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Permit MI01-125 - FOSTERVIEW ESTATES - LOTS 36-40
MI01-125 Fosterview Lots 36-40 4279 S 137 St EXPIRED OCT 0 1 ZOOZ City of Tukwila (206) 431 -3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 MISCELLANEOUS PERMIT WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES. APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: 261200 -0360 Address: 4279 S 137 ST Suite No: Location: LOTS 36,37,38,39 AND 40 Category: NSFR Type: MISCPERM Zoning: Const Type: Gas /Elec.: Units: 000 Setbacks: North: Water: 125 Wetlands: Permit No: Status: Issued: Expires: MI01 -125 ISSUED 07/16/2001 01/12/2002 Occupancy: UBC: 1997 Fire Protection: .0 South: .0 East: .0 West: .0 Sewer: VALVUE Slopes: Streams: Contractor License No: DUJARD *204L0 OCCUPANT FOSTERVIEW ESTATES 4279 S 137 ST, TUKWILA WA 98188 OWNER DUJARDIN DEVELOPMENT CO PO BOX 5308, EVERETT WA 98206 CONTACT JOHN KAPPLER 14311 SE 16 ST, BELLEVUE WA 98007 CONTRACTOR DUJARDIN DEVELOPMENT CO PO BOX 1059, SNOHOMISH WA 98291 * * * * * * **• * **** k* * *,i* *•k * * * * *•k * ** * **** **** k ** k Zvi * k A A A** k k k* A•k -A •k k k* *•k k** ** k**,* k** A* k* k * Permit Description: INSTALL SITE RETAINING WALLS ALONG REAR OF LOTS 36, 37, 38, 39 AND 40. PUBLIC WORKS ACTIVITIES INCLUDE LAND ALTERING AND STORM DRAINAGE. * kit***• /tyktk*,k*ikyk•k********k• ** Iiik****• klk***** ki k****** Ak* AAk •A****kkk ** *** *kyk9l** *kAk***A* * Construction Valuation: $ 22,500.00 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: jjs Curb Cut /Access /Sidewalk /CSS: N Fire Loop Hydrant: N No: Size(in): .00 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Cut: 100 F111: 40 Landscape Irrigation: N Moving Oversized Load: N Start Time: End Time: Sanitary Side Sewer: N No: Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: N Water Main Extension: N Private: Public: *********** k**** Ak* kk**** k* k** **kk* A* kkk* Akk*********** k*kkk'AA * ** *AA***kk *AA *kA #t1Akk TOTAL DEVELOPMENT PERMIT FEES: $ 720.86 **** vY******* kk k * * **k* * *k***k* *kkk *kA *k * *k j *** AkAkkkk**** AkA #A• *Akktk *kAk*k*AkkkAk*kA* Phone: Phone: 425-334-5018 Phone: 425 -641 -5320 Permit Center Authorized Signature:__ '�C t -. .:tit- pate: 11" ! III *C1 1 hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I n authorized to sign for and obtain this development 'er Signature: Print Name. OOP Date: ...Ili:42 1,401IA:1 This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. dr'ets. 4279 SI rite: �nant ;Tvppe:. MISCPERM Sec l #: 261200 -0360 ,k*•k• • A• k• A* A**• b' k• k' k• b*'#* b- b• Akk*• A• A- b- 4: AkAAk*' k4kA` k•** kk*- k- bkAkk •kiA'k44k.kkkkA-kbkkb4•A,kk*A 'rmlt Conditions:: s No changes will be made to the plans unless Approved by the Engineer and the Tukwila R.cri 1.ding D1,ri5lon, A11 construction to be done to conforrance with Approved plans and redutrements cif the Unlfor rn Building Code J1997 Edition) as :emended. Unlfor,ni Mechanical Code (1997 Edition). and WashingtonItate Energy Code : (3 °P7: Edition) . Validity of_:P'er~mit. The Issuance of a permit or aprrovai of plans. spev,l,i!1c ,t.ibns. and. computations shall not be con- - ;:;trped td be :a ,permit for, or an approval of, anv violatton df anv , f : the p,'Ov i s i d-ns of , the building code or of any outer ,ri.t`d i nance of tire: Jur i sd i ct 1 sin , No permit presuming-10 'Other authority .to :violate or cancel the provisions of tht bode st a l t- >be val f d. All p.er'mi ts` inspect ton records, 'and approved plans . ha $ 1 be available chi• the job: site prior td the start of any con.- stru`O %oP . ',Those documents fire to be ma into fined and ava i 1- ab1t3 tint$ 1 :1 Ina 1 Inspection approval granted. "$PUBLIC Woos DEPARTMENT Z'ONDITIONSk * 4 The dppl:,Ic4nt must notify the City ut I 1 1 t,v Inspector T t' D6i`4 33 O17 MINIMUM 24 ' HOURS PRIOR TO COMMEN'EMENT P ANY CONSTRUCTION, , carr or TUrWILA Permit No: MI01 -125 Status: Applied: 1Slued: ISSUED 07/11:2001 07/16/2001 PRIOR.` TO Ft;NAL -SIGN -OFF THE GEOTECHNICAL ENGINEER SHALL PROVI,D, A CERTIFICATION THAT THE TWO -TIER RETAINING WALL '','AND WALL DRAINAGE ',SYSTEM HAVE BEEN INSTALLED IN ACCORDANCE WITH THE GEOTECHNICAL RECOMMENDATIONS.. PRIOR TO FINAL.' SIGNOFF APPLICANT 'SHALL. SUBMIT A RECORDED COPY OF EASEMENT AND MAINTENANCE AGREEMENT FOR . TWQ -TIER =` RETAINING WALL. AND` RETAINING WALL DRAINAGE. . Temporary ora;stun cOnt,roi moasures,lhall bi Irip1enu ntedas ttie first ardor,'' o.t' ,business to, pr event ::sotilmentat'lQf o1'i'- M 1 to or into ,ex 1 0.1.n9 storm Orna nago :11)0 4.10, shall have .permanent erosion ,ontro 1 measure}s in p 1 aver as Noon as poll i b`1 N . Stier f 1 na i grading ha$ been oomplated and prior to the Final Inspection. FROM OCTOBER 1 THROUGH APRIL 30, COVER ANY sLQPes AND STOCKPILES THAT ARE 3H:1V OR STEEPER AND HAVE A VERTICAL RISE OF 10 FEET OR MORE AND WILL-BE UNWORKED FOR GREATER 'TON 12 HOURS; DURING THIS TIME PERIOD, COVER OR MULCH OTHER DISTURBED AREAS, IF THEY WILL BE UNWORKED MORE THAN 2 DAYS. COVERED MATERIAL MUST L3E . STOCKPILED ON :ITC AT THE DE6INNIN6 OF THIS PERIOD. INSPECT AND MAINTAIN THIS STABILIZATION WEEKLY AND IMMEDIATELY BEFORE, DURING AND 1 MEDIATE ,FOLLOWING STORMS. FROM MAY 1 TNRO!UGH SEPTEMBER 36, INSPECT AND MAINTAIN =.TEMPORARY EROS ON< PREVENTION AND SEDIMENT AT LEAST Y'r:r ,, f:= L. DISTURBED AREAS =OF THE SITE :SHALL SE PERMANENTLY L.1IZED ,PRIOR TO, FINAL CONSTRUCTION APPROVAL. v .Certify that 1 have read these conditions .and,, w! 1 1 with then at outlined, All provisions of law and ord.tnandes governing this work will be complied with* whether Specified herein or not. Thel . rant l ng of this permit does : not presume to give aut osr i ty to violate or cancel '' the proV.i s i arts of any other wor Yl t�o� 1 ;laws regulating' construction or the `e er rrand . of work. TAB omp ;' WRER /APPLICANT /COUTRACTQR__..... pate` Print N mgr: i +Arty certify that 1: have read these conditions and w i l l ° 'comply h them as outl $n :d. Al 1x` Provisions ; <oi law and ordinances governing I s .