — 36ty Avenue W., Suite B201 Lynnwood, Washington 98036 MAY - 4 2000 (425) 771-3304 PERMIT C1=i4TtA FkAfwM M'.' KM' 4y7rE3 ''^nk,r,T,•'.,,,yme,.t,t{Mtlli T�'M- "SHptfm". fi' t YV"fir?:inkWMPnet'taeW7 y w!n•c rn c:�.;tarmw.v,.�zn�•rn nn.5�r«ron�•.. - •..- .�..,f.,..,�. ..,.r..a..........�.n,... -r. •.. •. z w U•, UO N 0, U)w w O g -J • = d �w I. z �. o z III a o 0 1— wW ' 1— r _. , O : li z o O F' z 6 Lot Short Plat on South 126 Street Tukwila, Washington in Type B soils may be cut at a maximum temporary slope angle of 45 degrees (1H:1V). We recommend that temporary cuts exposed to inclement weather be covered with sheet plastic to reduce the risk of erosion and destabilization. For medium dense to very dense native soils, or compacted structural fill, we generally recommend all permanent cut slopes be designed at a 2H:1V inclination or flatter. Flatter permanent cut slopes should be used in the existing fill. It has been our experience that the permanent slopes steeper than 2H:1V will tend to ravel and slough to a flatter inclination over time. In addition, with the steeper slopes, topsoil erodes readily and it is more difficult and takes longer to establish vegetation for slope protection. Shallow Foundations All footings should be founded on the medium dense to very dense native soils, or on compacted structural fill which extends down to the medium dense to very dense native soils. Footings should not be founded on or within loose or disturbed native soil or fill unless it has been evaluated and approved by the geotechnical engineer. Continuous or column footings may be designed for a maximum allowable bearing pressure of 2,000 psf. A one -third increase in this bearing pressure may be used for short-term wind or seismic loading. For building and retaining wall foundations, we recommend using an allowable base friction value of 0.35 and a maximum allowable passive resistance of 225 pcf for those foundations embedded at least 18 inches below finish grades. Exterior footings should extend at least 18 inches below adjacent grade for frost protection, while the interior footings should extend at least 12 inches below adjacent grade. We also recommend that all foundations be set back at least 10, 15, and 25 feet horizontally from the face of any slope which is steeper than 20, 30, and 40 percent, respectively. This distance should be measured horizontally from the side of the footing to the slope face. We recommend that all continuous and isolated footings be at least 15 and 18 inches in width, respectively. We estimate that the total settlement of foundation members founded within the medium dense to dense native soils or on compacted structural fill may approach 1 inch. Differential settlement of foundations founded within the same soil type could approach 1/2 inch. Settlements would occur elastically as the loads are applied. If possible, we recommend that the foundation elements be placed within the same soil type to minimize the magnitude of possible differential settlement. It should be noted that differential settlement could approach the total settlement values if adjacent footings are founded on different bearing strata. At the time this report was written, final design information regarding foundation or floor grades was not available. Consequently, we cannot comment conclusively regarding the anticipated bearing conditions of foundations at specific locations. Foundation settlement is oftentimes a function of the condition of the footing excavation subgrade. Footing excavations should be free of loose or soft soil, slough, debris, or water prior to pouring footing concrete. The high moisture sensitivity of the silty site soils may require that the footing excavations be covered with a lift of crushed rock or a lean concrete "mud mat" to minimize Zipper Zeman Associates, Inc. 19231 -36ty Avenue W., Suite B201 Lynnwood, Washington 98036 J -671 March 13, 2000 Page 8 sryray^, v. �+* cz�w�r•' A`? �! �ff�', 9MM:^ iTRivt "�AYi;t'^.",+?CPr3rreen�rA��', �,,.�:: ......�.. „. _. ., .,. -._. ... , d ..�^ew��crt+;�t"?K RECEIVED CITY OF TUKWILA � 1 S 7 71 -330 1000 PERMIT CENTE `r z ~ w �U U 0 co WI -J F. W 0 2 u. I-w I i` O z U • � O D . w u.i I Li- 'mu U 2 ' 0 z 6 Lot Short Plat on South 126 Street Tukwila, Washington J -671 March 13, 2000 Page 9 disturbance of the bearing surface during construction in wet weather. Under no circumstances should footings be cast atop loose or soft soil, slough, debris, or surfaces with standing water. We recommend that a representative from our firm observe the condition of the footing subgrades prior to pouring footing concrete, or a lean concrete mud mat, in order to verify that the bearing soils are undisturbed and that conditions are consistent with the recommendations contained within this report. We recommend that each new house be protected by a perimeter footing drain. The drain should consist of a minimum 4 -inch diameter perforated pipe embedded in at least a 18- inch wide envelope of clean, free - draining granular material, such as pea gravel. Footing drains should be directed toward appropriate storm water drainage facilities and not onto adjacent slopes. Roof drains should not be connected to the footing drains. Slab -On -Grade Floors Slab -on -grade floor subgrades should be prepared in accordance with the site preparation recommendations presented above. All slab -on -grade floors should be founded on the medium dense to very dense native soils, or on compacted structural fill extending down to the medium dense to very dense native soils. Slab -on -grade floors should not be founded on or within loose or disturbed native or fill soil unless it has been evaluated and approved by the geotechnical engineer. We recommend that slab -on -grade floors be underlain by a minimum 4 -inch thickness of coarse sand and gravel to provide uniform support and act as a capillary break. In floor slab areas where moisture sensitive floor coverings are planned, an impermeable membrane (e.g. polyethylene sheet) should be placed directly beneath the floor slab to act as a vapor barrier. The impermeable membrane should be protected by two inches of fine, moist sand placed both above and below the membrane. The sand cover will provide protection for the membrane and will promote uniform curing of the concrete slab. The sand cover should be moistened and tamped prior to slab placement. Depending on final building configurations and floor grades, it may be necessary to provide underslab drainage for the new houses. This issue should be evaluated by our firm once final building configurations and floor grades have been established. Backfilled Walls All backfill placed behind walls or around foundation elements should be placed in accordance with our recommendations for structural fill. The following recommended earth pressures, presented as equivalent fluid weights, are based on the assumption of a uniform level backfill with no buildup of hydrostatic pressure behind the wall. To minimize lateral earth pressures and prevent the buildup of hydrostatic pressures, the backfill within 24 inches of the Zipper Zeman Associates, Inc. 19231— 36ty Avenue W., Suite B201 Lynnwood, Washington 98036 ' +°'`'' W�:...'' s? u►.. o -: SZ' 7^_. m�: k;. x7vn}* vA".".^ r Y,+ i M: M ; ? q�LeA' 7T9- :*sa+�- .;+..,.o:..,.va >.:,r , «na«...... .. .«,- . .__..,,. , RECEIVED CITY OF TUKWILA (5 771 -33/4 2000 PERMIT CENTEi? z w UO . o ; �n w CU CO u- O z0 T. z �. 1-O z � w w U O: o 5 tu w' U. O. z = O /- z 6 Lot Short Plat on South 126 Street Tukwila, Washington wall should contain less than 5 percent fines, based on that portion passing the U.S. No. 4 sieve, coupled with a perforated pipe drain placed at the base of the wall backfill, similar in configuration to that described for the perimeter footings. The upper 1 -foot of the wall backfill should consist of a low permeability silty soil and be sloped away from the wall in order to reduce the potential for surface water infiltration behind the wall. If the backfilled walls are structurally restrained from lateral movement at the top, we recommend that they be designed for an "at- rest" equivalent fluid weight of 55 pounds per cubic foot(pcf). If the top of the wall is free to move laterally in an amount equal to at least 0.1 percent of the wall height during placement of backfill soils, they may be designed for an "active" equivalent fluid weight of 35 pcf. Surcharges due to sloping ground, adjacent footings, vehicles, construction equipment, etc., must be added to these values. The above equivalent fluid pressures assume that the backfill is compacted to approximately 90 to 92 percent of the modified Proctor maximum dry density. Additional compaction adjacent to the wall will increase the earth pressure, while a lesser degree of compaction could result in post construction settlements. Utility trenches constructed on the site may act as french drains by intercepting perched groundwater seepage. Some of these utility trenches may lead to the proposed houses and subject them to additional moisture. Therefore, it is highly recommended that the wall backfill consist of free - draining aggregate as recommended herein. Additionally, footing drains should be constructed at elevations below all wall penetrations and preferably at footing elevations. Construction Considerations The native soils that will be exposed upon completion of stripping contain a significant percentage of fine- grained particles. These silty soils are susceptible to disturbance, particularly when wet. We recommend that the contractor make every effort to minimize disturbance of stripped surfaces. These efforts may include directing surface water away from open excavations and the placement of a crushed rock or concrete mud slab surface in the footing trench excavations. If site work is accomplished in wet weather, the placement of clean sand and gravel below paved areas would promote future drainage and improve subgrade support. In addition, vehicle traffic over wet subgrades or prepared areas should be minimized. Application of these measures will reduce the likelihood of additional overexcavation of disturbed soils and associated costs for export and import will be reduced. CLOSURE 19231 — 36ty Avenue W., Suite B201 Lynnwood, Washington 98036 x.� axe: r+ rYro' �; �: fF'. J�TFt�t+ �3�" SaXtsg;' dbTiitY# k' r* Fy�u;: wz: ��ro�rrst. r- .. ,r++„ns�mo•a.•w.- ..•,,...,�w,� : -.*a J -671 March 13, 2000 Page 10 The conclusions and recommendations presented in this report are based on the explorations accomplished for this study. The number, location, and depth of the explorations for this study were completed within the site and scope constraints of the project so as to yield the information necessary to formulate our recommendations. The plans for this project were in RECEIVED crr t OF TUKWILA Zipper Zeman Associates, Inc. MAY - 1.1 2000 (425) 771 -3304 PERMIT CF. TE k ncl<imc[:"3`i':HgLrowlrTaal.:". CJPW��t 6 Lot Short Plat on South 126 Street Tukwila, Washington the preliminary stage at the time this report was written. Under the circumstances, it is recommended that we be provided the opportunity for general review of the project plans and specifications in order to confirm that the recommendations and design considerations presented in this report have been properly interpreted and implemented into the project design package. The integrity and performance of the foundation systems at this site depend greatly on proper site preparation and construction procedures. Field judgement by a qualified engineer will be necessary in order to determine the adequacy of the site drainage and foundation support systems. Therefore, because of our familiarity with the site soils, we recommend that Zipper Zeman Associates, Inc. be retained to provide geotechnical engineering services during the earthwork and foundation construction phases of the project. If variations in the subsurface conditions are observed at the time of construction, we would be able to provide additional geotechnical engineering recommendations to the contractor and owner in a timely manner as the project construction progresses. If other engineering or soil inspection firms are used during earthwork, we recommend that the transfer of responsibility be completed in accordance with Volume 1, Section 3317.9 of the Uniform Building Code. We appreciate this opportunity to be of service to you, and would be pleased to discuss the contents of this report or other aspects of the project with you at your convenience. I EXPIRES 413/2000 I Enclosures: Figure 1— Site and Exploration Plan Test Pit Logs TP -1 through TP -3 Respectfully submitted, Zipper Zeman Associates, Inc. ~ 7T /l GP�E.�i' Timothy H. Roberts, P.G. Project Engineer 4- 5. S •S James B. Thompson, P.E. Principal Zipper Zeman Associates, Inc. 192.31 — 36ty Avenue W., Suite B201 Lynnwood, Washington 98036 J -671 March 13, 2000 Page 11 RECEIVED CITY OF TUKWILA MAY -° 4 2000 z z w. O 0 . to o. U) to �. o : F_ 1-O w U 0 o - o I— w w , ii z i = . Off Depth (feet) 0.0 -5.0 Depth (feet) 0.0 -3.5 3.5 -13.0 Test Pit TP -1 Approximate Ground Surface Elevation: 95 feet. Material Description Loose grading to medium dense, moist to wet, brown, silty SAND with gravel. Wood and metal debris found at 3.5 feet. Roots extend to 4 feet. (Glacial Till FILL) 5.0 -5.5 Loose to medium dense, brown, silty SAND with some gravel and burned organics. (FILL) Medium dense to dense, damp to wet, grayish brown with red -brown mottling, silty SAND with some gravel. (Weathered Glacial Till) Test pit terminated at 15.5 feet. Groundwater seepage observed at 15 feet. Slight to moderate caving observed from 6 to 15.5 feet. Test Pit TP -2 Approximate Ground Surface Elevation: 92 feet Material Description Loose grading to medium dense, moist to wet, brown, silty SAND with gravel. (Glacial Till FILL) Medium dense grading to very dense, damp to wet, brownish gray with some red -brown mottling, silty SAND with trace grading to some gravel. (Weathered Glacial Till) Test pit terminated at 13 feet. Groundwater seepage observed at 8 feet. Slight caving observed from 8 to 13 feet. J -671 Test Pit Logs Page 1 Sample No. s -1 @ 6" PP @1' = 2 TSF PP@2' = 1.75 TSF S -2 @ 3' PP @3' = 0.75 -1.0 TSF S -3 @ 5.3' S-4 @ 10' S-4 @ 15' Sample No. s -1 @ 6" PP @6" = 1.5 TSF PP@3' = 2.0 TSF PP @5' = 2.5 -4.5 TSF S -2 @ 5.5' S -3 @ 10' S-4 @ 13' RECEIVED CITY OF TUKWILA MAY - 2000 PERMIT CENTER M ?! 00: N p, 0W : W N w 0: ga =1: LL . I- 0 z I- UJ D U O. O N 0 H 'w W - O: Z' iu .0 1 Z Depth (feet) 0.0 -1.5 Test Pit TP -3 Approximate Ground Surface Elevation: 76 feet. Material Description Loose, damp to moist, brown, silty SAND with gravel. Roots to 3.5 feet. (Topsoil/FILL) 1.5 -5.5 Medium dense to dense, moist to wet, brownish gray with red -brown mottling, silty SAND with gravel. (Weathered Glacial Till) 5.5 -10.5 Dense to very dense, damp to moist, brown, silty, sandy GRAVEL. (Weathered Glacial Till) 10.5 -14 Dense to very dense, brownish -gray with red -brown mottling, silty SAND with gravel and occasional cobbles. (Weathered Glacial Till) Test pit terminated at 14 feet. Groundwater seepage observed at 4.5 feet. Slight to moderate caving observed from 3 to 14 feet. 3 -671 Test Pit Logs Page 2 Sample No. S -1 @ 1.5' PP @1.5' =1.5 -1.75 TSF S -2 @ 3.5' PP@3.5'= 1.5 -2.5 TSF S -3 @ 7.5' S -4 @ 14' RECEIVED CITY OF TUKWIIA MAY -- 4 NOD PERMIT CENTER ( 6 2: U co cow. WO 2 g J{ a; (1.). cy v , 1-w � ►-0 z � ui n U N; O ;o gr o' • Z' F. _ O z SQ.FT, (41 'N SQ.FT. 10'27" EL A 97 TP -1 12324 SQ. FT, 95 97 TAX LOT NO. 734060 -0662 130.02 4 %irli► i ri�..l.111�2 "L la: t7 tir 7- � Jl= TO K KOIC SPMAI. g TO tHt CITY Cr TIAMILA �� • '� ir�r�����1 � .>.� .,.,.� f... r.� �.:_� t� +.:_r+Alr�►. a _4L 1 n I89 "1 2 E NO. /34060 -0661 PARCEL H 80 4 F 7e� TP -3 TP -1 LEGEND Test Pit Number and Location tie•:' ;'P.if. r �'r.h+tl,?C -$;o-:: fr1fi+ ii+ �r, it ,!xlr}YJ+�t A c�i%;•�.'+;rsx! ZIPPER ZEMAN ASSOCIATES, INC. Geotechnical and Environmental Consulting 19231— 36 Avenue West, Suite B201 Lynnwood, Washington 98036 (425) 771 -3304 Project No. J -671 Date: March 13, 2000 Drawn by: MJB SCALE: 1" = 40' 1 Site Plan Corporatil 04 EL A 97 I TP - 12324 SO FT. 5 97 'FAX LOT NO. 734060 -0662 97 0 --{ TP -2 ' 5 N89'10' 27 "E MIRE FENCE 109 0 ZIPPER ZEMAN ASSOCIATES, INC. Geotechnical and Environmental Consulting 19231-- 36 Avenue West, Suite B201 Lynnwood, Washington 98036 (425) 771 -3304 7 1 =0 02 6 -O .9 14000 ENCE Mr 'TACK 0 PONSR U' O T c5 ) � r °F 'L'F - 9 LEGEND 0-SIT I /S- MBAR WITH CAP WILDS NOTtO X-NT PH NAIL IN ASPHALT 5 -SIT IAU S TACK IN OIRT KPP- 0000 POWER POLS WV- WATER VALVI PH- PIR[ MOUNT COT- C0110/01000 I. SYCAMONS A. APPLI F- FIR H- MOLLY P- PINS N- NAPLI GRAPHIC SCALE 0 20 40 00 OT FOR CONSTRUCTION - REVIEW PURPOSE ONLY PREAPPLICATION CONFERENCE SUBMITTAL TAX LOTS 734060 -0861 & 734060.0662 2 PARCEL SHORT PLAT INTO 6 LOTS MIN. LOT SIZE • 6500 SQUARE FEET SUBMITTED V1112000 Project No. J -671 Date: March 13, 2000 Drawn by: MJB SCALE: 1" = 40' Six Lot Short Plat Tukwila, Washington Figure 1- SITE AND EXPLORATION PLAN Site Plan is adapted from a Harstad Consultants plan entitled "Keystar REC Corporation, Six Lot Short Plat," dated November 1999. CITY OF TU IVED MAY -4 2 PERMIT CENTER 'l54.i�F.