- worik will be utrp►lied 'with, whether pecified here 6 or not, 10 granting . of this permit '._doer~; not presume to give authority to 0100 or c col the provisions of ,any other Work or local laws Ula.tln i r, struct ion or the rFfarsisince''of wort;. n r .efl.n- .,w.n r int; Nara w (gat CITY OF ""IKWILA Permit Center 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 (206) 431 -3670 1, Project Number: Permit Number: 1 1 - 0 (Z' Miscellaneous Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. Project Name/Tenant: s11 QQ j W.,,c \ ESTAF V Value of Construction: Sit • Address : 2; 2 City State/Zip: T 2 C MISCELLANEOUS PERMIT REVIEW AND APPROVAL RE • UESTED: (TO RE FILLED OUT BY APPLICANT) Description of work to bp done (please be specific): 4t1V F2e1AlNikYo Awl% - ci itl$ %, **/ 3 f, 361 40 Will there be storage of flammable/combustible hazardous material in the building? ❑ yes 1211 no -A■ttach //1sst toll materials antistdenna/SM&Ilte oLocation on se' )crate 8 1/2 X 11 )a er fnd!cn1n uantit(es & Material Safet Data Sheets L AbJ ova Ground Tanks Dishes Bulkhead/Docks Commercial Reroof ❑ Demolition ❑ Fence ❑ Manufactured Housin •Replacement only ❑ Parking Lots ReteIning Walls 0 Temporary_ Facilities LJ Tree Cimino. .�. APPLICANT RE • VEST FOR MISCELLANEOUS PUBLIC WORKS PERMITS Channolization/Striping ■ Curb cut/Access/Sidewalk A Fire Loop/Hydrant (n►iin to vault)#: Size(s): ❑ Flood Control Zone IN Land Altering; 0 Cut cubic yards 0 Fill cubic yards 5— sit. ft.grad ing/clearing Landscape Irrigation ❑ Sanitary Side Sower 11: ❑Sewer Mnln Lxtt►nsltirl P11vato Public Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Motor /Exempt 1 SIza(s): , 0 Deduct 0 Water Only ❑ Water Meter /Permanent # ❑ Water Meter Temp # ❑ Miscellaneous Size(s): Siie(s): Est. quantity: gal MovIng Oversized Load/Hauling Schedule: nevammamoutwroirmlommewwwwwmal MONTHLY SERVICE BILLINGS TO: Name: Phone: Address: City /State/Zip: 0 Writer 0 Sewer 0 Metro 0 Standby WATER METER DEPOSIT /REFUND BILLING: Name: Address: Phone; Value of Construction • In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review • Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official niay extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: Date application expires: 9/9/99 nilscpmtdoc 1-11-Dz. Applica taken by: (initials) APPLICANT RE • VEST FOR MISCELLANEOUS PUBLIC WORKS PERMITS Channolization/Striping ■ Curb cut/Access/Sidewalk A Fire Loop/Hydrant (n►iin to vault)#: Size(s): ❑ Flood Control Zone IN Land Altering; 0 Cut cubic yards 0 Fill cubic yards 5— sit. ft.grad ing/clearing Landscape Irrigation ❑ Sanitary Side Sower 11: ❑Sewer Mnln Lxtt►nsltirl P11vato Public Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Motor /Exempt 1 SIza(s): , 0 Deduct 0 Water Only ❑ Water Meter /Permanent # ❑ Water Meter Temp # ❑ Miscellaneous Size(s): Siie(s): Est. quantity: gal MovIng Oversized Load/Hauling Schedule: nevammamoutwroirmlommewwwwwmal MONTHLY SERVICE BILLINGS TO: Name: Phone: Address: City /State/Zip: 0 Writer 0 Sewer 0 Metro 0 Standby WATER METER DEPOSIT /REFUND BILLING: Name: Address: Phone; Value of Construction • In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review • Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official niay extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: Date application expires: 9/9/99 nilscpmtdoc 1-11-Dz. Applica taken by: (initials) WATER METER DEPOSIT /REFUND BILLING: Name: Address: Phone; Value of Construction • In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review • Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official niay extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: Date application expires: 9/9/99 nilscpmtdoc 1-11-Dz. Applica taken by: (initials) T APPLICATIONS MUST BE SUBMIT . WITH TILE FOLLOWING: > ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN • BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED • ARCHITECTURAL DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED ARCHITECT > STRUCTURAL CALCULATIONS AND DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED STRUCTURAL ENGINEER • CIVIUSITE PLAN DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED CIVIL ENGINEER (P.E.) Current 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, or contractor licensed by the State of Washington, a notarized letter from th @property owner authorizing the Agent to submit this permit t pllcntion and obtain the pelt will be required as part of this submittal, I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILD : 04 J, j 1 AUTHORIZED Signature,, l( 1 +i,✓ titII1,ti1II AVM I( n(ION AND RI(1l1IR11) ( I11( KI ISIS FOR PFRAII1 REVIEW Above Ground Tanks/Water Tanks - Supported directly upon grade exceeding 5,000 gallons and a ratio of height to diameter or width which exceeds 2:1 Submit checklist No: M -9 0 Antennas /Satellite Dishes Submit checklist No M -1 © Bulkhead /Dock Submit checklist No M -10 0 Commercial Reroof Submit checklist No: M -6 ri Demolition . Submit checklist No: M -3 0 Fences - Over.6 feet in Height Submit checklist No: M -9 Land Altering/Grading/Preloads Submit checklist No: M -2 Miscellaneous Public Works Permits Submit checklist No: H -9 Manufactured Housing (RED INSIGNIA ONLY) Submit checklist No: M-5 0 Moving Oversized Load /Hauling l' '!'.w. _ Submit checklist No: M -5 O Parking Lots ' ;• . Submit checklist No: M-4 0 Retaining Walls - Over 4 feet in height Submit checklist No: M -1 ri Temporary Facilities ities Submit checklist No: M -7 0 Tree Cutting Submit checklist No: M -2 Current 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, or contractor licensed by the State of Washington, a notarized letter from th @property owner authorizing the Agent to submit this permit t pllcntion and obtain the pelt will be required as part of this submittal, I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILD : 04 J, j 1 AUTHORIZED Signature,, l( 1 +i,✓ AGENT: .�. ' Phone: 2 ) 5-3 20 Date: ' Fax 1: (' �S) ,O Print name: �. . , - `/.7' . rr 7i r i r , , i Address: � � , ,. - ' t ,C 1 : i . ,, (4311 SP. IV' 9/9/99 IulscplH.duc • , std * ** *** *A ** *st ** ** *, *** * * * * * * * * * * * * * *h A * *** *** * *h* 1T?° Qt+:,.TUKWILA NA; :, 'tRANSA1Y * ** ** '*** *t * *t4 M ** *fir* fir *** ** **4 * *R 1st* *** * ** * * ** *** *,w *4* **% * **** * * ** ANSMXT Number: R0100003 Amount: 770.046 07/16/01 09 :10 ai mint Methods CHECK Notation, I)UJAR11IN DEVELOP Init. I3L14 M Mi .Y .► 41 hi M it i / M M M M{ ∎ 0 4 t rt q ii rt - .! ., M IM 1 * 1 - N M ! 1 it ! ! ! .1 IN M M M 111 1! M M M K ws M M ♦ W N ,.,hermit Nov IHI011 -125 Type' MI9Cf'INM MISCELLANEOUS PERMIT Parcel No: 261200 -0360 8.iti Address: 4279 8 137 ST Loci t i or►: LOTS 36.37, 3H, 39 AND 40 Tot11 Fees: 720.06 h +# fay:mit 720.96 Total ALL tnth: 720.96 fi a 1 once: 1 .00 4*4;A *.►*k ** ** d * * * *d * * **** ** * *a * * * * *** **** ** *040 * * * *4 ** * **** ceou 0 Code ' Description Amount 00 322..100 BUL4DINU •! REII 363.25 ,045m030 030 PLAN CHECK - R4D 236.11 i 0045.030 PLAN CHECK - .UTILITY 10.00 00/3,86.904 STATE BUILDING SURINAftpF. 4.50. 12/,30.400 INS!' FEE - STORM DRAIN %�i.i 4 a0/327.i0Q LAND IU.TE RING PERMIT FEE 54.30 t04.0•, , �_ fiall, ALTERIN0 PLAN CHECK ,, X37y 5 f } 1!4i w ill i ► M f. M l i f. •••• i. w+ , 1. " A 7 M ' 1 M i. • . t .... w .... + , .. T - , 1. M wi r ..w . _ .. ^. • ' ,. • „ fit , ' ..�• . • TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences July 10, 2001 Project No. T-1515-2 Mr. Bill Fowler Dujardin Development Company P.O. Box 1059 Snohomish, Washington 98291 ' Subject: Plan Review Fosterview Estates, Lot 39 Tukwila, Washington References: 1, Fosterview Estates Summary Report, Oeotechnical issues, prepared by Terra Associates, Inc., dated December 16, 1998 2. Slope Stability Issues, Lots 35 through 40, prepared by Terra Associates, Inc., dated July 29, 1999 Dear Mr. Fowler: .,, .,, As requested, we reviewed architectural plans prepared fdr Lot 39 of the Fosterview Estates.project in Tukwila, The purpose „of our review was to verify .that the plans are in conformance with the geotechnlcal recommendations presented in the referenced reports and to provide additional recommendations, as required. PROJECT DESCRIPTION We reviewed the following plans: ' • Shoots P1.0 and P i ,3, Architectural Site Plans, dated August 31, 2000 • Sheets P2.7 and P2.8, Architectural Plans, dated July 3, 2001. • Sheet P6,9, Site Section for Lot 39, dated July 3, 2001 • '1.; The project plans we reviewed, which were prepared by Kappler Architects, P.S,, indicate that a three - level, wood - framed, single - family residence will be constructed on the lot, The main floor, including the entry, will be at Elev. 178.5. The garage level will be at approximately EIev. 166.5 and will b,. constructed with a slab-on- .. grade floor... . r .r 0: ..• •• w p. , • S4 4wP • a r. .I. ti. : i, l ••:• :=..:. .4 Jj Y_'-'7j ;..: i.. ,4 -.• •p+:ti L•-. •. ;•.1..-:.. .:r ...�� . ., •z ws 0,.. .. ».t •v s• • • u `_ } • • 12525 Willow- Road, Suite.101, Kirkland, Washirigton�98034 t i • ' Phone (425) 821 -7777 • Fax (425) 821 -4334 • terra @terra- associates.com '�' ° : • v • •., Mr. Bill Fowler July 10, 2001 To construct the residence, temporary excavations of up to 15. feet will be required to construct the lower garage/basement level. it is not anticipated that significant fills, other than the basement wall backfill, will be placed at any location on the lot. After completion of the foundation walls, excavations will be backfilled with structural fill. A two•tiered concrete retaining wall is planned along the south property line to create the planned finish grades. The concrete walls will have a maximum height of three feet for the upper wall and four feet for the lower wall. DISCUSSION AND RECOMMENDATIONS Based on our review, it is our opinion that the • plans are in general accordance with the geotechnical recommendations presented in the referenced reports. The following discussion and recommendations are based on our review of the current building plans and site conditions. f xcavptlons and Earthwork All excavations at the site associated with confined spaces, such as utility' trenches and lower building walls, must be completed in accordance with local, state, or federal requirements. The site plan indicates that temporary excavations of up to 15 feet may be required to cestruct the foundation for the lower garage level of the residence. Temporary slopes in native soils may be constructed at an inclination of 1:1 (Horizontal :Vertical), Temporary slopes in existing fill soils should be no greater than 1.5:1. • " We expect that the majority of' the'excavation will be made through mostly previously placed uncontrolled fill ` soils, and sonno,native soils consisting of sandy silt and silt 'sand, The existing slope on the lot has an inclination .of approxitnatoly 2:1. The slope was previously'cut to 1:1 during construction of South 137th Avenue. ° After road construction, the toe or the slope was filled to create a 2 :1 slope. The top of the slope was not altered. This resulted in the placement of up to approximately ten feet of fill along the slope. Our review of plans and proposed finish grades indicates that tho,foundations will extend through the fill layer. If any fill soils are found • on the finished' slope behind the house, they should be removed and replaced with competent structural fill benched into the slope. Detailed observations should be made by a representative from our firm during excavation to confirm that all existing fill soils have been removed from the slope and foundation areas. The on -situ native and existing fill soils contain a significant amount of fines (silt and clay size particles). This material will be difficult, if not impossible, to work with in wet weather. The excavated native soils and existing fills should be removed from the site; or used in nonstructural landscape areas away from the slopes. We recommend that the recycled concrete previously' placed at other locations on -site be used to backfill all foundations, and as additional fill wherever possible. ° To prevent contamination, this material should be kept separate from the native materials on the site. , As•an alternative, imported pit -run gravel soils may also be used for backfill. ' ' 1 1g 1. Mr. Bill Fowler July 10, 2001 Retaining Wails A two- tiered concrete retaining wall is planned along the south side of the lot. These walls should have a . minimum embedment depth of 18 inches and bear on firm, undisturbed native soil or compacted structural fill. We recommend designing the wall foundations for a net allowable bearing capacity of 2,000 pounds per square . foot (psf). The walls should be provided with adequate drainage to prevent hydrostatic pressure development. Wall drainage can be provided by attaching prefabricated wall drainage panels, such as Miradrain 6000, to the inside of the wall, . or by backfilling the wall with clean granular material, such as pea gravel. Behind the drainage layer, the wall backfill, should be placed as structural fill and compacted to a minimum of 95 percent of its maximum dry unit weight, as determined by ASTM Test Designation D-698 (Standard Proctor). The backfill material should consist of a granular soil that meets the following grading requirements: U.S. Sieve Size Percent Passing 3 inches 100 No. 4 75 maximum No. 200 5 maximum* *Based on the 3/4 -inch fraction Prior to use, Terra Associates, Inc. should examine and test «Ztli materials imported to the site for use as structural fill. With wall backfill placed and compacted as recommended and drainage properly installed, we recommend designing unrestrained walls for an active pressure equival`e`nt to a fluid weighing 35 pounds per cubic foot (pcf). Passive earth .pressures acting on the buried portion of the wall can also be considered. ' We recommend calculating this lateral resistance using an equivalent fluid weight of 300 pcf for the upper wall and 225 pcf for the lower wall. We recommend not including the upper 12 inches of soil in this computation because they can be affected by weather or disturbed by future grading activity. A coefficient of friction between soil and concrete of 0.40 can be used. No additional surcharge Is expected on the concrete walls. Rockeries should not be used as retaining structures. Rockeries up to 30 inches high may be used for landscaping purposes. 6dlacent Lot Cgg,struction Construction of the residence is planned along both the east and west sides of Lot 39. To the east, the proposed residence location for Lot 4Q comes within 10 feet of the proposed residence for Lot 39. Due to the relative proximity of the two residences, the foundation backfill along the east side of Lot 39 may have to be placed concurrently with backfilling the west side of the residence and Lot 40. Backfilling of the south and west foundation walls on Lot 39 should flat be affected by construction on Lot 38. �. e _t. ••3.. r �['. • y:- `•I ,.r • • V • • I _ I Of i.a. ' Project N9:1 :. 1,a Mr. Bill Fowler July 10, 2001 o_undations We expect the foundation excavation on this lot will extend into competent native soils. These soils are moisture sensitive and subject to disturbance in wet weather. if the bearing soils become disturbed, they should be overexcavated and replaced by materials, such as recycled concrete or quarry spalls. The foundations should be designed and constructed in accordance with the recommendations presented in the referenced reports. The foundations should be designed for an allowable bearing capacity of 2,000 psf. Walls supporting backfill should be designed as retaining structures and should be provided with adequate subsurface drainage. The walls should be designed to support an equivalent fluid weight of 35 pcf, assuming a horizontal backfill configuration. A uniform lateral pressure of 100 psf should be added for restrained conditions. The lateral loads may be resisted by friction between the base of the footings, floor slabs, and the supporting subgrade, as well as passive pressures acting on the sides of the foundations. A friction factor of 0.4 may be used. In addition, a passive pressure corresponding to an equivalent fluid weighing 250 pcf may be used. The 'upper 12 inches of foundation penetration should be neglected in the passive pressure computation. Soli Stability and Erosion Control The soil stability issues discussed in the referenced reports live been incorporated into Sheet P6.9, Site Sections for Lot 39, dated July 3, 2001,. The retaining wall loitations and finish grades are consistent with the recommendations presented in the referenced reports. Earthwork construction on this lot should be performed in dry weather. Erosion and sediment control measures should be in accordance with Section D.5.2 in the 1998 , King County ,Surface Water Design Manual. in addition, exposed areas should be minimized to prevent additional erosion. ., A representative of Terra Associates, Inc. should observe excavation foundation subgrades, to verify that the site conditions are as anticipated. We trust the information presented is sufficient for your current needs. additional information, please call. SincercI q trs e. /4.p,, TE '„ ItAso.div topic. :.