$').; E > }3 +f) ts�3i4�t i limn{ Ci' �eiti:. i' wl�s: Nl':. a1�ii `a:ik:�6'.fi'.LduLii�•'� "-•laSiu et : t :'�•ii4:ii�i!a7'.kF'O . N �,�. 4 �' Y. �i7> Shti: ii: �n =5i,�;�.•�:a �i�xur.•t ",v:::��:,Y:�r.,(�;rb LA 00 C W U O NO : CO W W O g Q � Z O = • Q , U O N' 0 I— W W' • O:. Z mro 0 Z 'NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. R.N. Parnell Company 4422 -187 Place SE Issaquah, Washington 98027 Attention: Mr. Robert N. Parnell, P.E. Subject: Report of Geotechnical Services South 126 Street, 6 -Lot Residential Site Tukwila, Washington Dear Mr. Pamell: Zipper Zeman Associates, Inc. (ZZA) has completed a geotechnical evaluation for the above - referenced residential development. This report presents the results of our subsurface exploration and geologic reconnaissance relative to general foundation and construction considerations. The field evaluation was completed on April 17, 2000. The purpose of the evaluation was to establish general surface and subsurface conditions at the site from which conclusions and recommendations regarding foundation design and construction considerations could be formulated. The scope of our work consisted of subsurface test pit explorations, a visual reconnaissance, geotechnical engineering analyses, and preparation of this report. We expect that changes in existing site grades will be minor. For purposes of preparing this report, we have assumed that changes in existing site grades will be on the order of 1 to 2 feet. In the event of any changes in the nature, design, or location of the proposed structures, the conclusions and recommendations presented in this report should be reviewed and modified, if necessary, to reflect the changes. We recommend that ZZA be allowed the opportunity to review the plans and specifications for the project once they become available to determine that the recommendations presented herein have been properly interpreted with respect to this project. This report has been prepared in accordance with generally accepted geotechnical engineering practices for the exclusive use of R.N. Parnell Company and their agents, for specific application to this project. SITE AND PROJECT DESCRIPTION Zipper Zeman Associates, Inc. Geotechnical and Environmental Consulting The project site is located on the north side of South 126 Street between 40 Avenue South and the State Highway 599 right -of -way in Tukwila, Washington. ZZA completed a geotechnical evaluation of the parcel on the south side of South 126 Street in March 2000. The site is approximately 3/4 acre in size and is currently unoccupied. The site had been stripped of most vegetation at the time of our field evaluation. A partially buried, abandoned waterline and isolated concrete debris suggests that a residence or other building(s) were previously located near the center of the site. RECEIVED CITY OF TUKWILA MAY - 200 19231 -36 Avenue W >, Suite B201 Lynnwood, Washington 98036 (425) 771 - 3304 PERMIT CPWTE:-4 .,,. r sty!*_+, .: t lr eirx!retriv1WWW0"tltiseftr!o sta 7t fi#u+f"atEh �msrcTn n.� J -700 April 27, 2000 z ~ w ' U U to 0 w w : � lL w 0 g Q U 3 w z � Z 0 uj Q ' U 01— ui S O w z U co: ; F- H: o - z South 126 Street, 6 -Lot Re .,.dential Site Tukwila, Washington Site topography slopes downward to the southwest with a relatively uniform grade. Slope grades are generally on the order of 20 percent with locally steeper and flatter areas. Total relief across the site is on the order of 40 feet. Based upon preliminary site plans, we understand that the proposed development will consist of six single - family residential lots. Finished floor elevations and grading plans were not provided at the time of our evaluation. The proposed lots will be accessed from 40 Avenue South or South 126 Street. The proposed six -lot subdivision and the approximate locations of the explorations accomplished for this study are shown on the Site and Exploration Plan, Figure 1. FIELD EXPLORATION J -700 April 27, 2000 Page 2 The subsurface exploration program conducted for this study consisted of completing three test pit explorations on the site. One test pit was excavated near the northeast corner, or topographically highest area of the property; one was excavated near the middle of the slope; and one was excavated near the southwest corner, or topographically lowest area of the property. Test pits locations were selected to provide a general cross - section view of the shallow subsurface conditions on the slope. The test pit explorations were completed to depths ranging from 8 to 10 feet below the existing ground surface. Ground surface elevations at the test pit locations were interpreted from the topographic information presented in Figure 1. Subsurface Conditions An eight -inch thick topsoil layer mantled the site at the locations of test pits TP -1 and TP- 2. Approximately 2 feet of fill, consisting of loose to medium dense silty sand with gravel was observed below the surface in test pit TP -3. The upper 16 inches of this fill layer appeared to be recently placed and may be associated with the recent stripping activities. A 2- to 4 -inch layer of dark brown to black silty sand (old topsoil) was observed below the fill in test pit TP -3. Below the topsoil or fill was medium dense to very dense glacial till. The glacial till typically consisted of moist, silty sand with gravel. Cobbles were occasionally observed. A large boulder was encountered at a depth of 8 feet in test pit TP -2. The glacial till extended to the bottom of the test pits. The USGS map Geology of the Des Moines Quadrangle, Washington (Map GQ -159), dated 1962, shows the site as being mantled by ground moraine (till) of the Vashon drift. The soils observed in the test pits appear to be consistent with the USGS mapping. Soil descriptions presented in this report are based on the subsurface conditions observed at the specific test pit locations. Variations in subsurface conditions may exist between the exploration locations, and the nature and extent of variations between the explorations may not 19231— 36ty Avenue W., Suite B201 Zipper Zeman Associates, Inc. Lynnwood, Washington 98036 RECEIVED CITY OF TUKWILA M `(425) 771 PERMIT CENTEP z ~ uzi re 1 �U U N 0 :. N w w LL. w 0 . J u . co _ ° z o ' z � 111 LLI U o w w '. I-;— ,z LLI U= O ~' z South 126 Street, 6 -Lot Residential Site Tukwila, Washington become evident until construction. If variations then appear, it may be necessary to reevaluate the recommendations presented in this report. Groundwater No groundwater was observed in the test pits at the time of exploration. It should be noted that groundwater conditions and soil moisture contents are expected to vary with changes in season, precipitation, site utilization, and other on- and off -site factors. Given the relatively dense nature of the soils a few feet beneath the existing ground surface, near surface perched groundwater conditions should be expected to develop following periods of prolonged precipitation. CONCLUSIONS AND RECOMMEENDATIONS We anticipate that the proposed development will utilize wood frame construction above reinforced concrete, cast -in -place foundations and concrete slab -on -grade floors. Based upon the subsurface exploration program, the project appears feasible utilizing conventional shallow foundation support. Seismic Criteria Figure 16 -J in the 1997 Uniform Building Code classifies the subject site as being within Seismic Zone 3. Based on the subsurface conditions encountered at the site and published geologic literature, it is our opinion that Soil Profile Type S be used to describe the average soil properties within the upper 100 feet beneath the site. This designation describes soils that are considered very dense with a shear wave velocity of 1,200 to 2,500 feet per second, Standard Penetration Test values greater than 50, and an undrained shear strength greater than 2,000 psf. Soil liquefaction is a condition wherein loose granular soils located below the ground water table loose strength during the ground shaking associated with an earthquake. Based on the depth to the anticipated regional groundwater table and the general dense to very dense condition of the glacial till, it is our opinion that the risk of damage due to soil liquefaction is low. Site Preparation J -700 April 27, 2000 Page 3 We anticipate that this project will require minor cut - and -fills to establish the building pad grades. Site preparation should include the removal of all existing fill, vegetation, root mass, organic soils, and any deleterious debris from building and paving areas, or those locations where "structural fill" is to be placed. Exposed soils following site preparation should consist of medium dense to very dense silty sand with gravel (glacial till). Localized areas of deeper organics, such as root systems, may be encountered within the project site and should likewise be removed. Any excavations that extend below finish grades should be backfilled with structural RECEIVED CITY OF TUKWII.A 19231— 36ty Avenue W., Suite B201 Lynnwood, Washington 98036 Zipper Zeman Associates, Inc. MAY - 4 2000 uti iB'."M.�l.�.Pk�MtS Nk�k1�' �.. �.' 1 a79IfNf�iJ �Jr�feM'. X�1.. PL' Ttf.' r: � FNw° dyA9TMTFeSm+: pi• ew...+ ........... ..__. 425) 771-3304 PERMIT CENTEF' frr z ~ w 6 0 0 i w _. • U.. w O u a 2 a � . z �.: 1 o z ►- o • u; :0 1- w w. I V_ 0' Ow z o '.. z 1 ' Zipper Zeman Associates, Inc. South 126 Street, 6 -Lot Residential Site Tukwila, Washington J -700 April 27, 2000 Page 4 fill as outlined subsequently in this report. In our opinion, the topsoil is not suitable for reuse as structural fill and should therefore be exported from the site or used for landscaping purposes. Preparation for site grading and construction should include procedures intended to drain ponded water and control surface water runoff. It will not be possible to successfully utilize on- site soils as "structural fill" if accumulated water is not drained prior to grading, or if drainage is not controlled during construction. Attempting to grade the site without adequate drainage control measures will reduce the amount of on -site soil effectively available for use, increase the amount of select import fill materials required, and ultimately increase the cost of the earthwork and foundation construction phases of the project After removal of existing fill, organics and other deleterious material, and prior to placement of structural fill, we recommend that foundation, floor subgrade, sidewalk and pavement subgrade areas, and areas to receive structural fill be proofrolled and compacted to a firm and unyielding condition in order to achieve a minimum compaction level of 95 percent of the modified Proctor maximum dry density as determined by the ASTM:D -1557 test procedure. Proofrolling should be accomplished with a heavy compactor, loaded double -axle dump truck, or other heavy equipment under the observation of a representative from our firm. This observer will assess the subgrade conditions prior to filling. The need for or advisability of proofrolling due to soil moisture conditions should be determined at the time of construction. We recommend that a representative from our firm observe the soil conditions prior to and during proofrolling to evaluate the suitability of stripped subgrades. Earthwork may be difficult or impossible during periods of elevated soil moisture and wet weather due to the moisture sensitive nature of the silty site soils. Excavated site soils may not be reusable as structural fill depending on the moisture content and weather conditions at the time of construction. If soils are stockpiled for future reuse and wet weather is anticipated, the stockpile should be protected with plastic sheeting that is securely anchored. If on -site soils become unusable, it may become necessary to import clean, granular soils to complete wet weather site work. Subgrade soils that become disturbed due to elevated moisture conditions should be overexcavated to expose firm, non - yielding, non - organic soils and backfilled with compacted structural fill. We recommend that the earthwork portion of this project be completed during extended periods of dry weather if possible. If earthwork is completed during the wet season, it may be necessary to take extra precautionary measures to protect subgrade soils. Wet season earthwork may require additional mitigative measures beyond that which would be expected during the drier summer and fall months. This could include diversion of surface runoff around exposed soils, draining of ponded water on the site, and collection and rerouting of groundwater seepage from upgradient on- and off-site sources. Once subgrades are established, it may be necessary to protect the exposed subgrade soils from construction traffic. Placing quarry spalls, crushed recycled concrete, or clean pit -run sand and gravel over these areas would further protect the soils from construction traffic. 19231— 36ty Avenue W., Suite B201 Lynnwood, Washington 98036 RECEIVED CITY OF TUKWILA MAY -- 'i 2UOU (425) 771-3304 PERMIT C Et TEP • z Z . re U CO 0 WI J F—.. • u. w 0 ga • ° z � zI- w U� o� w - u=O w z 0 z South 126 Street, 6 -Lot Residential Site Tukwila, Washington Structural Fill J -700 April 27, 2000 Page 5 All fill material placed in building, pavement, and non - landscaped areas should be placed in accordance with the recommendations herein for structural fill. Prior to placement, the surfaces to receive structural fill should be prepared as previously described. All structural fill should be free of organic material, debris, or other deleterious material. Individual particle size should be less than 6 inches in maximum dimension. Structural fill should be placed in lifts no greater than 8 inches in loose thickness. The structural fill should be compacted to at least 95 percent of the modified Proctor maximum dry density as determined by the ASTM:D -1557 test procedure in building areas and to a depth of 2 feet below the subgrade surface in pavement areas. Below a depth of 2 feet in pavement areas, the structural fill should be compacted to at least 90 percent of ASTM:D -1557. We recommend that a representative from our firm be present during grading so that an adequate number of density tests can be conducted as structural fill placement occurs. In this way, the adequacy of the earthwork may be evaluated as it proceeds. In the case of roadway and utility trench filling and wall backfilling in municipal rights -of -way, the backfill should be placed and compacted in accordance with current local codes and standards. Where the existing ground surface slopes more than 5H:1 V beneath proposed fills, the fill should be keyed and benched in suitable native soils per the minimum requirements of UBC, Volume 1, Section 33.3.2, Preparation of Ground. We recommend that all benches be at least 8 feet wide. The suitability of soils for structural fill use depends primarily on the gradation and moisture content of the soil when it is placed. As the amount of fines (that soil fraction passing the U.S.. No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult, or impossible, to achieve. Generally, soils containing more than about 10 percent fines by weight (based on that soil fraction passing the U.S. 3 /4 inch sieve) cannot be compacted to a firm, non - yielding condition when the moisture content is more than a few percent from optimum. The optimum moisture content is that which yields the greatest soil density under a given compactive effort. At the time of the subsurface evaluation, the site soils disclosed by the explorations appeared to have moisture contents at or above their optimum moisture content relative to their possible use as structural fill. Most of the site soils contain a significant fine- grained fraction. Consequently, use of the on -site soil as structural fill will require that strict control of the moisture content be maintained during the grading process. Selective drying of over - optimum moisture soils may be achieved by scarifying or windrowing surficial materials during extended periods of dry weather. Soils which are dry of optimum may be moistened through the application of water and thorough blending to facilitate a uniform moisture distribution in the soil prior to compaction. Zipper Zeman Associates, Inc. 19231— 36ty Avenue W., Suite B201 Lynnwood, Washington 98036 RECEIVED CITY OF TUKWILA M(4 7 ao0 71- 330 PERMIT CENTER }�w,mH.+.e...... z��rrwR' A.Mk4 ..i05V, 9 1 , wY- ?'nv . - «a , ,v ,,,nn a- re14 . 