� c�1' B rna d P. Ktibi(f1; St ff ngifle "we/ 2r/ad-x) 1 r f...�, Anil Btaajl,'P 1 A' ,.;, R'..) .1%7=1...,,?:: ; , .,;•Q 1 '-/lc) loi cc:. Mr. John Kappler, Kappler Architects, P.S. • and backfill operations, as well as If you have any questions or require M IOt'1.S a 1g ig • •-•• TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Mr. Bill Fowler Dujardin Development Company P.O. Box 1059 Snohomish, Washington 98291 Subject: Plan Review Fosterview Estates, Lot 38 Tukwila, Washington • July 10, 2001 Project No. T- 1515.2 References: 1, Fosterview Estates Summary Report, Geotechnical Issues, prepared by Terra Associates, Inc., dated December 16, 1998 2. Slope Stability Issues, Lots 35 through 40, prepared by Terra Associates, Inc., dated July 29, 1999 Dear Mr. Fowler: t�A ' As requested, we reviewed architectural plans prepared bf Kappler Architects, PS., for Lot'38 of the Fosterview Estates project in Tukwila. The purpose of our review wait() verify that the plans are in conformance with the, geotechnical recommendations presented in the referenced report - compilations and to provide additional recommendations, as required. PROJECT DESCRIPTION We reviewed the following plans: • Sheets P1.0 and P1.3, Architectural Site Plans, dated August 31, 2000 • Sheets P2.7 and P2.8, Architectural Plans, dated July 3,, 2001 • • Sheet P6.9, Site Section for Lot 38, dated July 3, 2001 The project plans we reviewed indicate that a three- story, wood - framed, single - family ,residence will be constructed on the lot, The main (boor, including the entry, will be at Elev. 184. The garage level will be at ,approximately Elev.-172 and will be constructed .with a slab -on -grade floor. • • h t. .1 a•1: �T !j •;%, Wit.. 1• i •..i. :••.•- 'r ry :s .0;2. ..,. �, �... 1. oafs .:a: .• f. :r...•,. .`if vas - r't° si 1.•ir '! 4t. • e; v .w ,ti .1 .1. :1 r. t i. 7. •i: i. • • 12525- Willows Road, Suite 101., Kirkland; Washington .98034 - ..Phone (425) 821.7777 • Fax (425) 821-4334.! terra@terra-associates.com s .•, Mr. Bill Fowler July 10, 2001 To construct the residence, temporary excavations of up to 13 feet will be required to construct the lower garage/basement level. it is not anticipated that any significant fills, other than the basement wall backfill, will be placed on the lot. After completion of the foundation walls, excavations will be backfilled with structural fill. A two- tiered concrete retaining wall is planned along the south property line to create the planned finish grades. The concrete wails will have a maximum height of three feet for the upper wall and four feet for the lower wail. DISCUSSION AND RECOMMENDATIONS . • . Based on our review, it is our opinion that the plans are in general accordance with the geotechnical recommendations presented in the referenced reports. The following discussion and recommendations are b ased on our review of the current building plans and site conditions. Excavation and Earthwork All excavations at the site associated with confined spaces, such as utility trenches and lower building walls, must be completed in accordance with local, state, or federal requirements. The site plan indicates that temporary ' excavations of up to 13 feet may be required to construes the foundation for the` lower garage level of the residence. Temporary slopes in native soils may be constricted at an inclination of 1:1 (Horizontal :Vertical). Temporary slopes in existing fill soils should bo no greator,than 1.5:1. . •.•1 We expect that the ,majority of the excavation will be made through previously placed uncontrolled fill soils, and some native soils consisting of sandy silt and silty ,sand. The existing slope on the lot has an inclination of approximately 2:1. Me slope was previously cut to 1:1 during construction of South 137th Avenue, After road construction, the too of the slope was filled to create a 2:1 slope. The top of the scope was not altered. This resulted in the placement of up to approximately ten feet of fill along the slope. Review of the plans and proposed finish grades indicates that the foundations will extend through the ii11 layer, tf any fill soils are found on the finished slope behind the house,. they should be removed and replaced with competent structural fill benched into the slope. Detailed observations should be made by a representative from our firm during excavation to confirm . that all existing fill soils have been removed from the slope and foundation areas. The on-site native and existing fill soils contain a significant amount of fines (silt and clay size particles). This' material will be difficult, If not impossible, to work with in wet weather. The excavated native soils should.be removed from the site, or used in nonstructural landscape areas away from the slopes. We recommend that the recycled concrete previously placed at other locations on-site be used to backfill all foundations, and as additional fill wherever possible. To prevent contamination, this material should be kept separate from the native materials on the site. As an alternative, imported pit -run gravel soils may also be used for backfill iK{{. gqert.`•sa••e { "I�.���.':'- jt''�r .-�f r'i `ft.r •+y ai ?ta • ►:•I'; i�: ,�. r, ;r .� , r •r 4 • i i , .�. ,. s.••• tr. f•- r•• i..• • e} ••-0. • <la. r- - f "ti.4•jj.,•;,i .�r ,. /";.� ;; .'Pro ectNo.T�1515.02i. ; i i�: � * ^i.'. ..f',ti�'�.a1 '�•F:i•.di'f. rs• � '.t...r.. ..t.. •, � :4':'.:5: •3.s 1�� -v'j 1. .t. .