1 , 7!1. ::On:y W.M..0nriit :X NIM South 126 Street, 6 -Lot Residential Site Tukwila, Washington In the event that inclement weather or wet site conditions prevent the use of on -site soil or non - select material as structural fill, we recommend that a "clean", free - draining pit -run sand and gravel be used. Such materials should generally contain less than 5 percent fines, based on that soil fraction passing the U.S. '/4 inch sieve, and not contain discrete particles greater than 6 inches in diameter. It should be noted that the placement of structural fill is, in many cases, weather- dependent. Delays due to inclement weather are common, even when using select granular fill. We recommend that site grading and earthwork be scheduled for the drier months, if at all possible. Permanent Fill Slopes Permanent fill slopes should be constructed no steeper than 2H:1 V. If the slopes are exposed to prolonged rainfall before vegetation becomes established, the surficial soils will be prone to erosion and possible shallow sloughing. Surficial repairs, such as armoring affected areas with quarry spalls, may be necessary until vegetation is established. Temporary and Permanent Cut Slopes Temporary slope stability is a function of many factors, including the following: 1. The presence and abundance of groundwater; 2. The type and density of the various soil strata; 3. The depth of cut; 4. Surcharge loadings adjacent to the excavation; 5. The length of time the excavation remains open. J -700 April 27, 2000 Page 6 It is exceedingly difficult under the variable circumstances to pre - establish a safe and "maintenance -free" temporary cut slope angle. Therefore, it should be the responsibility of the contractor to maintain safe slope configurations since the contractor is continuously at the job site, able to observe the nature and condition of the cut slopes, and able to monitor the subsurface materials and groundwater conditions encountered. It may be necessary to drape temporary slopes with plastic or to otherwise protect the slopes from the elements and minimize sloughing and erosion. We do not recommend vertical slopes or unsupported cuts deeper than 4 feet if worker access is necessary. The cuts should be adequately sloped or supported to prevent injury to personnel from local sloughing and spalling. The excavation should conform to applicable Federal, State, and local regulations. According to Chapter 296 -155, Part N, Excavation Trenching and Shoring, of the Washington Administrative Code (WAC), it is our opinion that the soils encountered at the site would be classified as Type B soils. According to the Code, excavations less than 20 feet deep in Type B soils may be cut at a maximum temporary slope angle of 45 degrees (1H:1V). We Zipper Zeman Associates, Inc. 19231 — 36ty Avenue W., Suite B201 Lynnwood, Washington 98036 vi rarLemozuvrrnirenzwav RECEIVED CITY OF TUKWILA MAY — 4 MO (425) 771 -3304 PERMIT CE TEr-z South 126 Street, 6 -Lot Residential Site Tukwila, Washington recommend that temporary cuts exposed to inclement weather be covered with sheet plastic to reduce the risk of erosion and destabilization. For medium dense to very dense native soils, or compacted structural fill, we generally recommend all permanent cut slopes be designed at a 2H:1V inclination or flatter. Flatter permanent cut slopes should be used in the existing fill. It has been our experience that the permanent slopes steeper than 2H:1V will tend to ravel and slough to a flatter inclination over time. In addition, with the steeper slopes, topsoil erodes readily and it is more difficult and takes longer to establish vegetation for slope protection. Shallow Foundations J -700 April 27, 2000 Page 7 All footings should be founded on the medium dense to very dense native soils, or on compacted structural fill which extends down to the medium dense to very dense native soils. Footings should not be founded on or within loose or disturbed native soil or fill unless it has been evaluated and approved by the geotechnical engineer. Continuous or column footings may be designed for a maximum allowable bearing pressure of 2,000 psf. A one -third increase in this bearing pressure may be used for short-term wind or seismic loading. For building and retaining wall foundations, we recommend using an allowable base friction value of 0.35 and a maximum allowable passive resistance of 225 pcf for those foundations embedded at least 18 inches below fmish grades. Exterior footings should extend at least 18 inches below adjacent grade for frost protection, while the interior footings should extend at least 12 inches below adjacent grade. We recommend that all continuous and isolated footings be at least 15 and 18 inches in width, respectively. We estimate that the total settlement of foundation members founded within the medium dense to very dense native soils or on compacted structural fill may approach 1 inch. Differential settlement of foundations founded within the same soil type could approach Y2 inch. Settlements would occur elastically as the loads are applied. If possible, we recommend that the foundation elements be placed within the same soil type to minimize the magnitude of possible differential settlement. It should be noted that differential settlement could approach the total settlement values if adjacent footings are founded on different bearing strata. At the time this report was written, final design information regarding foundation or floor grades was not available. Consequently, we cannot comment conclusively regarding the anticipated bearing conditions of foundations at specific locations. Foundation settlement is oftentimes a function of the condition of the footing excavation subgrade. Footing excavations should be free of loose or soft soil, slough, debris, or water prior to pouring footing concrete. The high moisture sensitivity of the silty site soils may require that the footing excavations be covered with a lift of crushed rock or a lean concrete "mud mat" to minimize disturbance of the bearing surface during construction in wet weather. Under no circumstances should footings be cast atop loose or soft soil, slough, debris, or surfaces with standing water. We recommend that a representative from our firm observe the condition of the footing CITE' O1 19231 — 36ty Avenue W., Suite B201 Zipper Zeman Associates, Inc. Lynnwood, Washington 98036 MAY t► 20011 � f1A 3 d 1TE R x z 0. .00 N 0 W= J 1� Q LL w o ga • N D o z � O z � 11J w' D 0 •0 w . I- -' 0: • iii z • U � •0 z South 126 Street, 6 -Lot Residential Site Tukwila, Washington J -700 April 27, 2000 Page 8 subgrades prior to pouring footing concrete, or a lean concrete mud mat, in order to verify that the bearing soils are undisturbed and that conditions are consistent with the recommendations contained within this report. z We recommend that each new house be protected by a perimeter footing drain. The / w drain should consist of a minimum 4 -inch diameter perforated pipe embedded in at least a 18- ix g inch wide zone of clean, free - draining granular material, such as pea gravel. Footing drains 6 C-) should be directed toward appropriate storm water drainage facilities and not onto adjacent V o; slopes. Roof drains should not be connected to the footing drains. w tu _1 Slab -On -Grade Floors w o 2 Slab -on -grade floor subgrades should be prepared in accordance with the site preparation g Q recommendations presented above. All slab -on -grade floors should be founded on the medium • co v dense to very dense native soils, or on compacted structural fill extending down to the medium I 'I' dense to very dense native soils. Slab -on -grade floors should not be founded on or within loose z or disturbed native or fill soil unless it has been evaluated and approved by the geotechnical z o engineer. w w ao We recommend that slab -on -grade floors be underlain by a minimum 4 -inch thickness of o D. coarse sand and gravel to provide uniform support and act as a capillary break. w w In floor slab areas where moisture sensitive floor coverings are planned, an impermeable 4-- p membrane (e.g. polyethylene sheet) should be placed directly beneath the floor slab to act as a iii z, vapor barrier. The impermeable membrane should be protected by two inches of fine, moist o _ , sand placed both above and below the membrane. The sand cover will provide protection for the z F- membrane and will promote uniform curing of the concrete slab. The sand cover should be moistened and tamped prior to slab placement. Depending on final building configurations and floor grades, it may be necessary to provide undersiab drainage for the new houses. This issue should be evaluated by ZZA once final building configurations and floor grades have been established. Backfilled Walls All backfill placed behind walls or around foundation elements should be placed in accordance with our recommendations for structural fill. The following recommended earth pressures, presented as equivalent fluid weights, are based on the assumption of a uniform level backfill with no buildup of hydrostatic pressure behind the wall. To minimize lateral earth pressures and prevent the buildup of hydrostatic pressures, the backfill within 24 inches of the wall should contain less than 5 percent fines, based on that portion passing the U.S.' inch sieve, coupled with a perforated drain pipe placed at the base of the wall backfill, similar in configuration to that described for the perimeter footings. The upper 1 -foot of the wall backfill 19231— 36ty Avenue W., Suite B201 Zipper Zeman Associates, Inc. Lynnwood, Washington 98036 RECEIVED CITY OF TUKWILA klM771- 3b42OQfl PERMIT CENTER South 126 Street, 6 -Lot R.. , idential Site Tukwila, Washington J -700 April 27, 2000 Page 9 should consist of a low permeability silty soil and be sloped away from the wall in order to reduce the potential for surface water infiltration behind the wall. If the backfilled walls are structurally restrained from lateral movement at the top, we recommend that they be designed for an "at- rest" equivalent fluid weight of 55 pounds per cubic foot(pcf). If the top of the wall is free to move laterally in an amount equal to at least 0.1 percent of the wall height during placement of backfill soils, they may be designed for an "active" equivalent fluid weight of 35 pcf. Surcharges due to sloping ground, adjacent footings, vehicles, construction equipment, etc., must be added to these values. The above equivalent fluid pressures assume that the backfill is compacted to approximately 90 to 92 percent of the modified Proctor maximum dry density. Additional compaction adjacent to the wall will increase the earth pressure, while a lesser degree of compaction could result in post construction settlements. Utility trenches constructed on the site may act as french drains by intercepting perched groundwater seepage. Some of these utility trenches may lead to the proposed houses and subject them to additional moisture. Therefore, it is highly recommended that the wall backfill consist of free- draining aggregate as recommended herein. Additionally, footing drains should be constructed at elevations below all wall penetrations and preferably at footing elevations. Construction Considerations The native soils that will be exposed upon completion of stripping contain a significant percentage of fine- grained particles. These soils are susceptible to disturbance, particularly when wet. We recommend that the contractor make every effort to minimize disturbance of stripped surfaces. These efforts may include directing surface water away from open excavations and the placement of a crushed rock or concrete mud slab 'surface in the footing trench excavations. If site work is accomplished in wet weather, the placement of clean sand and gravel below paved areas would promote future drainage and improve subgrade support. In addition, vehicle traffic over wet subgrades or prepared areas should be minimized. Application of these measures will reduce the likelihood of additional overexcavation of disturbed soils and associated costs for export and import will be reduced. CLOSURE The conclusions and recommendations presented in this report are based on the explorations accomplished for this study. The number, location, and depth of the explorations for this study were completed within the site and scope constraints of the project so as to yield the information necessary to formulate our recommendations. The plans for this project were in the preliminary stage at the time this report was written. Under the circumstances, it is recommended that we be provided the opportunity for general review of the project plans and 19231— 36ty Avenue W., Suite B201 Lynnwood, Washington 98036 RECEIVED CITY OF TUKWILA Zipper Zeman Associates, Inc. MAY — 4 2000 (425) 771 -3304 PERMIT CENTER pA�- aft �neriurR. r. S�S7? �' 15ri�! Y? �,, .i'+�3,�.E n r.r,� �tt:�°T :•.:ww�...n..,., �avafiXl%"' z w re 2 6 0 0 w0 w = J1.— w0 co 3 i _ , Z 1.- 1--0 Z 1- 0 O 5 . 1— ' w uj U. Iii z. — = . 0 z South 126 Street, 6 -Lot R,,sidential Site Tukwila, Washington specifications in order to confirm that the recommendations and design considerations presented in this report have been properly interpreted and implemented into the project design package. The integrity and performance of the foundation systems at this site depend greatly on proper site preparation and construction procedures. Field judgement by a qualified engineer will be necessary in order to determine the adequacy of the site drainage and foundation support systems. Therefore, because of our familiarity with the site soils, we recommend that Zipper Zeman Associates, Inc. be retained to provide geotechnical engineering services during the earthwork and foundation construction phases of the project. If variations in the subsurface conditions are observed at the time of construction, we would be able to provide additional geotechnical engineering recommendations to the contractor and owner in a timely manner as the project construction progresses. If other engineering or soil inspection firms are used during earthwork, we recommend that the transfer of responsibility be completed in accordance with Volume 1, Section 3317.9 of the Uniform Building Code. We appreciate this opportunity to be of service to you, and would be pleased to discuss the contents of this report or other aspects of the project with you at your convenience. Enclosures: Figure 1— Site and Exploration Plan Test Pit Logs TP -1 through TP -3 19231— 36ty Avenue W., Suite B201 Respectfully submitted, CA..".".r•-•' Zipper Zeman Associates, Inc. Lynnwood, Washington 98036 Zipper Zeman Associates, Inc. Timothy H. Roberts, P.G. Project Engineer James B. Thompson, P.E. Principal J -700 April 27, 2000 Page 10 RECEIVED CITY OF TUKWILA MAY - '3 2000 PERMIT CENTER (425) 771 -3304 z . or 00. coo w z N LL` w o D • J = a. w z �. o. z �- D o ' Q co, , ILI 0i- I V; 0, • U = z ZIP' ZEMAN ASSOCIATES - ''NC. £ 231 36 Ave. W. Suite B201, Lynnwood, Washington 980Ju RECEIVED CITY OF TUKWILA MAY * 4 2000 PERMIT CENTER ZIP - ^R ZEMAN ASSOCIATEINC. 19231 36 Ave. W. Suite B201, Lynnwood, Washington 980io RECEIVED CITY OF TUKWILA MAY - 4 200Q PERMIT CENTER' ZIP''ER ZEMAN ASSOCIATE" INC. .923136 Ave. W. Suite B201, Lynnwood, Washington 9bu.,6 RECEIVED CITY OF TUKWILA MAY -- '6 2000 PERMIT CENTER ,Z • w U U 0 u) 0. U w 9 u- w O: g r v , w 1- 0 2 H Jp U w w `. .1— V, UU •z I' WIPP 73.9 Zo• • 74 7 73 I V • SIT /K MAIL 81 • 0 AND HANOI 3 IX ASPHALT 82.7 76.9 at • 5 73.7 2 --'tr Approximate Test Pit Location 82 0 PARCEL TP-2 C * PARC 200.00 89.0 7 50.04 1 �ST E �— ts — roTES a 6) 9 ASPHALT ' 1139 0� 1 d r 2 / E oo 84.9 r ° o ±1 54•C0T 86.2 r .m. sea • '6 .04 DPIVEMAY rf 85. Base map from Topographic Survey by Harstad Consultants (dated March 2, 2000). 91 89.8. 9 45. fo a 'aa comoLIAO.7 ASPHALT • 87 • i • ••".• ° - a, • 4�ta&.Fa +�a4x -a" %% • `I ri3n ; ltd ?. ,I wS. +' a::4ix:'�i:. ?�.:Si �r <z:::J:`;u::'a.�fC:« Graz a+ 7 V,;: ;u';•l1304,i; *:•f.�i:: <ra In Cu .r1 0 98. 97.7 • !16.2 115 • 3 114 0 PAR CEL • MINN 49.04 to 97.50 • i00.7 997 i09• 97.6 96•I ZIPPER ZEMAN ASSOCIATES, Geotechnical and Environmental Cons \ PCEL. � PARC 7 are STFEll jo a e>' so it 200.00 85.0 84.9 50.04 111 54'C0T 3 88 DRIVEWAY STUN 123 • '8 04 iiw 85 9 y Harstad Consultants (dated March 2, 2000). 91.7 89.8 • 87 • 1 123 - 2 PARCEL F 9 45.74 ' wi wwIr. X .) ASPHALT 0 Cu crt w TP -1 120 98.5 124.9 • 97.7 97.6 120 ,4 4 118 2 115.3 115 0 PARCEL '6 111 • 4 109• 45.04 • 10 10 i07 8 97.50 • 100.7 99.7 ti 98.8 ' 102 Geotechnical and Environmental Consulting • 99.9 ZIPPER ZEMAN ASSOCIATES, INC. 03.' 10 0 •10• 3 99 .1 0 J -700 0 SCALE 30 60 FEET RECEIVED CITY OF TUKWIIA. MAY - 4 2000 MKT CV SITE AND EXPLORATION PLAN FIGURE 1 ... ...xt -, ,. ti:. f; S . SS1;�rS.'t�:rS.4iti,:Sfirc„Y... w: «w.l a •'tiu , • >v � , N�;M i�2r. I�?.. isZheJ "�i�x�;�t4u"v:�N�Eti;.S;rri.::nii ' ;J:.Xv`,ayr r�`•. Isis ,th�.h`.ait,i:t.� Sii:c�n.:M'ni:�„cte, `:N:k'Faitx24ii z mo w:. . . N W w O; g a: U D . d ; w' z H. 1- 0 Z H• aj D D o :O1- W W' 1- u' (3 N ` H . O KEYSTAR 1812 Choice Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads R1 = 2428 14x 10 DF -L #2 BASE Fb = 875 ADJ Fb -1050 I '91 NDS Min Bearing Area Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Dell LL Max Defl 5.5 ft Reaction 1 2428 # Reaction 1 LL 7.87 # Reaction 2 2428 # Reaction 2 LL 43 # Maximum V 2428 # 3338'# Max V (Reduced) 1747 L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Defl L / >1000 1925 # 1925 # Section (in') Uniform TL: 875 = A BEAM OVER FURNACE ALCOVE R1= 3.9 in R2= 3.9 in DL Dell 0.01 in Shear (in TL Dell (in) Fb (psi) Fv LL Defl E (psi x mti) Uniform LL: 700 i 49.91 38.15 OK 76% 32.38 27.59 OK 85% 0.05 0.28 OK 18% 0.04 0.18 OK 21% (psi) Base Values 875 Base Adjusted 1050 95 95 1.6 1.6 625 625 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.200 1.00 1.00 BeamChek has automatically added the beam self- weight into the calculations. Uniform Load A SPAN = 5.5 FT Uniform and partial uniform loads are lbs per lineal ft. Date: 1/11/00 R2 = 2428 Fc ! (psi) BeamChek 2.2 RECEIVED CITY OF TUKWILA FEB . 3 2000 PERMIT CENTER Z 7 =. 00: No: (o w; W O �-- : N 3 I— 11 g- 111 U 0 CO: H'. :tam V u _ O` ku O ~' KEYSTAR 1812 Choice Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1 = 951 4x 10 DF-L #2 BASE Fb 15 875 ADJ Fb =1050 91 NDS Min Bearing Area Section (in') Shear (1n Uniform TL: 111 = A GARAGE DOOR HEADER R1= 1.5 in R2= 1.5 in DL Defl 0.17 in Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Dell LL Max Dell 18.0 ft 7.87 # 126 # 3804 L/240 L / 360 Reaction 1 Reaction 2 Maximum V Max V (Reduced) TL Actual Dell LL Actual Dell 951 # Reaction 1 LL 951 # Reaction 2 LL 951 # 859 L / 405 L / 642 600 # 600 # LL Dell 49.91 43.47 OK 87% 32.38 13.57 OK 42°A • 0.47 0.80 OK 59% 0.30 0.53 OK 56% Fb (psi) TL Dell (in) Fv (psi) E (psi x mu) Base Values 875 Base Adjusted 1050 95 95 1.6 1.6 625 625 CF S Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.200 1.00 1.00 BeamChek has automatically added the beam self- weight into the calculations. Uniform LL: 75 Uniform Load A SPAN = 16 FT Uniform and partial uniform Toads are ibs per lineal ft. Date: 1/11/00 R2 = 951 Fc I (psi) BeamChek 2.2 KEYSTAR 1812 Choice Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1 = 758 (2) 2x 8 DFd. 82 BASE Fb - 875 ADJ Fb . 1138 I 91 NDS Min Bearing Area Section (in') Shear (in') HEADER OVER ARCH INTO KITCHEN R1= 1.2 in' R2= 1.2 in' DL Del <0.01 in. Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Deft LL Max Deft 3.75 ft Reaction 1 758 # Reaction 1 LL 4.01 # Reaction 2 758 # Reaction 2 LL 15 # Maximum V 758* 710W Max V (Reduced) 572* L / 240 TL Actual Dell L / >1000 L 1360 IL Actual Dell L 1 >1000 600# 600* Fb (psi) Uniform TL: 400 = A TL Dell (in) Fv LL Defl 0.02 0.13 OK 17% E (psi x mil) Uniform LL: 320 Uniform Load A SPAN = 3.75 FT Uniform and partial uniform loads are lbs per lineal ft. Date: 1/11/00 BeamChek 2.2 15.13 7.49 OK 50% 16.50 9.04 OK 55% 0.03 0.19 OK 14% BeamChek has automatically added the beam self- weight into the calculations, (PO Base Values 875 Base Adjusted 1138 95 95 1.6 1.6 625 625 CF S Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 R2 = 758 Fcl (psi) ; i'd:..%t,zi.X::suhituis: " r . KEYSTAR 1812 Choice Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1 = 6705 Section (in') Shear (in TL Dell (in) Fb (psi) Fv (Psi) LL Deft 0.43 0.73 OK 59% E (psi x mil Uniform TL: 580 = A Uniform LL: 420 SPAN = 22 FT Uniform and partial uniform loads are lbs per lineal ft. BEAM SUPPORTING FLOOR JSTS. NEAR FRONT OF GARAGE Min Bearing Area R1= 10.3 in R2= 10.3 in DL Deft 0.20 in Uniform Load A Date: 1/11/00 5-114x 18 2.0E TJM PARALLAM® PSL BASE Fb = 2900 ADJ Fb = 2772 Beam Span Beam Wt per ft Beam Weight Max Moment TL Max Dell LL Max Deft 22.0 ft 29.53 # 650 # 36877 # L / 240 L / 360 Reaction 1 Reaction 2 Maximum V Max V (Reduced) TL Actual Deft LL Actual Deft 6705 # Reaction 1 LL 6705 # Reaction 2 LL 6705* 5791 # L/420 L/610 4620 # 4620 # 283.50 159.62 OK 56% 94.50 29.95 OK 32% 0.63 1.10 OK 57% 2900 Base Values Base Adjusted 2772 290 290 2.0 2.0 650 650 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 0.956 1.00 1.00 BeamChek has automatically added the beam self - weight into the calculations. R2 = 6705 Fc l (psi) BeamChek 2.2 00 rn 0 � cA W' Nu_ W O g J; co 8 _ ; Z � O O N ,0 t— co W WI ui Z. O Z . .� ROBIN A. OWEN 5594 S. LANGSTON RD. SEATTLE WA 98178 SEWAGE DISPOSAL DESIGN SOIL TESTING DRAINAGE PLANS FOR: STEPHEN T. HARAKI PC 2100 116TH AVE NE •BELLEVUE WA 98004. R.A. OWEN ON -SITE DISPOSAL SYSTEM DESIGNER KING COUNTY CERTIFIED # D0032 PERCOLATION TEST REPORT 1 ZOOO'O3t, Incp kffer V OFFICE: 772 - 4740 FAX: 772 - 0481 MOBILE: 930 - 0802 RECEIVED en OF TUKWILA 2/28//8 fr � - 2 20fii a CENTER R. A. OWEN STABILIZED PERCOLATION RATE SUBJECT PROPERTY: LOT HOLE •# DEPTH (MINUTES PER INCH) PARCEL # 734060 - 0662 (A) 1 34" 11.5 2 29" 12 3 28" 12.5 4 33" 13 PARCEL # 734060 - 0661 (H) 1 29" 14.5 2 32" 13.5 3 27" 11.5 4 30" 5 30" 14 6 26" 13.5 7 32" 14 8 28" 14.5 . .� ROBIN A. OWEN 5594 S. LANGSTON RD. SEATTLE WA 98178 SEWAGE DISPOSAL DESIGN SOIL TESTING DRAINAGE PLANS FOR: STEPHEN T. HARAKI PC 2100 116TH AVE NE •BELLEVUE WA 98004. R.A. OWEN ON -SITE DISPOSAL SYSTEM DESIGNER KING COUNTY CERTIFIED # D0032 PERCOLATION TEST REPORT 1 ZOOO'O3t, Incp kffer V OFFICE: 772 - 4740 FAX: 772 - 0481 MOBILE: 930 - 0802 RECEIVED en OF TUKWILA 2/28//8 fr � - 2 20fii a CENTER R. A. OWEN ROBIN A. OWEN 5594 S. LANGSTON RD. SEATTLE WA 98178 FOR: STEPHEN T. HARAKI PC 2100 116TH AVE NE BELLEVUE WA 98004. R.A. OWEN ON -SITE DISPOSAL SYSTEM DESIGNER KING COUNTY CERTIFIED # D0032 SEWAGE DISPOSAL DESIGN SOIL TESTING DRAINAGE PLANS PERCOLATION TEST REPORT ieOlitkr;h.i. moo �. -- OFFICE: 772 - 4740 FAX: 772 - 0481 MOBILE: 930 - 0802 RECEIVED CITY OF TUKWILA KAR w 2 20 2/28/0 _PERMITCENTER . A. OWEN STABILIZED PERCOLATION RATE SUBJECT PROPERTY: LOT HOLE # DEPTH (MINUTES PER INCH) SQUIRES REPLAT: 5 1 25" 13.5 2 32" 14 6 1 28" 12 2 35" 15 7 1 34" 14 2 30" 13.5 8 1 24" 11.5 2 30" 13 9 1 35" 10 2 30" 12 10 1 27" 10.5 2 32" 10 ROBIN A. OWEN 5594 S. LANGSTON RD. SEATTLE WA 98178 FOR: STEPHEN T. HARAKI PC 2100 116TH AVE NE BELLEVUE WA 98004. R.A. OWEN ON -SITE DISPOSAL SYSTEM DESIGNER KING COUNTY CERTIFIED # D0032 SEWAGE DISPOSAL DESIGN SOIL TESTING DRAINAGE PLANS PERCOLATION TEST REPORT ieOlitkr;h.i. moo �. -- OFFICE: 772 - 4740 FAX: 772 - 0481 MOBILE: 930 - 0802 RECEIVED CITY OF TUKWILA KAR w 2 20 2/28/0 _PERMITCENTER . A. OWEN o2 110 45.0 0 2 50.04 0 6 0 2 50.04 01 7 0 2 50.04 01 8 0 2 45.74 01 9 0 2 45.04 01 1 0 • 6 05 0 01 132.5 •7 • g PARCEL # 734060 - 0661 if 0 N o N CD • • 0 13.64 03 • 1 04 144.7 PARCEL # 734060 - 0662 iiikf SCALE: 1" = 50' 40TH AVE S r RECEIVED CITY OF TUKWILA MAR - 2 265E PERMIT CENTER , %age.i.?" + ewer :44.7igNtluKi u.:cr2a. .'k' XIISktg itiftitf �^'^;yy++�uv+:3,t cu.�.: :j.CCim3:.ai:3t RNP June 1, 2000 C ORREVION L TR #�-- L. Jill Mosqueda, PE Development Engineer Tukwila Public Works Department 6300 South Center Boulevard, Suite 100 Tukwila, WA 98188 RECEIVED CITY OF TUKWILA JUN 5 2000 PERMIT CENTER Subject: Keystar Development and River Hills Single Family Residences Dear Ms. Mosqueda: Thank you for your letter of May 21, 2000 on the Keystar Developments. • We have shown on the Utility Plan the proposed 8" sanitary sewer line along 126 and the new 8" water line also along 126 The water line would be a looped 8" line system and extend south along 4oth as well as north from the east end of 126 per WD 125 requirements. We have initiated water developer extension with WD 125 and sewer extension with ValVue Sewer District to provide water and sewer to the projects. An 8" DIP water line will replace the existing 4" line and would be a looped system along 40 and 126 and tie into WD 125 system per their requirements. We expect to submit design this month and receive extension design approval within 60 days. Construction should follow by. early September with completion by the late September. The 8 "sanitary sewer extension would follow approximately the same schedule with the ValVue Sewer District. Upon water and sewer developer extension completion, we would provide water and sewer availability. We understand that for lots 5 -10, you require 20 foot of paved surface section of 5 Class B asphalt underlain with 3" compacted top course. We understand the individual lot driveways are acceptable. I have included the Typical Downspout Infiltration System Detail and the Residential Driveway Detail (RS8B) on the Utilities Site Plan. 1 Dw000?J' 4422 187th Place S.E. • Issaquah, WA 98027 • 425/643 -3560 • FAX 425/641 -5095 R. N. PARNELL COMPANY CIVIL ENGINEERING WATER RESOURCES ENGINEERING MANAGEMENT ENVIRONMENTAL SERVICES CONSTRUCTION MANAGEMENT Cut and fill quantitie show the cut is about each site based on a Grading Plan. Parcel B D2000 -077 Parcel C D2000- 035 Parcel D D2000 -036 Parcel E D2000 -037 Parcel F D2000 -078 As you know, our interest is to obtain residential building permits on the existing lots to the north of South 126 Street. Although the six lot short plat to the south is still is being pursued, we will show the road frontage improvements, ROW dedication, emergency turnaround dedication, and any wetland buffer requirements on our submittals for lots A & H next week when the environmental report is completed. Please call me at 425/643 -3560 if you have any questions. Sincere) Robert N. Parnell, PE Enclosures AS stated CC: Larry Mueller, Keystar, Inc. s are expected to be balanced for the lots. Calculations 100 cubic yards for each lot with 100 cubic yards of fill for vailable contours and building pad elevations shown on the 90 cy cut, 80 cy cut, 50 cy cut, 300 cy cut, 225 cy cut, 90 cy fill 80 cy fill 50 cy fill 300 cy fill 225 cy fill 2 ..: .9 'riA..�� �.�.�. C'l.'Jsc:eB+.':.:I:.,�ti.! •U „M11�'iil/'S:.0 �. r_i May 21, 2000 Mr. Bob Parnell RN Parnell Company 4422 187th Place SE Issaquah, WA 98027 Dear Bob: City of Tukwila Steven M. Mullet, Mayor Department of Public Works James E Morrow, P.E., Director { /w SUBJECT: Keystar Development and Riverhills Single Family Residences The following is a summary of what we discussed during our meeting with Nora Gierloff on May 18 Adequate water and sewer is not available for the proposed development. Per Jim Morrow, Public Works Director, Public Works will not approve the single family residence (SFR) applications until the water and sewer are installed. Public Works may consider approving the permits once the water and sewer work is underway. Public Works requires a sewer and a water availability letter PER LOT, once the water and sewer are installed. Even though Keystar has not applied for the short plat, several of the requirements for the short plat should be taken into consideration when 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 433 -0179 • Fax: 206 -431 -3665 .C 6 g UO CO w CO LL; I- w P ` • • z F- w w U �• ‘&• • w u& ot Z, "L1.1 V1 0 z ` May 21, 2000 Page 2 developing Lots A and H. These are: • Five foot wide right of way dedication along 40 Ave. S. • Fire turn around • Street improvements Public Works will require a legal description, statutory warranty deed and a completed and signed excise tax form for the five -foot wide right of way dedication as part of the short plat process. These documents are not necessary for the SFR applications. Keystar can ignore the short plat preapplication requirement for combined driveways. Brian Shelton, City Engineer, will allow individual driveways for each lot. For lots 5 -10 and Lots A -H applications, the City requires 20 feet of paved surface on 40 Ave 5. and 5. 126 St. Per Brian Shelton, the pavement section shall be 5" of Class B asphalt, underlain with 3" compacted top course, underlain by additional gravel, depth determined by site conditions. If you have any questions, please give me a call at 206 - 433 -0179. Sincerely, L. Jill Mosqueda, P.E. Public Works Development Engineer CC: Nora Gierloff File (8) Q /pro jects /Keystar /Keystar may 21 letter to parnell _��lcccisi:.•:�:4a.:'ct� <�i: t 222.1:r'c lxbr.;av;1d y5x... . •• s: L:&: al 7: iiN5. l:tiCd•:o vL:atatit 7iad ✓iJa3ki- ::,.dx wtiM.0 =GS• " • u: 2 5 w V + v0 w ' J w O '. gQ Na I- U. 0 ; z �- UJ U � 0 0I- 0 .z REED &ASSOCIATES ONAI & Structural Engineering 8311- 212th ST. S.W., Edmonds, WA 9026 Office (425) 778 - 2793 Fax (425) 775 - 2073 LAT�11 STRUCTURAL CALCULATIONS FOR: k'E 12- I, NG LBr: pcu.e D« 50 ) NOT VALID WITHOUT A WET SIGNATURE WENDELL E. 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LU U S N N N w 0 . g J u W . ~ Z� w W 0 co 0 H = W, �! • CU Z t p.m Z Shearwall Schedule - Stud Framing (Reed & Assoc. # cc— , v.s MARK SHEATHING ON 2X HF UNO EDGES NAILING (BLOCKED) COMMON FIELD NAILING SHEAR FLOW NAILING SILL PLATE ANCHORS w/ 2'x2'x3/16 WASHERS BASE PLATE NAILING RIM JOIST AND TOP PLATE CONNECTION 5 I 7 / /(, /t oS 0i $el C 1 ge -1e)Z i6G�e g I 6 it _szAAt-r NAILS&g j- Z ',' 6 1 7 2 S )3 e d e6 B a e I Z 1 b e1 8 1b6 -S LA 11. Malt-5 a 93 fi 6 ' 4' -0 S'3 7 �Ib'0s i tole-4 loci& i2 1,6 e e 4- A3Se° 16" 3/ ',' E 3 o Floor Ties / Holdowns Simpson UNO (See Footnotes 1,2,3,4) Reed and Assoc. # 017 — 1 as MARK STRAP NAILING HOLDOWN STUD ANCHORAGE HOLDOWN ANCHOR BOLTS COMMENTS T - 1 STHP14Rs ( I Notes: 1 Locate holdown at each end of shearwall 2 Cripple wall construction same as SW above 3 Extend FDN Down as req'd to receive hold down AB embedment I 4 Threaded rod & coupler as req'd l SHEET NAILING SHALL NOT PENETRATE PAST FLUSH WITH THE SURFACE, A STRENGTH REDUCTION OF 50 %OCCURS AND RE- NAILING IS NOT ALLOWED IF THE RESULTING SPACE IS LESS THAN OR EQUAL TO 2'. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. • Lev- 4 ofs t e - ;,w49:77 67.r r %v4 7 1O , ` Lopes f ?eo. • k S. Jz 6 -#i S-r7 , ✓r..au 1000w 0 3 b .�_ 4 " . jhcom welc Itikr I ,k14492_ u,„„ .r /z64 $71 . f 6 r T >i " ski. ti Pe u " S03) (P-CeurQ-t- far �a *ew e 7e„ 0/4 ,rI4.i.V RECEIVED CITY OF TUKWILA Vi AR - 2 2ND PERMIT CENTER 0 co 0 to W: W =: J f., w 0 ' g iL Q D H w O al al V '0 N ? o I- 111 W I I • Z 0 z r SS /VD C44. a B 4" li . 9# / - L /2-t Gty.r,✓ ) � U � G a bt :ft 0 4 �f ReteR0 C VS /_/ S7f'q- r 7014 2 met. c1t,Q,rzc 7V Slyz. S . RECEIVED CITY OF TUKWILA BAR - 2 2000 PERMIT CENTER September 18, 2001 Mr. Larry Mueller 6752 Lake Washington Blvd, 11B15 Kirkland, WA 98033 RE: Permit Status D2000 -036 4012 South 126th Street Dear Mr. Mueller: • In reviewing our current permit Ides, it appears that your permit for construction of a new 1,828 sq. ft. single - family residence and 460 sq. ft. attached garage, issued on July 12, 2000, has not received a final inspection by the City of Tukwila Building Division as of the date of this letter. Per the Uniform Building Code and /or Uniform Mechanical Code, every permit issued by the building official under the provision of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time for a period of 180 days, after the work is commenced. Based on the above, the Permit Center will close your file and the work completed to date will be considered non- complying and not in conformance with the Uniform Building Code and /or Mechanical Code. Please contact the Permit Center at (206) 431 -3670 if you have further questions. Thank you for your cooperation in this matter. Sincerely, Stefania Spencer Permit Technician City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director \c: Permit File No. 1)2000 -036 Duane Griffin. Ituilding Official 6300 Southcenter Boulevard, Suite /1100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206-431-3665 .: tti.,. �i�ms�.: aa.'..:e.»:. LSr::::,:},' r. •�,..f •, W '6 U CO U W ; W CO Wo t1. Q O Z W O ( S: • W W ". H V Z 0 N o City of Tukwila Fire Department Thomas P. Keefe, Fire Chief TO: Brenda Holt, Permit Coordinator FROM: Mike Alderson SUBJECT: Keystar Building Permits DATE: 12/5/00 I received the attached document from Keystar's Civil Engineer that shows the newly installed Fire Hydrants meet the Uniform Fire Code Flow requirements. As a result, the Fire Department construction restrictions may be removed from all of their Building Permits. Steven M. Mullet, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 -575 -4404 • Fax: 206 -575 -4439 i Nov -29 -00 09:39P ROBERT N. PARNELL, PE 425/641 -5095 P.01 R. N. PARNELL COMPANY RNP To: Chief Mike Alderson Tukwila Fire Department FAX: 206/575 -4439 From: Robert N. Parnell, PE, Pages: Four (4) Subject: Keystar Single Family Permits: South 126 Street/40 Ave. South Permits:D2000 - 035, 036, 037, 038, 039, 077, 078 Fire Flow of 2900 Gallons Per Minute Date: November 29, 2000 I am providing a November 28, 2000 updated Certificate of Water Availability from Water District 125 that shows 2900 gallons per minute (gpm) is available for the single family residences to be built by Keystar, Inc. along South 126th Street and 40th Ave. South, Tukwila, Keystar, Inc. recently replaced the old 4" water line along South 126th Street and installed an 8" water line. Two new fire hydrants were also installed; one at the intersection of S.126th Street/40th Ave. South and the other at the intersection of South 126th Street/41 st Ave. South. The updated Water Availability Certificate reflects these improvements. Residential permit conditions included a provision that proof of fire flow be provided the Fire Marshal prior to combustibles( i.e. wood for framing) be brought on site for building construction. We understand that Russ Austin, Water District 125, and you discussed that this updated Water Availability Certificate would meet your requirement that fire flow was available. Keystar, Inc. is scheduling wood delivery to the site to commence house framing. We believe with this transmittal of Certificate of Water Availability, Keystar, Inc. has met the Building Permit Condition and the Fire Marshal requirement. Please call Robert Parnell at 425/643-3560 or Fax 425/641 -5095 to confirm receipt and that the fire flow data transmitted meets permit conditions to allow combustibles to be brought onto sites. Your assistance and understanding has been greatly appreciated. CC: Larry Mueller /Steve ArakilKeystar, Inc. (Fax: 425/451 -1689) Jill Mosqueda, PE , Tukwila Public Works (Fax: 2061431 -3665) Tukwila Building /Permit Dept. (Fax: 2061431 -3665) .s+n.n..atd�kNw:vx;.tl•3. «.:wa:• ua •.u'»z vAita tt.i:Es.b:LUYtleLf •I.12:: 187I1i I'I:i i' S 1:. • Issaquah. WA 98027 • .12'064 3- ?:,611 • I•AN -2 !G- 1I -5Ot) M'11. WA' i1.1 :1:1:1.;. V.5 H RI +Sr:r K +•: M % \ /.hr•%rr u r •.via •.Mt r.,.l I rr.trr. PAR f A' (Toy ho cnrnpIr•ted by applicant) Site Address (Attach ratan an. Legal fielattpti • showing ttvdrant location and size of win): 1 _.. - :lie tw- ' %,-- •X� �s �' �. • :.. .