[. • t" ,...,,1..,, . �t , �.:., , , .:; .. : ; Page i. -• *1 t'. ..r 1§ Mr. Bill Fowler July 10, 2001 Retaining Walls A two- tiered concrete retaining wall is planned along the south side of the lot. These walls should have a minimum embedment depth of 18 inches and bear on .firm, undisturbed native soil or compacted structural fill. We recommend designing the.wail foundations for a net•allowable bearing capacity of 2,000 pounds per square foot (psf). The walls should be provided with adequate drainage to prevent hydrostatic pressure *development. Wall drainage can be provided by attaching prefabricated wall drainage, panels, such as Miradrain,6000, to the inside of the wall, or by backfilling the wall with clean granular material, such as pert gravel. Behind the drainage layer, the wall backfill should be placed as structural fill and compacted to a minimum of 95 percent of its , maximum dry unit.sveight, as determined by ASTM Test Designation D•698 (Standard Proctor). • The backfill material should consist of a granular soil that meets the following grading requirements: . - . U.S. Sieve Size . Percent Passing 3 inches - 100 No, 4 75 maximum No, 200 5 maximum* *Based on the 3/4-inch fraction Prior to use, Terra Associates, Inc,. should examine and test V,II materials imported to the site for use us structural till. . With wall backlit' placed and compacted as recommeniad and drainage properly installed, we recommend designing Unrestrained walls for an active pressure equivalent to a fluid weighing 35 pounds per cubic 'foot (pct), Passive earth. pressures acting' on the buried portion of the will can also be considered. ' We recommend calculating this,lateral resistance using an equivalent fluid weight of 300 pcf for the upper wall and 225 pcf for'the lower wall, • We recommend not 'including the upper 12 inches of soil in this, computation because they can' be affected by weather or disturbed by future grading activity. A coefficient of friction between soil and concrete of 0.40 can be used, • No'additional surcharge is expected on the concrete walls. Rockeries should not be used as retaining strictures, Rockeries up to 30 inches high may be used for landscaping purposes, . 0 ' . �jd a, ce _t Constr lion , Construction of the residence is planned along both the east and west sides of Lot 38, To the west, the proposed residence location for Lot 37 comes within ten feet of the proposed residence for Lot 38. Due to the relative proximity of the two residences, the foundation backfill along the west silo of Lot 38 may have to be placed concurrently•with backfilling the east side of Lot 37, BaccdiiUing'of the foundation walls on the east side of Lot 38 should not be affected by Lot,39coostruction, = : - • i....41...• % !'Itr•r r1.1...�••r: ]-4: • :L.if 1:. ;ry•E.��1f ..a't:j.J T :;: •#A •7.. �. 'F - . VV.: • •1 . • ... *.# r ' . ' i r • .. r. � i.:. . :.:1i., t'1 4.4 5'• .''} 3 . r 4 y. ... r ti• ...f •4., i • • i •'::• Mr. Bill Fowler July 10, 2001 ! oundations . The foundation excavation on this lot should extend into competent • native soils. These soils are 'moisture sensitive and subject to disturbance in wet weather. If the bearing soils become .disturbed, they should be overexcavated and replaced by materials, such as recycled concrete nr.quarry spalls. • The foundations should be designed and constructed in accordance with the recommendations presented in the referenced reports. The foundations should also be designed for an allowable bearing capacity of 2,000 psf. Walls supporting backfill should be designed as retaining structures and should be provided with adequate subsurface drainage. The walls should be designed to support an equivalent fluid weight of 35 pcf, assuming a horizontal backfili configuration, A uniform Lateral pressure of 100 psf should be added for restrained conditions. Lateral loads may be resisted by friction between the base of the footings, floor' slabs, and the supporting subgrade, as well as passive pressures acting on the sides of the foundations, A friction factor of 0.4 may be used, In addition, a passive pressure corresponding to an equivalent fluid weighing 250 pcf may be used The upper 12 inches of foundation penetration should be neglected in the passive pressure computation. plL616.14U.andirsitisiarganiml Ttie soil stability issues discussed in the referenced reports il*ve been incorporated, Into Sheet P6.9, Site,Sections for Lot 38, dated July 3, '2001. The retaining wall locations and finish grades are consistent ,with the recommendations presented in the referenced reports. Earthwork construction on this lot should be performed in dry weather. Erosion and sediment control measures shoul4'6o in accordance :with Section D,3 in the 1998 King County Surface, Water, Design Manual. In addition, exposed areas should be minimiied to prevent additional erosion. A 'representative of Terra Associates, Inc. should observe excavation and backfili operations, as well as ' foundation subgradcs, to verify that the site conditions are as anticipated: • . We trust the information presented is sufficient for your current 'needs. If you have ,any .questions or require additional information, please call. Sincerolyparsy 7, TERl''Sb+ INC. /10i/...Z/41d;P`g- Anil Bitii :fl =' %Y •�x; , y ;SI grinCipal. ......:... •_•rw•. •...•n l cc: • �tMr.John Kapplcr, Kappler Architects, P.S. • • . • .'s b.•t `. '.. •si �••b� 4 ^.. �tiiri�,i '�:1.:.��G:•.� 2•�{ ...:?'•�: +..7 ' }. rs •rt:. eLj ' +:Yii4rri +'i'i:'. ;' %ii Sr:70.E' t�tl'. 7.