� 12(o T" Leo „t k ( r l S 7 p l t- k - , ..ti's' • :11 . :v r.7:'t• _ � F -: 7 -- 1. -" 7 7.1- � ��'�f° < '•C � • " �. R .•^_�-S'&�i14f J:.;)!:...2�� = r L i_- _.. Name: �' - •/.../1 i i I Name: /.i 1_. 1 _ I Address: - /��, _/ / Z ,I / Address: —. Phone: Phone: .� - 81,7- -- d 53 This certificate is for the purpoeee of: ' -- 7&'35 C] Residential Building Permit n Preliminary Plat ❑ Short Subdivision ❑ Commercial/Industrial Building permit ❑ Rezone ❑ other Estimated number of service connections and meter size(s): � // • 11 — r Vehicular distance frorn nearest hydrant to the closest point of structure ft. Area is served by (Water utility distrfctr 66 /c Owner /Agent Signature: Date: Nov- 29, -00 09:39P ROBERT N. PARNELL, PE 425/641 -5095 P.02 Certificate of Water Availability PROJECT I: CITY OF TUKWiLA Permit Center 6300 Sauthcenter Boulevard, Suite 100, Tukwila, WA 98186 Telephone: (206) 431 -3670 1 (Required only if outside City of Tukwila water utility district) PART i0: (io be completed by water utility district) The proposed project is located within T I hereby certify that the above information is true and correct K.na er&A r+ uio.fiex 0 i-zt Age none c ob-6 a -415.14 (City/County) -48 '-- c Dote The improvements required to upgrade the water system to bring it into compliance with the utilities' cOmprellensive plan or to meet the minimum flow requirements of the project before connection: (Use separate sheer it morn room is noseoal Sated upon the improvements listed above, water can be provided and wit! be available at the site with a flow of �� dO 9pm at 20 psi residual for a duration of 2 hours at a velocity of IS fps at documented by the attached calculations. PART C: (To be completed by governing jurrsdtction) Water Availability: ❑ Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in item C2 are met. Q System isn't capable of providing service to trtls project. Minimum water system improvements: (At least equal to B2 above) (Use separate sheet If mare room is needed) A•enc /Phone bete WTRAVAILDOC rs /S/GrS :15EMSNMIYAMINIVZ . °.; lyr 12 1arkw «..^r.AKCnr. .7.0. T. ChI K :•tf„4„ .nrinns•m,rcannY Z W rt 00 c 0 W I - - Q W W wq 0 LL Q. • co d 1.. Z � 1-0 Z F- W W 0 0 . ' 0 1- WW F- u O t1J Z 0 I-- O Z -r c lI 74 r — CAI Me 1 r P0 ) •!• A• c.. ' 6, r . lei ti I[1 1 Lj C1 ".ten., :r47.3‘..5 el # dr 1 /3 r.5 r" t O I OZ' ?9 /fr " /ff99lQ —� tt NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. C • • ✓ // • z .0 C IN ,l0 0 O 0 ID W 0 0 W z z rn r r m Y N m N u1 LD O 0 Nov -29 -00 09:40P ROBERT N. PARNELL, PE 425/641 -5095 P.04 ' rAz 425 U5 , na5 *ASHINCION TITLE CO commitment No. R22G3 t3 -1 SCHEDULE A CONTINUED 4. The land relitrred to in this Commitment is described as Mows! 'thc west 200 feet of tag north 132.5 feet of Tract 45, Riverside Interurban Tracts, eccooSing to the Out thereof recorded in Volume 10 of Plats, p*ge(e) 74, m in Cuustty, Wasllmgtcm; TO ET41ER w1TH Ill of vacated South 126th Street a 1jninmg; A.XD The north 132.5 feet of Tract 45, Riverside Intentrbor Trams, .ccerding to the plat thereof recorded in volume 10 of Plats, page(s) 74, in Ring County, Washington; EXCEPT On .west 200 feat thereof; AND EXCEPT that Patti= tlraeof condemne4 far state 'highway end= King County Superior CO= Cause Number 647372; 713GETER WNW all of vacated South 126th Street adlotning; AND LOU 5 and 6, I3looti 1, Squire's Rapist of pelt of tract 33, Riverside Interurbets Tracts, aemrd}nr to the slat thereof recorded is Volume 20 of Plats. eerefs) 100. in Kirin. County. Of e o a Nov - - 09:40P ROBERT N. PARNELL, PE 425/641 - 5095 P.04 • .11:18 PAZ 425 255 : 45 FASEZh'4TON T. r E CO CoronutmentTlo. P.22631 -1 SCHEDULE A CONTINUED 4. The land referent to in this Commitment is described as follows: The west 200 fact t f the north 132.5 feet of Tract 45, Riverside mte urban Tracts, according to the plat *woof recorded is Volomc 10 of plats, VIVO) 74, to Kiting Canty, Wash:Um; TOGETHER WITH ale of vested South 126th Street adjoiainia AIZD Ms north 132.5 feet of Tract 45, Riverside Yutl Tibet► Tracts, according to the pht thereof hrorfled in Volume 10 of P1a;, pagt(s) 74, iA King County, Washirguse; vCCEPT the want 200 foot thereof; AND EXCEPT that Portion ttuteof condemned fro state highway tmder King Cdta ty Superior Court Ctuso Number 647372; TOGETHER NVTCH aI1 of record South 126% street joirsing, AND IAts 5 and 6, Block 1, Squire's P. pltt uf pert of Tract S3, Riverside Intaurbia Tracts, ascending to the plat thereof recorder in Volume 20 of Plats, page(a) 100, in King Cosmry, Wallington; TOGETHER. WITS all of vacsted South 126th Street and 40th Avenue South adjoir>xnz AND Lot 7, !Hock 1, Squires Replat of part of tract 33, Riverside Tnter rbatt Tracts, according to tltc plat thereof =corded in VQJwttti O af 'Pluts, page 100, in KboZ County. W TOGET11T+R ATTE with 3Z1 of veered SOvA 126th Street adjoining; AND Lot 8 AND the wet half of lot 9. Block 1, Squire's Replat of part of Tract 33, Riverside hucnirban Tracts, according to tho Flu thereof recorded in Volu nic 20 of Plats, page(s) 100, in Xing County, Washington; T atomic WTITI all of vacated South t26rb Surer adjoining; AND The seat half of Lot 9 AND all o1141 10, Squirt's Replat apart of Tract 33, Riverside Interurban Tracts, according to the plat th.soof recorded is Volume 20 of Plats, pages) 100, in King Comb', Washington; EXCEPT that portion condemned far state highway under Superiut Court Cause Number 64939; TOCiOn WITTI all or vacated South 126th Street adjoining. END OF SCHEDULE A. Z 342 317 717 US Postal Service Receipt for Certified Mail No Insurance Coverage Provided. Do not use for International Mail See reverse CO O Postmark or Date I 2O US Postal Service Receipt for Certified Mail No Insurance Coverage Provided. Do not use for International Mail See reverse Retum Receipt Showing to Whom & Date Delivered Return Receipt Stowing to Whom, Dale, & Addressee's Address O O co M Postmark or Date Z 342 317 718 15 C4 I t y o . W OOr Q I— ILI = d ' F— 0 Z U o ;: 10 N; uJ W` 1 — 0: z; co z ' t June 12, 2000 D2000 -035 D2000 -036 D2000 -037 D2000 -038 D2000 -039 D2000 -077 D2000-078 Page 1 of 2 Project Name: Riverhills Single Family Residences Keystar Development File #: Date: Reviewer: CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS D2000 -035 Lot #6 4006 5 126 St D2000 -036 Lot #7 4012 5 126 St b2000-037 Lot #8 4018 5 126 St 02000 -038 Lot #A 4031 5. 126 5t. 02000 -039 Lot #H 12610 40 Ave 5. 02000 -077 Lot #5 4000 5. 126 St D2000 -078 Lot 9 4024 5 126 St 06.12.00 L. Jill Mosqueda, P.E. The following summarizes the results of today's meeting with Larry Mueller, his attorney, Jim Morrow and Bob Noe. 1. The City will not release any building permits until Keystar provides approved plans from WD125 and ValVue. z 00 war cow W O J LL Q : I— ILI = d. z . I- O z �: U Ct; O = i - o; LLi z o- z June 12, 2000 D2000 -035 D2000 -036 D2000 -037 D2000 -038 D2000 -039 D2000 -077 D2000 -078 Page 2 of 2 2. Keystar must provide a set of water service plans approved by WD125. The plans must be signed by the person at WD125 who approved the plans. Keystar shall provide the approved plans BEFORE the City approves the permit applications. 3. Keystar must provide a signed and approved set of sewer plans from ValVue BEFORE the City approves the permit applications. 4. A The City will investigate the possibility of releasing the building permits for construction of foundations ONLY, so that the building , t' N construction can begin before the water service is completed. 5. Once the water service is installed, the Applicant shall provide one water availability certificate for each address. The purveyor section of the certificate shall be completed by WD125. WD125 will determine flows per address. If an address has a flow of 1000 gpm or more, the house at that address will not need 1" water meter and line to support the sprinkler system required by the Fire Department. If the flow at an address is Tess than 1000 gpm, the house will need sprinklers, a 1" line, and a 1" water meter to supply the sprinkler system. If the building at an address requires sprinklers, the building Department may wish to re- review the plans. • e)'; 00: out w u. 4. • = I- o z ,-: '0 .t 0 H: u f C ui 0 z May 25, 2000 C ity of Tukwila Steven M Mullet, Mayor Department of Community Development Steve Lancaster, Director Larry Mueller 6752 Lake Washington Blvd NE, #B -15 Kirkland, WA 98033 RE: CORRECTION LETTER #2 Development Permit Application Number D2000 -036 Riverhills — Lot 7 4012 South 126th Street Dear Mr. Mueller: This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Planning Division and Public Works Department. At this time, the Building Division and Fire Department have no comments at this time. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block If your revision does not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206)431 -3672. Sincerely, Brenda Holt Permit Coordinator encl xc: File No. D2000 -036 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206-431-3665 z 2: 0 0 ; co 0' m w; UJ _: co w w g - J •u) F- z ,— p . O N o w — O: w O H .z April 4, 2000 Larry Mueller Keystar Inc 6752 Lake Washington BI, #B -15 Kirkland, WA 98033 RE: CORRECTION LETTER #1 Development Permit Application Number D2000 -036 River Hills — Lot 7 4012 South 126th Street Dear Mr. Mueller: This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Planning Division and Public Works Department. At this time, the Building Division and Fire Department have no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your revision does not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206)431 -3672. Brenda Holt Permit Coordinator encl xc: File No. D2000 -036 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206 -431 -3665 ,..:wr«uph+rut1WAgi i 7.,. ; ;1 74;:cC :Z 00` O �F— W 0 N0 1- W z 1- Z 1—'• o , ,O N :0 1--' W w; , U : w z, O Z• City of Tukwila Steven M. Mayor Department of Community Development Steve Lancaster, Director z o: 2 :. v. U O' N 0; RE: Letter of Incomplete Application #1 uj O Development Permit Application Number D2000 -036 1 g 3 River Hills — Lot 7 u_ Q 40XX South 126th Street . N 3' I d � _ . z z This letter is to inform you that your permit application received at the City of Tukwila Permit Center on w w' 2 D' February 3, 2000 is determined to be incomplete. Before your permit application can begin the plan �. review process the following items need to be addressed. 0 0 F—. Public Works Department: Jill Mosqueda, Associate Engineer, at (206)433 -0179, if you have any = v questions regarding the following: u. o ; 1. Preferred storm water handling is infiltration — please perform perc tests (see attached z guidelines). V N: 2. Provide civil drawings (see attached guidelines). 3. Complete and return Residential Sewer Use Certification Form. Z.... The City requires that four (4) complete 'sets of revised plans be resubmitted with the appropriate revision block. If your revision does not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. February 9, 2000 Larry Mueller 6752 Lake Washington B1, #B -15 Kirkland, WA 98033 Dear Mr. Mueller: In order to better expedite your resubmittal a `Revision Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206)431 -3672. Sincerely, Brenda Holt Permit Coordinator encl File: Permit File No. D2000 -036 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206- 431 -3665 ACTIVITY NUMBER: D2000 -036 PROJECT NAME: RIVER HILLS — LOT 7 SITE ADDRESS: 4012 S 126 ST Original Plan Submittal XX Response to Correction Letter # 2 Response to Incomplete Letter # Revision # DATE: 6 -5 -2000 After Permit Is Issued DEPARTMENTS: n Publ'c Works Building Division DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete TUES /THURS ROUTING: Please Route REVIEWER'S INITIALS: Approved Approved uwroWIDOC PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP CORRECTION DETERMINATION: Fire Prevention Structural Incomplete Structural Review Required APPROVALS OR CORRECTIONS: (ten days) Approved with Conditions Approved with Conditions n Comments: n REVIEWER'S INITIALS: REVIEWER'S INITIALS: 6'�TYITtl�Yam¢+ -a •.r..- a -. +^E{ ^"'.:._ M• F. �4; i :'I�LLL�mt�W�'`"'tl'F11i'I!,K°Kt r N�°f�L 1lM•+`I L PI nnin Division Permit Coordinator No further Review Required DUE DATE: 6-6 -2000 Not Applicable n DATE: DUE DATE 7 -4 -2000 Not Approved (attach comments) DATE: DUE DATE Not Approved (attach comments) DATE: z • w • 0 W =. H, N u. w O 2 • co a. I- u1 F_ w o 2 U ; :O to O F- w w. _ Z, tii N ` H O Z ACTIVITY NUMBER: D2000 -036 PROJECT NAME: RIVER HILLS -LOT 7 SITE ADDRESS: 4012 S 126 ST DATE: 5 -5 -2000 SUITE # Original Plan Submittal Response to Incomplete Letter # XX Response to Correction Letter # 1 Revision # After Permit Is Issued DEPARTMENTS: Building Division Public Ws. ■PRROUTE.DOC 5/99 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP n CORRECTION DETERMINATION: Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete n TUES /THURS ROUT G: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved n Approved with Conditionsn REVIEWER'S INITIALS: 2i 24 n PI nning Division 11/ eQ 51 n Permit Coordinator • DUE DATE: 5 -9 -2000 Not Applicable n Comments: No further Review Required DUE DATE 6 -6 -2000 n DATE: Not Approved (attach comments) (ATE: i DUE DATE Approved n Approved with Conditions Not Approved (attach comments) REVIEWER'S INITIALS: DATE: z w re U 0O' U 0 W J CO Li. 0. W F} g -. LL Q' to ▪ ILI- z Z o. U - o w w. f - - u. — O • z . U N; O ~: z ACTIVITY NUMBER: D2000 -036 PROJECT NAME: RIVERHILLS LOT 7 SITE ADDRESS: 4012 S 126 ST DATE: 3 -2 -2000 Original Plan Submittal XX Response to Incomplete Letter # 1 Response to Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: Bui df ing Division I /AWL 4. -3-i% Public Works lin &III IND DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete n Not Applicable Comments: TUES /THURS ROUT NG: Please Route Structural Review Required REVIEWER'S INITIALS: Approved 7 \PRROUTE.DOC 5/99 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP APPROVALS OR CORRECTIONS: (ten days) Approved with Conditions Not Approved (attach comments) REVIEWER'S INITIALS: DATE: WO° CA ai 171/ ( In c iThFarg CORRECTION DETERMINATION: DUE DATE Approved ri Approved with Conditions ri Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: nt�. v v+r - rw.• Fire 51 III Planning Division Aw 3 ta ofuu c 3-7 - 06 Structural Permit Coordinator on I DUE DATE:3-7-2000 No further Review Required DUE DATE 4 -4 -2000 DATE: PERMIT COORD CQpy. PLAN REVIEW /ROUTI SLIP ACTIVITY NUMBER: D2000 -036 DATE: 2 -3 -2000 PROJECT NAME: RIVER HILLS -LOT 7 XX Original Plan Submittal Response to Incomplete Letter # — Response to Correction Letter # Revision # - After Permit Is Issued DEPARTMENTS: Building Division Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete n Comments: WA/4 TUES /THURS ROUTING: Please Route Approved \PRROUTE.DOC 5/99 I I L Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) Approved with Conditions Approved n Approved with Conditions Fire Prevention /1,U6 2 -((-O0 Structural Incomplete If f is Not Applicable CORRECTION DETERMINATION: DUE DATE Planning Division Permit Coordinator DUE DATE: 2 -8 -2000 No further Review Required DUE DATE 3 -7 -2000 Not Approved (attach comments) REVIEWER'S INITIALS: DATE: Not Approved (attach comments) REVIEWER'S INITIALS: DATE: City of Tukwila Department of Community Development - Permit Center 6300 Soutbcenter.Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mall, fax, etc. w O 2 Y2 d w ; z F F- O w ~` g am '. U' w to H id f' ; O : IIJ Summary of Revision: p ~ . Date: t Plan Check/PermitNumber: D2000 -036 ❑ Response to Incomplete Letter # Response to Correction Letter # 2 ❑ Revision # after Permit is Issued Project Name:: RIVERHILLS — LOT 7 Project Address: 4012 South 126 Street Contact Person: Larry Mueller Phone Number: RECEIVED CITY OF TUKWILA JUN - 2 2000 PERMIT CENTER (-- Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ICkintered in Sierra on (1) - -DO 05 /25 /00 • re 1" 2 o O to 0 UJ -J J Entered in Sierra on City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: .406 Plan Check/PermitNumber: D2000 -036 O Response to Incomplete Letter # ® Response to Correction Letter # 1 O Revision # after Permit is Issued Project Name: RIVER HILLS — LOT 7 Project Address: 4012 South 126 Street Contact Person: Larry Mueller Summary of Revision: Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 5"-L1_2000 1 Phone Number: WEB CITY OP TUKWILA MAY - 4 2000 PERMIT OCMTCR 04/04/00 ® Response to Incomplete Letter # 1 [] Response to Correction Letter # El Revision # after Permit is Issued Project Name: RIVER HILLS — LOT H Project Address: 40XX South 126 Street 3 pages City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: March 2, 2000 Plan Check/PermitNumber: D2000-0: 036 Contact Person: Larry Mueller Phone Number: 425- 822 -6953 Summary of Revision: 1. Perc test results from R.A. Owen (item #1 in your letter) 2. Civil drawings (item #2 in your letter) 2 pages 3. Residential Sewer Service Form (item #3 on your letter) 1 page. REC EIVED CITY OF TUKWILA MAR - 2 2811 Sheet Number(s): "Cloud" or highlight all areas of revision including including d te.of revision: Received at the City of Tukwila Permit Center by: y i Entered in Sierra on ER 02/09/00 • �w V O • W LL Q. N om, H w` Z�' H O' • ILI id Z F- •0 0. O H. w F - V i • w Z: ~ . Z Dear Sir: Ciy of Tukwila Fire Department Review Control #D2000 -036 (510) Re: River Hills Lot 7 - 4012 South 126th Steven M. Mullet, Mayor Fire Department Thomas R Keefe, Fire Chief March 10, 2000 The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. Your street address must be conspicuously posted on the building and shall be plainly visible and legible from the street. (UFC 901.4.4) 2. For all commercial, multifamily and single family subdivisions, hydrants shall be placed so that a hydrant is within 150 feet of a building and so that no point of a building (around it's perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #1692) 3. For short plat development (four single family homes or less), hydrants shall be placed so that a hydrant is within 250 feet of a building. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #1692) 4. Fire hydrants shall conform to American Water Works Association specifications C- 502 -54; it shall be compression type, equipped with two 2 1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1 1/4" Pentagon open -lift operating nut. (City Ordinance #1692) 5. An approved water supply capable of supplying the required fire flow for fire protection shall be provided to . all premises upon which facilities, buildings or portions Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 -575 -4404 • Fax: 206 -575 -4439 • z • U' 00: U 0 co a. w g J = v.: z �. zo 0 " 0 N . .w w z' N • F= O H; • z. , Page number 2 City of Tukwila Steven M. Mullet, Mayor Fire Department Thomas P. Keefe, Fire Chief of buildings are hereafter constructed or moved into or within the jurisdiction. When any portion of the facility or building protected is in excess of 150 feet (45,720 mm from a water supply on a public street, as measured by an approved route around the exterior of the facility or building, on -site fire hydrants and mains capable of supplying the required fire flow shall be provided when required by the chief. (UFC 903.2) Water supply is allowed to consist of reservoirs, pressure tanks, elevated tanks, water mains or other fixed systems capable of providing the required fire flow. In setting the requirements for fire flow, the chief may be guided by Appendix III -A. (UFC 903.3) 6. The minimum fire flow and flow duration requirements for one- and two - family dwellings having a fire area which does not exceed 3,600 square feet (344.5 m2) shall be 1,000 gallons per minute (3785.4 L /min.). Fire flow and flow duration for dwellings having a fire area in excess of 3,600 square feet (344.5 m2) shall not be less than that specified in Table A- III -A -1. Exception: A reduction in required fire flow of 50 percent, as approved by the chief, is allowed when the building is provided with an approved automatic sprinkler system. (UFC Appendix III -A, sec. 5.1) 7. In lieu of a fire hydrant, an approved residential fire sprinkler system may be installed when vehicular travel distance from the nearest hydrant exceeds 250 feet. In lieu of a fire hydrant, an approved residential fire sprinkler system may be installed when vehicular travel distance from the nearest hydrant exceeds 150 feet. Acceptance of residential fire sprinkler systems shall include field verification of GPM and residual pressures meeting or exceeding the listing for the sprinkler type. Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 -575 -4404 • Fax: 206-575-4439 ~ .11 U O u) W w N w: w Q O : LL <. • z 0 11J w' U 0 O N ' :o 1- w w . o O wz =` O H, Z City of Tukwila Steven M. Mullet, Mayor Fire Department Thomas R Keefe, Fire Chief Z 1 w Page number 3 v U O; ww J wO . All new sprinkler systems and all modifications to g a existing sprinkler systems shall have fire department . d . review and approval of drawings prior to installation w or modification. New sprinkler systems and all modifications to sprinkler systems involving more than ? F 50 heads shall have the written approval of the 1-0 W.S.R.B., Factory Mutual, Industrial Risk Insurers, w w Kemper or any other representative designated and /or recognized by The City of Tukwila, prior to submittal v N ,_ to the Tukwila Fire Prevention Bureau. No sprinkler ' —` work shall commence without approved drawings. (City ~ Lu Ordinance #1742) v; ~ ' Contact The Tukwila Fire Prevention Bureau to witness LL O ; all required inspections and tests. (UFC 10.503) z (City Ordinance #1742) v O 8. All electrical work and equipment shall conform z ,, strictly to the standards of The National Electrical Code. (NFPA 70) An aisle to and working space shall be provided for each electrical panel. An aisle width not less than 24 inches shall provide access to the panel and 30 inches of working space shall be provided directly in front of the panel. (NEC 110- 16(a), NEC 110- 16(c)) Each circuit breaker shall be legibly marked to indicate it's purpose. (NEC 110 -22) Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 -575 -4404 • Fax: 206-575-4439 City of Tukwila Fire Department Page number 4 Yours truly, 5R The Tukwila Fire Prevention Bureau CC: TFD file ncd Steven M. Mullet, Mayor Thomas P. Keefe, Fire Chief ' m�.:: �i�'...: �..:.: a;.;.' t ,.. �; .........,., .. • i1'�;.:r.�fw.LiSi2;:i:,i3::s °t dn: ..:,:.1.: ✓'s_.Lav+.n', .rr A:, i..„ ,, .,x..,u.. -. _�u...a:�.w..vx;:w;;,.v... ,awr ;. ^, +. n..�.e'sia: Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 -575-4404 • Fax: 206 -575-4439 • Dear Sir: City of Tukwila la Steven M. Mullet, Mayor Fire Department Thomas P. Keefe, Fire Chief Fire Department Review Control #D2000 -036 (510)" Re: River Hills Lot 7 - 4012 South 126th Street The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. The minimum fire flow and flow duration requirements for one- and two - family dwellings having a fire area which does not exceed 3,600 square feet (344.5 m2) shall be 1,000 gallons per minute (3785.4 L /min.). Fire flow and flow duration for dwellings having a fire area in excess of 3,600 square feet (344.5 m2) shall not be less than that specified in Table A- III -A -1. Exception: A reduction in required fire flow of 50 percent, as approved by the chief, is allowed when the building is provided with an approved automatic sprinkler system. (UFC Appendix III -A, sec. 5.1) February 11, 2000 2. For all commercial, multifamily and single family subdivisions, hydrants shall be placed so . that a hydrant is within 150 feet of a building and so that no point of a building (around it's perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #1692) 3. For short plat development (four single family homes or less), hydrants shall be placed so that a hydrant is within 250 feet of a building. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #1692) 4. Maintain a 3' clear space around the sprinkler riser(s) for emergency access. (NFPA 13 4 -1.2) 4,...0,4-4.1,44 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 -575 -4404 • Fax: 206 -575 -4439 • ti city of Tukwila Fire Department Thomas R Keefe, Fire Chief Page number 2 5. A supply of spare sprinklers (never fewer than 6) shall -be maintained on the premises so that any sprinklers that have operated or been damaged in any way can be promptly replaced. These sprinklers shall correspond to the types and temperature ratings of the sprinklers in the property. The sprinklers shall be kept in a cabinet located where the temperature to which they are subjected will at no time exceed 100 degrees F. A special sprinkler wrench shall also be provided and kept in the cabinet to be used. in the removal and installation of sprinklers. (NFPA 13- 2- 2.7.1, 2- 2.7.2) 6. All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers, Kemper or any other representative designated and /or recognized by The City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1742) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) 7. Dedicated fire alarm system circuit breaker(s) shall be equipped with a mechanical lockout device. (NFPA 72 (1- 5.2.8.2)) 8. All electrical work and equipment shall conform strictly to the standards of The National Electrical (NFPA 70) Code. An aisle to and working space shall be provided for each electrical panel. An aisle width not less than 24 inches shall provide access to the panel and 30 inches of working space shall be provided directly in front of the panel. (NEC 110- 16(a), NEC 110- 16(c)) V%"1 Mr"Pi Steven M Mullet, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206-575-4404 • Fax: 206-575-4439 Page number 3 Each circuit breaker shall be legibly marked to Indicate it's purpose. (NEC 110 -22) 9. Your street address must be conspicuously posted on the building and shall be plainly visible and legible from the street. (UFC 901.4.4) 10. All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (UFC 901.3) Yours. truly, City of Tukwila Steven M. Mullet, Mayor Fire Department Thomas R Keefe, Fire Chief cc: TFD file ncd 5 Lb The Tukwila Fire Prevention Bureau Vs,,SSINAS :64.1N.. :111i Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 -575 -4404 • Fax: 206 -575 -4439 w C� O: co o' vo N U.t w O; g -J u d : _ . ? F .. ; Z . 0 u i w' H V U. ~O; z Re: lential Sewer Use Certifit pion: (To be completed for all new sewer connections, reconnections, or change of use of existing connections. This form does not apply to repairs or replacements of existing sewer connections.) • Pursuant to King County Ordinance No. 11034, all sewer customers who establish a new service which uses metropolitan sewage facilities after February 1, 1990 shall be subject to a capacity charge. The King County Council has established the amount of the Charge at seven dollars ($7.00) per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. The charge is collected semi - annually. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge on this form should be referred to King County Water Pollution Control Division at 684 -1740. (Please print or type) KING COUNTY Owner's Name Keystar, Inc. (Last, First, Middle Initial) Property Tax I.D. Number 794520 - 0035 Property Legal Address: s 40th Ave. S. Subdivision Name S • 126th St. Subdiv # Lot # 7 Block # Building Name (if applicable) Property Street Address S. 126th St. 8 40th Ave. S. City, State, Zip Tukwila, WA 98188 Owner's Mailing Address (If different from above), 6752 Lake Washington Blvd NE #B15 Kirkland, WA 98033 Owner's Phone Number ( 425 ) 822 - 6953 Property Contact Phone Number ( Party to be Billed (if different from owner) Party's Mailing Address (if different from above) N.A City or Sewer District V a l V u e June 1, 2000 (estimated) Date of Connection: NA. Side Sewer Permit # Please check appropriate box: Ed Single- family ❑ Duplex (0.8 RCE per unit) ❑ 3 -Plex (0.8 RCE per unit) ❑ 4 -Plex (0.8 RCE per unit) ❑ 5 or more (0.64 RCE per unit) No. of Units ❑ Mobile home space (1.0 RCE per space) No. of Spaces For condominiums, please fill out Supplemental Form A in addition to this form. PERMIT CENTER I certify that the information given is correct. I understand that the capacity charge levied will be based on this information . and any deviation will require resubmission of corrected data for determination of a revised capacity charge. Signature of Owner /Representative Date March 2, 2000 Print Name of Owner /Representative Stephen T. 1057 (Rev. 2/96) 425) 822 -6953 x 0.64 = x 1.0 = Residential Customer Equivalent (RCE) 1.0 1.6 2.4 3.2 Araki For King. Court ccount #'�_ Monthly Rate Six:Month Due White – King County Yellow – Local Sewer Agency Pink – Sewer Customer 7 N GC^! trkY %`!:F7111:t`.4FYY 01.7AM;* , P01 , 4fOM!M fiT.1+.Yff°i T'+Y,c' .. _ _ . ,.. �... bZ0036 Ihc0ss *L I RECEIVED CITY OFTUKWILA MAR - 2 2000 Z w 00 fn U) tit J = 1— (/) WO 2 g D. � z h O w ~ W 0 O N 0E- W W 1 �O tll U= O � Z CITY OF TUKWILA Permit Center 6300 Southcenter Boulevard, Suite 100, Tukwila, WA 98188 Telephone: (206) 431 -3670 Certificate of Water Availability PROJECT*: p jcito o Minimum water system improvements: (At least equal to B2 above) (Use separate sheet if more room is needed) Agency /Phone By H-lla (Required only if outside City of Tukwila water utility district) PART A: (To be completed by applicant) Site Address (Attach map and Legal Description showing hydrant location and size of main): ale. �• • Tt,�./�,v� /a e D .te � I71 i i Address: (.0 a La(,Q_ (,62.2.h . Bt e . Address: Phone: Phone: L1,5-8? -& a Name: Owner /Agent Signature: This certificate is for the purposes of: ❑ Residential Building Permit ❑ Commercial/Industrial Budding Permit ❑ Preliminary Plat ❑ Rezone ❑ Short Subdivision ❑ Other Estimated number of service connections and meter size(s): 1 Q� Vehicular distance from nearest hydrant to the closest point of structure o 6 ft. Area is served by (Water utility district): 1620 has Date: PART B: (To be completed by water utility district) The proposed project is located within (City/County) The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection: ` AA/4.6 - tiff IK 1h, 4 p• (1.).2.0e 10 per s Rr^ferNstn u7 wi t -{ice -Pi £n i ne Pa"; 17_S ?.-7 -Zo1'/ (-/,,'I/ haoe 1 lore k . q G•" +o AA.) (Use &eparate sheI if more room is needed) g" +o f nc N Pa s� rp - F l a w A iDnu e / 1')t)0 P/vt Based upon the improvements listed above, water can be provided and.will be available at the site with a flow of Igor) gpm at 20 psi residual for a duration of 2 hours at a velocity of !Z_ fps as documented by the attached calculations. t jr' Rgzn 6,6 m. / efJacP w �,r 8 " - /9ZD 6-Pr1A thereby certify that the above information is true and correct. i t Joo'er i0 iabt .* 151 rv(.a., k P o - Agen hone 00to- t94o 4 1$I4l By Date PART C: (To be completed by governing jurisdiction) Water Availability: ❑ Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in item C2 are met. ❑ System isn't capable of providing service to this project. Date w rr 2 -J 0 0 0 0 W= H w 2 u-? a u , Z �. Z U C H w 1-F !O Z w U = O~ z TO: CC: city of Tukwila Fire Department Thomas P. Keefe, Fire Chief Brenda Holt, Permit Coordinator Jim Morrow, Director of Public Works FROM: Mike Alderson, Fire Marshal ' -0 SUBJECT: Keystar Building Permits DATE: 6/9/00 RE: Building Permits; D2000 -035, D2000 -036, D2000 -037, D2000 -038, D2000 -039, D2000 -077 and D2000 -078 It has been brought to my attention that the Certificates of Water Availability submitted with the referenced Building Permit Applications stipulated that a flow of 880 GPM would be available "after" the upgrade of the existing 4" water main to an 8" line. The Uniform Fire Code, Appendix IIIA, requires a minimum fire flow of 1,000 Gallons Per Minute be available for single family dwellings. The code allows for a 50% reduction in flow requirement when the dwelling has a sprinkler system installed. These requirements are a condition for the issuance of a Building Permit. In this case, the existing Hydrant has a flow of less than 500 gpm, which does not allow construction to be issued. The referenced Permits are not to be issued until the improvements identified in the Certificate of Water Availability are completed. The building of numerous residences on small lots close together creates a severe fire hazard during the construction phase. The limited available fire flow would make extinguisment of a fire among unprotected wood frame structures near impossible. This is one of the reasons the code does not allow Building Permits to be issued where there is limited flow. Steven M. Mullet, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 -575 -4404 • Fax: 206-575-4439 Certificate of Water Availability PROJECT #: •_: e' ( • • - •„• - -• •y.•or ., ) Site Address ss (�ch map and Legal Description 5� . .71omnretkiforinattiinias~tv.m,„73% Name: , e i .