� �k4t:`.,•�.1 , i,i • .Y. jt :•war,• •1:. •,. / • h 'r ERRA ASSOCIATE, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences July 10, 2001 Project No, T- 1515 -2 Mr. Bill Fowler Dujardin Development Company P.O. Box 1059 Snohomish, Washington 98291 Subject: Plan Review Fosterview Estates, Lot 37 Tukwila, Washington Reference: 1. Fostervlew Estates Summary Report, Geotechnical Issues, prepared by Terra Associates, Inc., December 16, 1998 2. Slope Stability Issues, Lots 35 through 40, dated July 29,1999, prepared by Terra Associates, Inc. Dear Mr. Fowler: 0.: • As requested, we reviewed architectural plans prepared foi tot 37 of the Fostervlew Estates project in Tukwila. The purpose of our review was to verify that the plans are in�'onformance with the geotcchnical recommend ations presented in the.referenced reports and to•provide additional recommendations, as required. .3 • 11 PROJECT DESCRIPTION We reviewed the following plans: { Sheets P1.0 and P1.3, Architectural Site Plans, dated August 31, 2000 Sheets P2.7 and P2.8, Architectural Plans, dated July 3, 2001 Sheet P6.9, Site Section for Lot 37, dated July 3, 2001 The project plans we reviewed, which were prepared by Kappler Architects, P.S., indicate that a three-story, wood - framed, single - family residence will be constructed on the lot. The main floor, inclgding•the entry, will be at Elev. 186. The garage level will be at approximately Elev. 174 and will be. constructek'ivit) a`slab -on -grade • floor. ". VC ' t • •i7�r •�• L'.�: :1 P? Fti:. •4,,,: ' ,:'' fi• {r..a•..•_ • it. •.1•.t. .1. t0r :• �'•f . +. .. •. :* .•• -+. t��' tT ..; �'. °': .•t.•.. .c.'r. ••H,ti•; w'r a�r 7» . -: ...: ..'4L.•..v1 .i., ^_.... :t. .. .. .. •. �.e .• �' 1''+►.•. •l.•;:'�f.i:Yt•. r;.A.x IA»t-r.1:141 1, 4¢ » "s f i Fa{� . { ` Jl :*, -, f, i.� �v l 0 •.1 , Kr.r'a+i f' :1: :a - =•r .* 7:2525NYlitopvs Road Suite 1 O;Kirklan;NV iti ngta 803 "y -.� : :f 7ttw :%= •:.• • Phone (425) 821-7777 • Fax-(425) 821.4334. • terralPterra- associates.com v Y Mr. Bill Fowler July 10, 2001 To construct the residence, temporary excavations of up to 13 feet will be required to construct the lower garage/basement level. It is not anticipated that significant fills, other than the basement wall backfill, will be placed at any location on the lot. After completion of the foundation walls, excavations will be backfilled with structural fill. A two- tiered concrete retaining wall is planned along the south property line to create the planned finish grades. The concrete walls will have a maximum height of three feet for the upper wall and four feet for the lower wall. DISCUSSION AND RECOMMENDATIONS Based on our review, it is our opinion that the plans are in general accordance with the geotechnical recommendations presented in the referenced reports. The following discussion and recommendations are based on our review of the current building plans and site conditions. Excavationsand Earthwork All excavations at the site associated with confined spaces, such as utility trenches and lower building walls, must be completed in accordance with ,local, state, or federal requirements. The site plan indicates that temporary excavations of up to 13 feet may be required to construe, the foundation for the lower garage level of the residence. Temporary slopes in native soils may bo' constructed at an inclination of 1:1 (Horizontal:Vertical). Temporary slopes in existing till soils should be no grentar :than 1.5:1. We expect that ,the majority of the excavation will be male through mostly previously placed uncontrolled fill soils, and some nativcrsoiis consisting of sandy silt and silty sand. The existing slope on the lot has an inclination of approximately. 2 :1. The .slope was previously cut to 1 :1 during construction of South 137th Manua. After road construction,' the too -of- -scope was filled to`create a 2:1 slope. The top of the slope was not altered. This resulted in place'mcnt of up to approximately ton feet of fill along the slope. Review of plans and proposed finish grades indicate that the' foundations should extend through the fill layer. If any fill soils aro found on the finished slope behind the 'house, they should be 'removed and replaced with competent structural fill benched into the slope, Detailed observations should be made by a representative from our firm during excavation to confirm that all existing fill sofls,have been removed from the slope and foundation areas. The on -site native and existing fill soils contain a significant amount of fines (silt and clay size particles). This material will be difficult, if not impossible, to work with in wet weather. The excavated native soils should be removed from the site, or used in nonstructural landscape areas away from the slopes. We recommend that the recycled concrete previously placed at,other locations on -site be used to backfill all foundations, and as additional fill wherbver possible.• To prevent contamination,. this material should be kept separate from the native.inaterials on the site.. As an alternativb, imported pit- run.gravel dolls may also be used for backfill. ' M(Ofr/S '. Project: ..Tr1 5I5.2 •: ..' -, .• t" , • -., , • .t• .. a •- .', Wage I'IQ. L....,a.;:L: • t t.. ? a • t z r :" :.. i ! , • • ' '` . 1- .` • . • . • { "Mr. Bill Fowler • July 10, 2001 J +. Retaining Walls _A two- tiered concrete retaining. wall is planned along the south side of the lot. These walls should have a minimum embedment depth of 18 inches and bear on firm; undisturbed native soil or compacted structural fill. We recommend designing the wall foundations for a net allowable bearing capacity of 2,000 psf. The walls- should be provided with adequate drainage to prevent hydrostatic pressure development.. Wall drainage can be provided by attaching prefabricated wall drainage panels, such as Miradrain 6000, to the_inside of the wail, or by . backfilling the wall with dean granular material, such as pea gravel. Behind the drainage layer, the wail backfill should be placed as structural fill and compacted to a minimum of 95 percent of its maximum dry unit weight, as determined by ASTM Test Designation D -698 (Standard Proctor). The backflil material should consist of.a • granular soil that meets the following grading requirements: . • U.S. Sieve Size Percent Passing 3 inches • 100 • No. 4 : 75 maximum No. 200 5 maximum* *Based on the 3/4 -inch fraction Prior to use, Terra Associates, inc. should examine and test all materials imported to the site for use as structural fill. At. :With" wall backflil placed and compacted as recommended and drainage properly installed,, we. recommend designing unrestrained walls for an active pressure equivatint to a fluid weighing 35 pounds per cubic foot (pcf), Passive earth pressures acting on the buried portion 'ofa the wall can also be considered. 