�ivf✓ Address: (il S' t La (Ajilf6 Phone: lei ILL • This certificate is for the purposes of: ❑ Residential Building Permit ❑ Commercial/industrial Building Permit Estimated number of service connections and meter size(s): 1g Vehicular distance from nearest hydrant to the closest point of structure ZS'b Area is sery 04 100, PART B: (To be completed by water utility district) Owner /A The proposed project is located within t TA ILNAjk ► (Cit /Count The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of th project before connecti n: v & w -f A ( rot- A I) t >� , (� tve,l d �-n f-f s con c i.) L f�� c- i A-e� -i 4Z5 = z� - �d c,c' h t4v - 4r� £-4c - . (Use separate sheet if More room is needed) 4 C.L. I In g u m 6t. Lo 3o - H-Et S >� 5'fe4v■ B upon the improvements•Iisted above, water can be provided and will be available at the site with a row of pm at 20 psi residual for a duration of 2 hours at a velocity of 2-Z- fps as documented by the attached calculations. nature: I hereby certify that the above information is true and correct. 16-1+1 e gency /Phone ? fx, —2 -9P r-e-c7 By PART C: fTo be completed by governing jurisdiction) Water Availability: ❑ Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in item C2 are met. ❑ System isn't capable of providing service to this project. Minimum water system improvements: (At least equal to 82 above) (Use separate sheet if more room is needed) A•enc /Phone WTRAVAILDOC 6/5/'96 hr�r�a�; r�ss= t' �; n�*± �r +t:*�isn; =,N�.n•�:< ^.r ,c v; x�. , CITY TUKWILA Permit ; ;rater 6300 Southcenter Boulevard, Suite 100, Tukwila, WA 98188 Telephone: (206) 431 -3670 (Required only if outside City of Tukwila water utility district) owing (Water utility district): / j' 7r1.4 and size of main): Name: Address: Phone: VLr- . I 6 9 r 3 F2 ❑ Preliminary Plat ❑ Short Subdivision ❑ Rezone ❑ Other Date: Metle H -11 /— 3 / Date Date z cr • W rr 1 O 0 0 W = i.- U) w 2 �Q d I— 11 Z � 1- 0 Z F— LU w Off W W H L I O W Z 0- 0 z Part A: (To Be Completed by Applicant) Purpose of Certificate: El Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Proposed Use: ,❑ Residential Single Family ❑ Residential Multi - Family ❑ Commercial ❑ Other Applicants Name: 5 .....-rue , Phone: c(?.., S- SZ Z G q ,l' 3 Property Address or Approximate Locatipn: 1 t to t1 .1` d- 5, /- 6' S Legal Description(Attach Map and Legal Description if necessary): a ll - rec.-lice/ RECEIVED CITY OF TUKWILA 1 1- # 7”5 — boas bo.J r FEB - 3 2000 oo No 0o yS PERMIT CENTER Part B: (To Be Completed by Sewer Agency) 1. ❑ a. Sewer Service will be provided by side sewer connection only to an existing size sewer feet from the site and the sewer system has the capacity to serve the proposed use. OR (S1 b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site and /or ❑ (2) the construction of a collection system on the site; and /or r E (3) other (describe): - -Cclis * c iv c ply / e' n hi o'f 4 7 d e.ficioirc /J e Al 7 11 2. (Must be completed if 1.b above is checked) V) a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. Ig1 a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: a. District Connection Charges due prior to connection: GFC: $ SFC: $_ UNIT: $ TOTAL: $ (Subject to Change on,January 1st) King County/METRO Capacity Charge: Currently, $1090 /residential equivalent, will be billed directly by King County after connection to the sewer system. (Subject to change by King Co/Metro without notice.) b. Easements: ❑ Required ❑ May be Required c. Other: / C1 qv ,r -to Le oGd 4 "zlh di q+ - ) - Ps-e.. of c•o e!G 7)e`i CERTIFICATE OF SEWER AVAILABILITY/NON I her •y certify that the abov sewer agency information is true. This certification shall be valid for one year fr•,j a date of sign ture. Title By 'WORKING TOWARD A BEM. ENVIROfiMEUT ", a Certificate of Sewer Availability 14816 Military Road South P.O. Box 69550 Tukwila, WA 98168 Phone: (206) 242 -3236 Fax: (206) 242-1527 OR 0 Certificate of Sewer Non - Availability Z Date r�� �� •'-.a •■• LJ:) uLO:) WASHINGTON TITLE CO Commitment No. R226315 -1 SCHEDULE A CONTINUED 4. The land referred to in this Commitment is described as follows: The west 200 feet of the north 132.5 feet of Tract 45, Riverside Interurban Tracts, according to the plat thereof recorded in Volume 10 of Plats, page(s) 74, in King County, Washington; TOGETHER WITH all of vacated South 126th Street adjoining; AND The north 132.5 feet of Tract 45, Riverside Interurban Tracts, according to the plat thereof recorded in Volume 10 of Plats, page(s) 74, in King County, Washington; EXCEPT the west 200 feet thereof; AND EXCEPT that portion thereof condemned for state highway under King County Superior Court Cause Number 647372; TOGETHER WITH all of vacated South 126th Street adjoining; AND Lots 5 and 6, Block 1, Squire's Replat of part of Tract 33, Riverside Interurban Tracts, according to the plat thereof recorded in Volume 20 of Plats, page(s) 100, in Kung County, Washington; TOGETHER Wall all of vacated South 126th Street and 40th Avenue South adjoining; AND Lot 7, Block 1, Squire's Replat of part of Tract 33, Riverside Interurban Tracts, according to the plat thereof recorded in Volume20 of Plats, page 100, in King County, Washington; TOGETHER WITH with all of vacated South 126th Street adjoining; AND Lot 8 AND the west half of Lot 9, Block 1, Squire's Replat of part of Tract 33, Riverside Interurban Tracts, according to the plat thereof recorded in Volume 20 of Plats, page(s) 100, in King County, Washington; TOGETHER WITH all of vacated South 126th Street adjoining; AND The east half of Lot 9 AND all of Lot 10, Squire's Replat of part of Tract 33, Riverside Interurban Tracts, according to the plat thereof recorded in Volume 20 of Plats, page(s) 100, in King County, Washington; EXCEPT that portion con,dernned for state highway under Superior Court Cause Number 646939; TOGETHER WITH all of vacated South 126th Street adjoining. END OF SCHEDULE A 2 CON ra 0 3 z tr 00 co 0 N W , 9 W 0 g -j N d . W ' 1— O z tu U CL ' ON 0 H. Z U U. O tii O 1— z CITY OF T!SKWILA Permit Cente► 6300 Southcenter Boulevard, Suite 100, Tukwila, WA 98188 Telephone: (206) 431 -3670 Certificate of Water Availability PROJECT #: Site Address Attpc h map and Legal Description owing and size of main): ( ��=.,°,•`," i���i��n�t7 ;�;����3��:G�:�� °'.��:� N� Name: re S'tr .---VNe.--- Address: (7 S 1 - La k_p /A *6 � dC (S i J Phone: _ je z _ • This certificate is for the purposes of: Cl Residential Building Permit ❑ CommerciaVlndustrial Building Permit _ t • • •11 - '• •v..• •l Name: Address: Phone: Estimated number of service connections and meter size(s): I g f ciliffe6iiitifetfP:etsoriii et ;:3_ -., :. `it-r- 1 6 99r 3 L( F - CI Preliminary Plat ❑ • Short Subdivision ❑ Rezone ❑ Other Vehicutar distance from nearest hydrant to the closest point of structure ZS'v ft. wtPr)( HtLtivta CITY OF TUKWILA Area is sere (Water utility district): / J' LT- ( L( FEB - 3 200( 0 . PART B: (To be completed by water utility district) (City/County) Owner /A nature: Date: 7 _ 2tr ERMIT CENTER The proposed project is located within 1L-.t te--1k.h k kcie The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive pla or to meet the minimum flow requirements of th project before connecti n: W --- A-op 1 t - A r7, >� , r P€-) e p K - ( f s con t L) 4 is - �j 1 h-e- -i t 4Z5 - d Z7 ZQ i d u LC h ►A& e (-4c (Use separate sheet if n ore room is needed) # u CA. l In �S (.� e f -Cv- m 4 4 (....0 o -4-1-e S 5i -A n B- a supon the improvements listed above, water can be provided and will be available at the site with a Prow of u► • pm at 20 psi residual for a duration of 2 hours at a velocity of 2- a- fps as documented by the attached calculations. 1 II hereby certify that the above information is true and correct. CY). W 1�rk_.c y) ( Aency /Phone ?L .-2- -q ? PART C: (To be completed by governing jurisdiction) Water Availability: Cl Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in item C2 are met. ❑ System isn't capable of providing service to this project. Minimum water system improvements: (At least equal to B2 above) (Use separate sheet if more room Is needed) Agency /Phone WTRAVAILDOC 6/5/96 " �"- �hRRF� ",isY,'�7�'1�- M� y "�!: °FFIy.` Lis < :?+itiSr,;; r, �•.,•r;s �s..e�....r!.. r,'w _��., ,.,... �- •ry r . yti:.vr. s•,,. ;: + . <± (Required only if outside Clty of Tukwila water utility district) By 1���f� -bolo H-lla Date N r z O 0 w H w g? c d I- w z ZI- w U • c 0 1- L I O tii i= I ff ' z AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION STATE OF WASHINGTON COUNTY OF KING 'P. f S - (46-r-A1L , states as follows: 1. I have made application for a building permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a building permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of ktCW 18.27.090, I consider the work authorized under this building permit to be exempt under No. Zccn) , and will therefore not be performed by a registered contractor. I understand that I may b9 waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. AFFCONT 1/13/00 CITY OF TUr`''`WILA Permit Center 6300 Southcenter Boulevard, Suite 100, Tukwila, WA 98188 Telephone: (206) 431 -3670 ss. s, , G. cL S ‘ 4 T ;4� OTAF7 11111 i ;� N _._�'� i , i 1 PLJBL1C . 1 1 1. 7 ‘ t o : Nr e ‘ . P.:; . 9 . '' AP LIC�NT Signed and sworn to before me this � - day of , 20 a . � �ti� 1 G -- (VOTARY PUBLIC in and for the tate of Washington, residing at -� County. Name as commissioned: 4r\ I : c My commission expires: ► -G H -4 �'Str'b- z re 11 00 NO• co = wO 2 J• w a. I w z � I-0 z I U D. O —' w w ' id z lz o1 . z 18.27.090 Exemptions. This chapter shall not apply to: 1. An authorized representative of the United States Government, the State of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. Officers of a court when they are acting within the scope of their office; 5. The sale or installation of any finished products, materials, or articles of merchandise which are not actually fabricated into and do not become a permanent fixed part of a structure; 6. Any construction, alteration, improvement, or repair of personal property, except this chapter shall apply to all mobile /manufactured housing. A mobile /manufactured home may be installed, set up, or repaired by the registered or legal owner, by a contractor licensed under this chapter, or by a mobile /manufactured home retail dealer or manufacturer licensed under chapter 46.70 RCW; 7. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; Any construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than $500, such work, or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division AFFCONT 1/13/00 oitf of the operation is made into contracts of amounts Tess than $500 for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he is a contractor, or that he is qualified to engage in the business of contractor; 10. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of the above work is performed by a registered contractor; 11. An owner who contracts for a project with a registered contractor; 12. Any person working on his own property, whether occupied by him or not, and any person working on his residence, whether owned by him or not but this exemption shall not apply to any person otherwise covered by this chapter who constructs an improvement on his own property with the intention and for the purpose of selling the improved property; 13. Owners of commercial properties who use their own employees to do maintenance, repair, and alteration work in or upon their own properties; 14. A licensed architect or civil or professional engineer acting solely in his professional capacity, an electrician licensed under the laws of the state of Washington, or a plumber licensed under the laws of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the licensee is operating within the scope of his license; 15. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his sole compensation; 16. Contractors on highway projects who have been prequalified as required by chapter 13 of the Laws of 1961, RCW 47.28.070 with the department of transportation to perform highway construction, reconstruction, or maintenance work. ..,,,.. �.,, e,,.. v� :�w+nm�na�nnnit.�r�s�w�.r•.�..� ra+.c�v:..mr, e•�.�a�.,. ;�. z Z re ▪ 1 1 QQ JU 00 0) Ili J = U) u., w J < . •w = w F- _. z � I- O z 1- w w O N = IL O .z CU 0 = . O~ z SIDING DING PER ELEVATIONS HOUSE WRAP -- I / 2" CGX PLWW7 OR 0.5,6. �� 4" SOLID PIPE TIGNTLINED INDEPENDENT OE GRAIN ... / -� / 2" GYP. OD. - . INSILAIION PER PLAN v - ,. 2, 51719 a I6" O.C. __ .2x SOLID RIM JOIST '2x P.T. SILL PLATT. W/ 5/ 8 "0 x 10" P, D. , w,/ 2 2 3/ 16" PLATE WASFERS I e 48' O�C. & 12" FROM ENDS l NSLA; 'ION _ . 3/ 4" T & G PLYWOOD. NAIL PER PLAN SCREW & G-IE - n.P, \ i ' / 14/ CONE. CLEAR TO RE 1.-1/ 2" STOW WALL / REiIRN ENY TO WALL SOUP WALL OR DALUSTERS TO CONFORM ._1 /8 "PLYWOO9 OR TO IOC S C. 3306 , I aaE I & sc W - TYP. ._ .-3,1, .-3,1, a'yI i : - 1 �l - _ - IM1 FLOOR J5T5 PER PLAN --- - T POST PER PLAN - _. -,`.� 2 x 4 FIRLIN WHERE - POST Hr. 1-X01-1-65 48" -..\ POSITIVE CONNECTION - ., -SOLID MOCKING G \ �'� DEAM PER PLAN _ '-- -_ 24 18" x / 2" MVP. GUSSET c GIRT. SPLICE .- DAR PER PLAN _ O z m ` - 1 1 I p 10 "M,IN. I r �FIG. � � _► -3/4" f &GPLWJO. .HALED & PLIED / ' �- --_ N511- . PER PLAN _-.. FLOOR o P PLAN ',. 1.J i @ CONTINUO, 2 �2 (D RODE .JOIST PER P PLAN - #4 DAR' CONT. ' _, - ' IL1'1_ 1 - s ' :e III , » 4 DAR ©16" O C VERT. - riP, 6 MIL VAPOR DApamr LAPPED 12" �- SEAMS. EXTENDED TO RNDN. WALL l -_ ! i // . 7911-05 yt z / DE 8" 511 5 ate d 31-1.01✓ STAIRS & -_- i LAYER ON WAi.LS mxa � �� - 3- 2 x 12 zTpNCEI� FIMOLOCYNNG o MJG XPN & e WALL 6 MIL V D +. d a . . , I 1 , -- i- " _ - , ' (2) #4 PARS CONT. - TYP . d \- ALONG SiFJNCF.R 2 x 4 5KRf SPACER OR I x 4 WALL D5TID5 / . TI. SPACER // 2 x 4 tFg15TBLA:K F ri ice: x. . i -- . - t 1, PER FLAN , i. \ GRAPE 4" pERF. FfG. / 6 DRAIN 13 I 63 Y -- 1 12' - - FLOOR LIN, ,`= - D FOUNDATION DETAIL ED PIER PAD FOOTING DETAIL O STAIR SECTION DETAIL SCALE ___-- -. -___.. _____._ -_ -..- _... - _..._. ____.- 3/4" -1'0" SCALE 3/4 " -1 SCALE 3/4. -1'0" Ii I �= 8 n 1.,_3" - (2) #4 PARS COPT. - TYP. z 51GING PER ELEVATIONS - HOLI WRAP ---- 1 / 2" CDX PL WA7 oR 0.5.6. 4" SOLID PIPE tic r LINED INDEPENDENT OF FTC. GRAN 4' P. FIG DRAIN 2x4 5157 a 16" O.C. 4" CONC. SLAB / 4" MIN. GRAN. FILL 6 MIL V.P. / 2" G)1P. DD. N5LLATION PER NOTES 2‘ 5157a 16" 0.C. .. - -2x SOLIP RIM JOIST '2x6 P.T. SILL PLATE W/ 5/8 "0 x10" A.D. - w/ 2 " x 2 " 3 / 1 6" PLATE WASFER5 48 "O.C. & 12" FROM ENDS 3/ 4" raa row. NALEP & GLLEG --. INSLL. PER PLAN R ---- FLOOR JOIST PER PLAN -- #4 DARCONI. --_ #4 DAR 16" 0.C. VERT. - TYP. FOUNDATION DETAIL SCALE 3/ 4"-1'0" -0' 51GNG PER ELEVATIONS 2x P.T. SILL PLATE W/ 5/ 8 "0 x 10" A.D. . -� w/ 2 " % 2 " x 5 / 1 6" PLATE WASFERS 48 "OTC. & 12" FROM ENDS .1 DAR CONE, 4DAR a 16" O.C. VERf. -TYP, GRADE --- I / 2" CDX PLYWD OR 0.5.19. 4" SOLD PIPE ' TIGHT LINED , - INDEPENDENT OP FrG. DRAIN 4" PERF.FIG -,� ( 2) #4 DAPS COPT, - W. DRAIN O GARAGE FOUNDATION DETAIL SCALE 3/ 4 " -1'0" I/ 2" GYP, PP. INSILATION PER NOTES 2x 5757 a 16" O.C. 2x SOLID RIM JOIST 12% P.T. SILL PLATE W/ 5/8'0 x10" A.D. �iw/ 2 "x 2 "x 3/ 16" PLATE WASHERS a 48 "OTC. & 12" FROM ENDS 3/ 4" r &G PLYWD., NAIL, SCREW,& GLLE 5 /8" GWB TYPE "X" --__ 4" CONC. SLAB w/ 4" MIN. GRAN. ELL ro 6 MIL V.D. ,. - C 2) #4 DABS CONY. - rfP. 6 MIL VAPOR PARRIED LAPPED 12" z a SEAMS, EXIENDEG TO FNDN. WALL ___.- -- 1NSLLATION PEN NOTES - - FLOOR JOIST PER PLAN -- #4 DAR CONT. #4 DAR ¢ 16" O.C, 'VERT. - T(P. 6 MIL VAPOR DARRIOR LAPPED i2" a SEAMS. EXTENDED TO FNDN. WALL 4 GARAGE /HOUSE FDN. DTL. SCALE 3/4 " -1'O" 2 x 4 TOP PLATE --- 12)2%4 DLOCKING a ANYPLYWD. -- APA RATED 51rG. 3/ 8" MIN. 24/ 0 EXPO5lJ I 5 /80 "ALP w/ 7 " MIN. EMBEDMENT PEPPER PER PLAN SIMPSON 511914 HOOKED END WOOD 10 CONC. CONNECTORS w/ 5,200# CAP. ( MIN.) w/ I/ 2" CLEAR FROM EDGE OF CONC. MIN. NAL 5HfG. TO NPR. a 3" O.C. EA WAY (2) 2% 511.975 NAL 9416.10 EA. 5TU7 8,1 NPL5 a 5" O.C. ALL PLATES, NGR5, & 511.105 - (3) 2X PLATE NAL 9116.10 EA. PLATE - CONC. WALL- PER PLAN 6 LATERAL RESTRAINT PANEL SCALE 5/ 4.-1'0" � FOUNDATION WALL / w/ TYPICAL REINF. i TYPICAL STEP FOOTING SCALE - 3/4 " -1'O" 51DING PER ELEVATIONS --- 1/ 2" CDX PLYWJ OR 0.5.D. CONC. PORCH - -5 -19 IN5ILATION -. 1/2" ay. 99. i - -2 x 511%7 a 16" O.C. 3/ 4" r &G PLYWG, HALED 15 GLLEP `� -- IN51L. PER PLAN -FLOOR J015T -SOLID PT. RIM J0157 PER FLAN ▪ SILL PLATE W/ 5/ 8 "0 x 10" A.D. w/ 2 "x 2 "x 3/ 16" PLATE WASHERS a 48'0.0 & 12" FROM DAR CONT. - #4 DAR a 16" O.C. V'ER1. - TYP. r - -- - r , -- 1 6 MIL VAPOR 990011-0 LAPPED 12" >Y r seAMS EXTENDED 70 FNDN. WAIL +: 1 11 - 111 ',IT - III I� =111 I' 4' : POkF.FTG. I � \� '11. III TLaIL GRAN PER PLAN ▪ (2) so 4 DAPS CONT. -111'. 26q GALV. -J FLAMING FROM ABOVE 50LE PI -ATP: T05" 6LW MX SILL ° =HI =III II -II FOUNDATION DETAIL SCALE -_._ -- 3/4 " -1'0" I/ 2" ROOF 99110. SOLID DLOCK SCREENED VENT FIOLE5 CONTINUOUS-, . META- GLITTER `. 2 x 6 FASCIA - - - -- TRUSS TAI= PER. PLAN 51DING PER ELEVATIONS HOUSE 1/ 2" 9- EATING INSLLATION DAFFLE Z TRUSS PER PLAN ' s ' -51 OR 52.5 PER NO1E5 -GWD w/ PVA PANT VAPOR BARRIER 2x 57517 WALL PER FLAN INSULATION PER PLAN C.) SCALE TYP. EAVE DETAIL 3/ 4 " -1'O" I I JI 11 1 I i IL _ 1 1 LOT 5. 126th 5t. I II r1» 1 »l n1 1 ¶)zcooO;b umber 5 -b ell IIg- 0 ( UNITS IN P51) 5 : Fv F6 E 9, FIR tt3 OR 5917 GRADE 75 725 1,200,000 20151 RAFTERS: DOUG -FIR u 2 75 91-995, FEAFE125, LINTEL5, GIRDERS 4" NOMINAL 00z-FIR #2 6" NOMINAL DOUG -FIR #1 01.11-0 1-451.51.4199 DOUG -FIR LARCH (16F-V3) DOUG -FR LARCH ( 24E-V4) PARALLEL STRAW LUMBER 2,0E PARALLAM P5L LOPPING: ROOF: 117E ROOF: FLOOR: CEILING: DECK: II 4V Mid P 5{nlit No. _71 r 95 875 85 1350 190 1600 190 2400 290 2900 SEPARATE PEAMIT REDUI9ED FOR. MECHANICAL f EL ECT .:CAL Er PLUMBING 1'GAS PIPING CITY OF TUKWILA BUILDING DIVISIONI. royals are ® Plan rosare T obLed111i 5 f 1 l n Si1ns and approvals of any p -d ii{ o snot aut horize the violatio onus it115nee. ReeeiPt Of son - a' -di tines not authorize �, Pd Udhlil Wade f451:IR alaH£ bUNiTUW -- {15515 9 96115 �11Y 01- 1 UNNILA APPROVED J �/ 3 24011 EXPIRED MAR 46 r001 850 1,400,000 BUILT ING DIVISION 1,700.000 1,700,000 1,500,000 1,800,000 2,000,000 12 P5F MAP LOAF + 25 P5F LIVE LOAD - 37 PSF 20 PS' DEAD LOAD + 25 P5F LIVE LOAF - 45 PSF 10 PSF PEW LOAF + 40 ESP LIVE LOAD - 50 P5F 5 PSF GEAR LOA7 + 10 PSF LIVE LOAD - i5 P5F 5 P REAP 10AF + .60 95F LIVE LOAD - 65 P5F INTERIOR PARTITION: - '7 PT EXTERIOR PARTITION: - 10 P5F C ORRECTION cotes roof' construction COMPOSITION 5IINGLE5 15# ROOFING FE11 7/ 16" 91-554 OR 056 5H10. w/ .EXTERIOR" LABEL 15555 / RAPIER a 24" O.C. PER PLAN R -30 I155ILATIO15 1/ 2' CD. BI7. OR 5/ 8" GYP, 09. I'VA VAPOR 11ARRIER Wall construction SIDING PER ELEVATIONS 15# PULPING PAPER OR HOU5E WRAP 7/ 16" 01.1197, OR 05D 9116. w/ "EXTERIOR" LAPEL 2x451119916 " 0.C. R -15 BATf INSILATION 1/ 2" GYP, DD. PVA VAPOR 699910 floor construction FINISH FLOOR 3/ 4" T &G PLYWO50 NAL & Zx J015T5 PER FLAN POST & DEAM i ORO, WALL PER 07. 9111. 12-19 INSILA1101.1 0/ 155�ATE9 SP9(L5 6 MIL VAPOR 459211-0 floor plan notes 1 . ALL NAILING TO COMPLY./ WC TABLE 25-11 -P-1. 2. ALL FEALER510PE(2) 2x10's6ULfLP- U.N.O. 3. ALL EXTERIOR WA-L5 TO DE 2x4 W/ R -13 I159LATION. 4. ALL FRAMING NAILING 10 SATISFY O WATER 25 U.D.C.. DLOGK ALL P1YW17 1-961-5 AND NAIL W/ 105 a 6" O.C. U.N.O. TYP. ALL EXT. WALLS 5. PLATE FEIGH1 TOPE 8 U.N.O. 6. 'PROVIDE SCUD BLOCKING a ALL BEARING WALLS 7. FIRE BLOCK a ALL PLUMPING PENETRATION5 FROVIDE 26 qa, GPLVAJINIZED SKEET META- F1401NG ABOVE WINDOWS AV ODORS TYP. LAP PULPING PAPER OVER FLA.511150. 9. SEE PLAN5 9.x57 051911-51-01- '. LUMGER 609171-5 AND STRUCTURAL / FRAMING NOTES 10. KITCYEN RANGE, PRYER. DAII ROOM, AND LAUNDRY ROOM VENTILATION 611075 ARE 70 HAVE SMOOTH, NON- COMBUIS1A9LE, 15015-9051-1-91-501- 9.999(1- AND ALL SHALL 6E EQIAPE0 W,' PACK -GRAFT PAMPERS II. 070111;5 PRYER 1MAUSI DUCTS MALL NOT PE AS9MBLED WITH METAL SCREWS OR Of4ER FASTENING MEANS THAT WHICH EXTEND INTO 199 DUCT. 12. ALL SHOWERS SHALL HAVE FLOW RESTRICT LIMITING FLOW 70 2.5 GPM, PER WSEC 13. PROVIDE WATER RE5157AN7 GYPSUM DD. OR APPROVED AT ALL WET AREAS. 14. VENTILATION TO DE AN INTEGRATED SYSTEM W/ 1-45591.1- 15011-051511.0 INTO TIE 4TLRN AR FLOW DY MEANS OE A M01OM7E12 DAMPER. 15. ALL TOLE75 f0 BE MAX. 1.6 GALLONS PER FLUSH 16, ALL 1M11201415 10 DE VINYL FRAME W/ INSILAIED Cd-A55 VJ/ U -,50 OR GETTER 17. • DENOTES SOU9 DEARING tweR CONCENTRATED L0AD. not,e5 faindation notes I. CONCRETE TO REACH A COM14551VE STRENGTH OF 2500 PSI AFTER 28 PAYS. USE 5,5 SACKS OF CEMENT PER CU. 112. & 6 GA-. WATER PER 5905 OF CEMENT. MAX, SLUMP NOT TO EXCEED 4" 2. REINFORCING STEEL SHALL PE DEFORMED OARS, GRAPE 40,PER A57M A615 5. ALL FOOTINGS TO HAVE A MINIMUM PEPIN GF 18" BELOW FINISH GRAPE 4, ALL FOOTINGS 70 4510N FIRM UJD191UO3EP 501L - MIN, 2,000 LDS. ?SF DEA9NG P4551 5, ALL W009 IN CONTACT Wt1H CONCRETE MASONRY, OR EXPOSED EARTH TO DE P455LRE TREATED WITH PRESERVATIVE. 6, VERIFY ALL DIMENSIONS'.AJI7 CONDITIONS IN TIE EIELD 7. PROVIDE TEMPORARY 912ACING AS REQUIRED UNIILL'. 1- E0NANT CONNEC110159 AND 511PFENIING6 HAVE OMEN IN5TPLLE12,. 8. SEE 11LAN5 & PETALS FOR LMBR CRAMS AND STRUCTURAL/ FRAMING NOTES 9. STEP FOUNDATION PER SITE CONDTION5, notes 0001-5: CDC, 1997 EDITION roof' framing notes I. SHAPED AREAS DENOTE 2X DUMMY FRAMING OVER ROOF FRAMING BELOW. 2. • DENOTES 50710 pena50 UNGER CONCENTRATE0 LOAD. 3, SEE FRAMING PLANS FOR BEAM & NEVER 51ZE5. 4. 1ROMPE H -I OR N -2.5 FRAMING ANCHOR AT EVERY 051-9 RAFTER / TRUSS AND EVERYRAPIER /1'01155 WITF1N 4' OF 1.051 1-5 5. 7RI.155 DESGN 51AMPE0 BY LICENSED WASHINGTON 5191E ENGINEER TO PE PROVIDED FOR REVIEW FOR CODE COMPLIANCE. 6. ROOF TRUSSES ARE TO 6E SUPPORTED LATERALLY AT POINTS OE BEARING DY SOLID MOCKING AND ALSO AT RIDGE: n (0 5 mechanical notes I. PIREPLAces SHALL. COMPLY WITH 5EC, 401,3 ,V.I AO,C. 2. CL FR05 COMBU9TIDLE5 Or FLEA- 015151 G APPLIANCES SHALL COMPLY WITH 324 .1, U.M.C. 5, PLEL OWNING F.CAP51NT f0 RECEIVE 05/190005 COMBUSTION AR PER SEC. 701, U.M.C. 4. FIREPLACES 51-44-1. HAVE TICMT FITTING a.A55 170005 & FLUE DAMPER 5. GAS LOG FIREPLACES SHALL COMPLY w/ SEC. 901, U,M,C, & 401.5. VIAOC 6. F11.059CE5 f0 61- LABELED 131 AN APPROVED AGENCY &. INSTALLED PER LISTED SPECIFICATIONS 8, FURNACE LOCATIONS MUST w/ SEC. 315, U.M.C. 9. APPLIANCE5 INSTALI1 -D.IN A GARAGE MUST DE PROTECTED FROM VEHICLES IN ACCORDANCE w/ SEC. 309, U.M.C. 10. EQUPM1NTLOCATED IN A GARAGE TO BE INSTALLED w/ PILOT5, 5W110 -ES & PI RNEIR5 ELEVATED PER SEC. 308, U.M.C. 11, AruAni 1-5 TO DE sew :ay FASTENED IN PLACE PER 5EC. 304,4, U.M.C. 3 GPM, PER WS 12. FAC70lY DULf 09MNEY5 TO DE 155IALLen PER MFG. & 51-C.,, 805.1 -2, 806, U.M.C. 13, DUCTS TO COMPLY WITH U.M.C. 517WARD NO. 6-1 14. MCI INSTALLATION TO COMPLY WITH SEC. 605, LI.MC. 15. VENTILATION owl-5 f0 COMPLY w/ V.IA,O,C. 5EC. 302.9 & 1BL. 5 -5 COPES: LEG, 1997 EDITION COPES 1130, 1997 EDITION COPES: UDC, 1997 EDMON 9-f AR WALL 50-EGILE , . MARK 5119,4" 1 NALIN6 , . SfAllN6 cm pft 1 a H NALING 6 I NALING w ''' ! FrFLP 5-EAR FLOW NAL4NG ' %L. P:HE AD:5 FLAIE WAS-ER56 _ n j , , zm _nor I t 5 W 1 ,, -1 I 7/ 16,094 1 m I 16/ 52" EV. 6" Eid i &I 0,C 1 12" OC ' ' f c ' ' , ,,,,, ac 16d 5LAN1 t/ 7" x 70 . 45 , 0 , 7/16n 053 5W-2: ok I 52" 19/ M. gd ; 84 6 O. .c . 012" OL ' ' " ' , I6d %.A1:11 6d@8 0.0 8 , 0 ,. , i 7/16n 054 51 oF 5W- 15/52PW. " 8d i 84 . 2" OE. 1 6 12" 0.C. --I- 1 , . 1691 "," °C. A59 .I aC " 5'& 110" . NAL551.ALL ef 51A7 IN ALL CA%5 MOL1T5 M. 54 NOMINAL MEMMR 6 All ADUP1AU PANEL woes AW %I FUSES FLOOF 115 & 1-10LPOWN5 55V-UNO , . MARK 5119,4" 1 NALIN6 ' liaGONN FOL0C 1.V AVN •51 AAL210 ' *iota ocuo .4 51114 I f--; az 1 (38) -16d 5111214J I . , c , LCKA18 1451..R9M45 *Env Ce %ERMA. in IV. raw.. WAN 45 Ma, F0a.1,..S NIF (2> 0881 W. CD45f. 5"At A5 5•EX WV. VOX (4) 1.147,. &COMM.e.ale% — — ••, 1 L11- ACCESS YELL FRAME Mk 18' x 24' GRAIL S ACCESS 7 7 - - L _1 1 7 -EF-- L__ II II IL 1 -4 --I --El— L v l i ; i i ; --"---) 42' 7 7 7 141 — fr-3 1 PORCH . 4' UN. 5LN3 (.1) • 12..x GM PAO T-I 51N-I , • 1 , , • 1 1 LIOFVLLELO W 51N-3 6' x 16' FONATION VENT TYP "I LOCAT1096 98 IR FRE '011* EA. 845 52 FT/ 150 x 60 SO. PT. V40995 L CONC. PAO TYPICAL-URO. 1,119 F1.00k PLAN 40' v-6 3'; 16'93' 69401 xo SLIDER r - ,, EATH 1, SOAI , 2") 100 0- -- I/2 --9 1' 4,,, Z4 PKT CARPET MIR 22' AMC ACCESS _ - (2)R 4 5 42" 1/2 HALL ■ "1/ CAP SKIRT I /4" - 4x6DF n fl 451RPER TYP T-I T-1 T-I 5;1-3 I F , \ , 2 MK 18' ( 51,c,E GRAYIL SPACE 6 MIL FIX, VAPORS/02ER UHF ORTO FT6 I LAPPE, 12' HANE XO SLIDER SYI-1 E" - -9- - FOLINPA110N PLAN L , 5CALF I/ 4" -1' -0" -14140±0 , 54" TOP OF SLAB @ 1 BELOW FIN154 • FLOOR OF 408E 10 - GARAGE 4• CONL SLAB °VTR MR 4G1 M GRANULAR FILL CONTIN4CO5F0041145 MASTER SUITE l DRAIN G 6' :-5112 3-0 :/.2' 22' 16'93' 22' L L 6 ' 14'x 24"x 10' CONG. PAD 1E1 1,1 k 2' 10 112' Jr b' I I ij E" FURNACE CHIMNEY EDRM 2 CARPET E31:7RM. #5 5040 X0 SLIDER 5-1 I/2' 11 11E_MMINU____ uI 11 1 i•tli 4, 1 , zr ,eddr11111h, ea11111111EIPM, AdORIFIVI101 2 11.11 4" MIEN" iossograms w/ FLAISOLCCRG OVOWINN6 RM. a 74" 02. 5 / 412 SCISSOR MR AL 2x12R.f. a or 0L. 2.6 CEL.J5f. 5E1 a IffER roof ve.-Ha fOTAL FATED ROOF ARtA. 1524 5Q. FT, 17.60'17. VENTILATION 1/ 500 50. 02, PROVIOE 4.40 5002, Of V0NI1LA1I0N 017 5000. 002 0260 a ROCT 017 5020. WIC a FRIEZE mocrs PROPOP: MIN. 42 EA. SCREENED MEZE VENT BLOCKS a 7.5 5050. NET OPEN AMA EACH MIN. 517 50. IN, a once VENf5 4 12" 26 FAA '=" F kOOF MMG. PLAN I REED 8‘ ASS 8311 212TH STREET STW. EDMONDS, WA 93025 373-2,3 DnAYr:NG II • , FOR . , BY ks- JOB DATE VOID IF NOT WEI SIGNED IN& COUkti •006 CAP I BAT 4200 6-4' {AD PININ6 CARPET 1401 TOP T. PROI 4-45' 4' . 910' 31/2 SEISMIC STRAP TILE FLUSH &ARM 2 4000052 FOIRECT VaT6A5 FRPLCE. N 16T0I PER 1E6 • LIVING RN TOP PL 05 FL-00k AMA5 MAIN FLOOR AREA LEPER FLOOR AREA 00101.- 10'96" 202020561V SLDR. NI 202020161 TRIER VAPOR BARRIER TYPICAL 15 13' 962 5001. 866 50.01. 11.82.8 2 x 4 NALL STUDS @ 16' 0.G. 7 -MFG Tl'USS BEYOND + 36" RAILING 2x0 1.5 0 16 1 /9/ 7 0I4" T 1 G PLYND DECKING .INNIVINFAININKINKITFAIRBE I R-1.1 INSUL. 1%120M 4 , 'new FITT* HaR SELF cLosER 5 „ ' MAN rook IAN 501.F BEAM -PKT. TOP PLT. 1 2 STEP 14010 011 606050 9000 I/4 " -1' -0" 6'91 1/2' 4 4 5212? 40401X0 5L1OR 6" PLATFORM 2 5TEEL ESOLLAn TO 36 ' ATP 5 i 2' GARAGE 5020 100' TYPE 'kat T0042 Cat% LM4ki HALLS, GEL605100545 4 BEA*. 02 00Y1325 @ 06L145 6050 9055E5 4 2206 24'02 22' SOLID, B141. 8T5.0260 WALL LINE OF ?ALL ABOVE 5.25' x 0002 TOP OF 60 FLEN OITOP 60 FLR - 15T5. 1 - LItt OF KALI_ 060010 S /2" BEAM POT. 2'10' TOP PLT. @ 5YM1301- LEGEND 0559 ® 5MO12 DETECTORS: 1105 INTERCONNECTED w/ 0AI10ERIE5 (i) nrikr-ir rag. sra re0 PLAN, MET TO EXIE4108, 1.5 00005 GOMPOSMON ROOFING 0105. SCISSOR TRUSSES w 24" 0.0. RIB INSUL GLOSET PIIMENIMEI 6 MIL. V.B. 1NSUL. -/ (0) 2x12 STAIR GIRDERS R930 NP. COMPACTED GRANULAR FILL 2x8 RIDGE 7S4 wf S F 2 /4' I 4 g l$L' O.G. YA DEKNI6. GARAGE 4' GONG. 5256 2 x 01 OVERFRAME RAFTERS 8 24" 00. / -.942" HALF WALL 6001005110008 00010185 5C110N A 1/ - - 0" MAR a 6 OW TIPO PL HOUSE !WRAP 1/2" PANEL SHEATHING cc_ Cc3 c ■ i SIDING PER P4 ELEVATIONS UPPER 0.10 TOP FLT MAIN F.F. RAP? b. CS' 1 - 5GLIORLOCK N VD *ROOF LIE -TT. R-it 0. - - Wag t c . ilq_._ — — ••, 1 L11- ACCESS YELL FRAME Mk 18' x 24' GRAIL S ACCESS 7 7 - - L _1 1 7 -EF-- L__ II II IL 1 -4 --I --El— L v l i ; i i ; --"---) 42' 7 7 7 141 — fr-3 1 PORCH . 4' UN. 5LN3 (.1) • 12..x GM PAO T-I 51N-I , • 1 , , • 1 1 LIOFVLLELO W 51N-3 6' x 16' FONATION VENT TYP "I LOCAT1096 98 IR FRE '011* EA. 845 52 FT/ 150 x 60 SO. PT. V40995 L CONC. PAO TYPICAL-URO. 1,119 F1.00k PLAN 40' v-6 3'; 16'93' 69401 xo SLIDER r - ,, EATH 1, SOAI , 2") 100 0- -- I/2 --9 1' 4,,, Z4 PKT CARPET MIR 22' AMC ACCESS _ - (2)R 4 5 42" 1/2 HALL ■ "1/ CAP SKIRT I /4" - 4x6DF n fl 451RPER TYP T-I T-1 T-I 5;1-3 I F , \ , 2 MK 18' ( 51,c,E GRAYIL SPACE 6 MIL FIX, VAPORS/02ER UHF ORTO FT6 I LAPPE, 12' HANE XO SLIDER SYI-1 E" - -9- - FOLINPA110N PLAN L , 5CALF I/ 4" -1' -0" -14140±0 , 54" TOP OF SLAB @ 1 BELOW FIN154 • FLOOR OF 408E 10 - GARAGE 4• CONL SLAB °VTR MR 4G1 M GRANULAR FILL CONTIN4CO5F0041145 MASTER SUITE l DRAIN G 6' :-5112 3-0 :/.2' 22' 16'93' 22' L L 6 ' 14'x 24"x 10' CONG. PAD 1E1 1,1 k 2' 10 112' Jr b' I I ij E" FURNACE CHIMNEY EDRM 2 CARPET E31:7RM. #5 5040 X0 SLIDER 5-1 I/2' 11 11E_MMINU____ uI 11 1 i•tli 4, 1 , zr ,eddr11111h, ea11111111EIPM, AdORIFIVI101 2 11.11 4" MIEN" iossograms w/ FLAISOLCCRG OVOWINN6 RM. a 74" 02. 5 / 412 SCISSOR MR AL 2x12R.f. a or 0L. 2.6 CEL.J5f. 5E1 a IffER roof ve.-Ha fOTAL FATED ROOF ARtA. 1524 5Q. FT, 17.60'17. VENTILATION 1/ 500 50. 02, PROVIOE 4.40 5002, Of V0NI1LA1I0N 017 5000. 002 0260 a ROCT 017 5020. WIC a FRIEZE mocrs PROPOP: MIN. 42 EA. SCREENED MEZE VENT BLOCKS a 7.5 5050. NET OPEN AMA EACH MIN. 517 50. IN, a once VENf5 4 12" 26 FAA '=" F kOOF MMG. PLAN I REED 8‘ ASS 8311 212TH STREET STW. EDMONDS, WA 93025 373-2,3 DnAYr:NG II • , FOR . , BY ks- JOB DATE VOID IF NOT WEI SIGNED IN& COUkti •006 CAP I BAT 4200 6-4' {AD PININ6 CARPET 1401 TOP T. PROI 4-45' 4' . 910' 31/2 SEISMIC STRAP TILE FLUSH &ARM 2 4000052 FOIRECT VaT6A5 FRPLCE. N 16T0I PER 1E6 • LIVING RN TOP PL 05 FL-00k AMA5 MAIN FLOOR AREA LEPER FLOOR AREA 00101.- 10'96" 202020561V SLDR. NI 202020161 TRIER VAPOR BARRIER TYPICAL 15 13' 962 5001. 866 50.01. 11.82.8 2 x 4 NALL STUDS @ 16' 0.G. 7 -MFG Tl'USS BEYOND + 36" RAILING 2x0 1.5 0 16 1 /9/ 7 0I4" T 1 G PLYND DECKING .INNIVINFAININKINKITFAIRBE I R-1.1 INSUL. 1%120M 4 , 'new FITT* HaR SELF cLosER 5 „ ' MAN rook IAN 501.F BEAM -PKT. TOP PLT. 1 2 STEP 14010 011 606050 9000 I/4 " -1' -0" 6'91 1/2' 4 4 5212? 40401X0 5L1OR 6" PLATFORM 2 5TEEL ESOLLAn TO 36 ' ATP 5 i 2' GARAGE 5020 100' TYPE 'kat T0042 Cat% LM4ki HALLS, GEL605100545 4 BEA*. 02 00Y1325 @ 06L145 6050 9055E5 4 2206 24'02 22' SOLID, B141. 8T5.0260 WALL LINE OF ?ALL ABOVE 5.25' x 0002 TOP OF 60 FLEN OITOP 60 FLR - 15T5. 1 - LItt OF KALI_ 060010 S /2" BEAM POT. 2'10' TOP PLT. @ 5YM1301- LEGEND 0559 ® 5MO12 DETECTORS: 1105 INTERCONNECTED w/ 0AI10ERIE5 (i) nrikr-ir rag. sra re0 PLAN, MET TO EXIE4108, 1.5 00005 GOMPOSMON ROOFING 0105. SCISSOR TRUSSES w 24" 0.0. RIB INSUL GLOSET PIIMENIMEI 6 MIL. V.B. 1NSUL. -/ (0) 2x12 STAIR GIRDERS R930 NP. COMPACTED GRANULAR FILL 2x8 RIDGE 7S4 wf S F 2 /4' I 4 g l$L' O.G. YA DEKNI6. GARAGE 4' GONG. 5256 2 x 01 OVERFRAME RAFTERS 8 24" 00. / -.942" HALF WALL 6001005110008 00010185 5C110N A 1/ - - 0" MAR a 6 OW TIPO PL HOUSE !WRAP 1/2" PANEL SHEATHING cc_ Cc3 c ■ i SIDING PER P4 ELEVATIONS UPPER 0.10 TOP FLT MAIN F.F. RAP? b. INSTALL: TEMPORARY FIRE HYDRANT CONNECTED TO EXISTING 6" MAIN. 5' WIDTH TO BE DEDICATED TO. CITY OF TUKWILA UPON RECORDING OF PROPOSED 6 LOT SHORT PLAT. it 1 " =20 D 2000 — 077 4000 S. 126Th ST. B LOT 5 45.0 INSTALL t ' i? INSTALL: SIGN TURN WARNING ARROWS MAIL BOXES (W1-9) I 0 PROPOSED 8" DIP WATER LINE SEDIMENT FABRIQ FENCE (EXIS EXISTING PAVED i _ — I - r-- — PU ?LIC ROAD ' / 8" SAN SEWER ROPOED) SS n1 H UNDERGROUND PRIVATE UTILITIES (ELECTRICAL, GAS, COMMUNICATION) EASEMENTS TO BE PROVIDED IF NEEDED FOR UTILITIES WITHIN THE _ _ EXISTING LOTS. - ------- FUTURE CURB AND GUTTER,''/: STREET IMPROVEMENT WHEN LOT "A" AND L • T 'H" RE SHORT PLATED. — 75 goo 7 2 rl ii 1,I 4" PVC SSS S= ,2k I r INSTALL SIGN -NO OUTLET (W14 -2) EXPIRED MAE 2.6 2001 WM 12" RCP_ 12" RCP TO BE INSTALLED IN DITCH UNDER NEW 20' WIDE DRIVEWAYS ON THE NORTH SIDE OF S. 126 ST. DRIVEWAY WIDTH NOT TO EXCEED 20' MAXIMUM PER CITY OF TUKWILA STANDARD DRAWING RS-8 A Ky5-rAk7 SEWER CI0 AND TEST TEES @ ROW (TYP) _0— FIRE HYDIRANTCRASSO EROSION CONTROL COVER MEASURES TO FOLLOW KING COUNTY SURFACE WATER DESIGN MANUAL'S EROSION AND SEDIMENT CONTROL MEASURES SEEDING'LANDSCAPE MIXTURES PER D.42.4 AND INCLUDES HYDROSEEDING AND OTHER SEED MIXTURES SUCH AS LOW - GROWING TURF SEED MIX PER TABLE D.4.D OF APPENDIX DATED, 91198. r L DDD3L 47 1 I TYPICAL DOWNSPOUT LNFII.TRATION SYSTEM PLAN 1334 -B GARAGE RIGHT 12" RCP CONSTRUCTION STOCK PILE LOCATION PROTECT WITH VISQUENE D 2000 - 035 4006 S. 126 ST PLAN !328 -A GARAGE LEFT PLAN 1828 -A GARAGE LEFT LOT H -2 FUTURE RESIDENCE D 2000 039 LOT H D 2000 — 036 4012 S. 126 ST. D LOT 7 PLAN 1823 -8 GARAGE RIGHT 12" RCP MOM 4, I • , e , � ► 1- LOT H -3 FUTURE RESIDENCE D 2000 - 037 4018 S. 126 ST E LOT 8 12" RCP PLAN DOWN -B - GARAGE RIGHT LOT H -4 FUTURE RESIDENCE D 2000 — 078 4024 S. 1267. ST. PLAN 1834 -A GARAGE RIGHT :12" RCP'. - .12" RCP PLAN P0111-A GARAGE LEFT LOT A -2 FUTURE RESIDENCE PARCEL LOT 10 PLAN 054-8 `•. GARAGE LEFT LOT A -1 SECTION A NTS - -- 1 3 r3 ,' 1 LOT H -1 r;',1 eg 0_ W u 3 d � XY1e- 0 ` ,`I DIM NT FABRIC FENCE . 50 50 50 r - 130.02 ���U��titi�-. »� �1 ti- `_���� . ti���1�ti- »_, ti_titi�tit- _titit_titi��titititi- „t - , 1�ti- `ti�ti1 »titi�titi.—titi ti.. ,��titi ti-. -.,tititi ����ti �» `���~����—, PLAN VIEW NTS PLAN VIEW agice or, ewe. perforated pipe moacto ba.'55 rdto•r pedoated rs Pipe 5 w - %rook / —B oaf rain /solid Rd • tQ9. rrashedmCc o°� ^e�pe p< II' mmj "s ^mm� ene mean scree` ca camp w/sora iia varies tl min - -1 2 -5 /a" CRUSHED i5.5,5 .g1Zc q.21...? e...7eeed.'i. I r3I) SECTION A —A Nmrc. t. m5e -rE snAu ^< Cws a OR ecam 5 1/2 sA:x bGa r INS , ELMN EIKRR WBEFaH lL.MC CONCRETE AT L,Sf 1V I1aUR NORGE 4151 eE 3. ALL WIVENAT AFRONS SHALL BE A Uw. B• Marx w RE 117 vVIT IXC® 15'. A '•5 t/2" EXPANSION Jo. SNAIL BE PLACED N .T n�NG mE cENrowr� 5/e S. .MRN SILLLL Fain wPH APWA/WmOT Pw,s AND SPEGR,uBGNS 4 AN MIAS APRON WT BE USED IN AREAS WHERE NO SIRS DISIS. 7. REUM OF COSM O CONCRETE CURB. GNI. OR moo, C 9W1. BE ET SAW CUT N THE NEXT JOINT. City of 'Tukwila ONE LOT PLAN GARAGE 5 1334 -B RIGHT b 1328 -A' LEFT 7 1323 -6 RIGHT 8 1828 -A LEFT 4 1834 -A RIGHT 10 1834 -B LEFT H I 1828 -A LEFT H 2 1420 43 RIGHT H 3 DONN-A LEFT 1-1-4 DOWN -B RIGHT A 1 PONM -A LEFT A -2 1328 -A LEFT LEGEND INFILTRATION TRENCH SEDIMENT FENCE STOCKPILE PROTECTION RN PARNELL COMPANY CIVIL ENGINEERS - ENGINEERING MANAGEMENT 4422 -187 PLACE SE, ISSAQUAH, WA 98027 PHONE: 425/643 -3560 FAX: 4251641 -5095 7"ve .. i i O Q op of Curt f Onvewa. CONSTRUCTION ENTRANCE CONSTRUCTION ENTRANCE CURB DETAIL ALTERNATE RESIDENTIAL DRIVEWAY 2 of 3 DATE: it /+.5 /se f Rs ee 50 LF MINIMUM 75 LF DESIRABLE CORRECTION LTR# 9 ' D ZGbO -b _: ce is subjec ic Wofflcs utilities In (EXPIRES 8/17/0' — 5I10/2000 /ol M1 ADDED LOTS 589 2 111 These plans have been r eared by the Public Works Department for ". ormance with current City standards. Accept s subject to errors and omissions which do not thorize laSons of adopted standards or mein - T -- ibility I cco:Jzcv of the rest . .h the :'ttionS, or rci .''72Sa " This ' Void once _ a of rev i Dings 1a i \c'