'We ,recommend calculating thitlateral resistance using an equivalent fluid weight of 300 pcf for the upper wall and,225 pcf for the` lower wall. We recommend not including the upper 12 inches of soil in this computation bccausc'they can be aftccted by weather or disturbed by futuro grading activity. A coefficient of friction between soil and concrete of 0,40 can be used. 'No additional surcharge is expected on the concrete walls. Rockeries should not be used as retaining structures, Rockeries up to 30 Inches high may be used for landscaping purposes, ' A 11.t.L onstr_�ct Construction of the residence is planned along both the east and west sides of Lot 37. To the east, the proposed residence location for Lot 38 comes within ten feet of the proposed residence for Lot 37, • Due to the relative proximity of the two residences, ,the foundation backlit' along the east *side of Lot 37 may have to be placed concurrently with backfilling the west side of the residence and Lot 38. • Backfilling of the south and west foundation wallg on Lot 37 should not be affected by Lot 36 construction. • i'... ..: Z 2'� e:'` �_ + +t_ :`rt'fS. = .:1 :. r Q;.;na...• �. .r.r.r i^ty -" '•�.. ":.. J 4' w! • N. -:•'� fesd,S. •+j +ye:. i .,e,,i'*£�•.•+i ti.�if +•+{:"lt.. �t "r��'. t'"PT. `4��'(k +.:sue a+ • .. ;•��� ki � r� ' � �r.• •' ;fit ' j:L ; �'`'J t S ' r j : r t : : ' • . i :j•t , • i P + r * . } i o • • je c. .c. U. o , T715.1 5 -L. •r V•:: :) s• i 2;16.i i ; r • 1r• C " 1F : i.. Y• #, • • • . 1 • `Mr. Bill Fowler July 10, 2001 Foundations The foundation excavation on this lot should extend into competent native soils. These soils are moisture sensitive and subject to disturbance in wet weather. If the bearing soils become disturbed, they should be overexcavated and replaced by materials, such as recycled concrete or quarry spalls. The foundations should be designed and constructed in accordance with the recommendations presented in the referenced reports. The foundations should be designed for an allowable bearing capacity of 2,000 pounds per 'square foot (psf). Walls supporting backfill should be designed as retaining structures, and should be provided with adequate subsurface drainage. The walls should be designed to support an equivalent fluid weight of 35 pcf, assuming a horizontal backfill configuration. A uniform lateral pressure of 100 psf should be added for restrained conditions. The lateral loads may be resisted by friction between the base of the footings, floor slabs, and the supporting subgrade, as well as passive pressures acting on the sides of the foundations. A friction factor of 0.4 may be used, In addition, a passive pressure corresponding to an equivalent fluid weighing 250 pcf may be used. The upper 12 Inches of foundation penetration should be neglected in the passive pressure computation. �St_ ab llty and Eroston Co,� ntrot The soil stability issues discussed in the referenced reports have been incorporated into Sheet P6,9, Site Sections for Lot 37, dated July 3, 2001, The retaining wall Igeations and finish grades are consistent with the recommendations presented in the referenced reports. Earthwork construction on this lot should be performed in dry weather, Erosion and sediment control measures should•be in accordance with Section D.5.2 in the 1998 King County Surface ,Water Design ,Manual. In addition, exposed areas should be minimized to prevent additional erosion. , A representative of Terra Associates, inc. should observe excavation and backfill operations, as well as foundation subgradcs, to verify that the site conditions are as anticipated. We trust the information presented is sufficient for your current needs.. If you have any questions or require additional information, please call.* Sinccrely.yours, ' • TERRA ;A,SSQC;A�TFSI INC. • V y► �� t ,, ��•. a ., t maid P. Kn S oll:Il E.I.T. , Sufi Engir er' �, ; ?: t' Anil Biffail ? E` ry 9-110) 01 • N 1 1:10/ �� ►..:r ;.t•; .tit ' cc: Mr. John Kappler, Kappler Architects,'P, M I WAS" I§ rti *saw. lw.. •. +- TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences Mr. Bill Fowler Dujardin Development Company P.O. Box 1059 Snohomish, Washington 98291. Subject: Plan Review . Fosterview Estates, Lot 36 Tukwila, Washington July 10, 2001 Project No T- 1515 -2 References: 1. Fosterview Estates Summary Report, Geotechnical issues, prepared by Terra Associates, Inc., dated December 16, 1998 2. Slope Stability issues, Lots 35 through 40, prepared by Terra Associates, inc., dated July 29, 1999 Dear Mr. Fowler: As requested, we reviewed architectural plans prepared for :,Lot 36 of the Fosterview Estates project in Tukwila. The purposq of our, review was to vcrifY ,that the plans are in conformance with the geotechnical recommendations presented in tho referenced reports and to provide additional recommendations, as required. PROJECT DESCRIPTION We reviewed the following plans: • Sheets P1.0 and Pt .3, Architectural Site Plans, dated August 31, 2000 • Sheets P2.7 and P2.8, Architectural Plans, dated July 3, 2001 • Sheet p6.7, Site Section for Lot 36, dated August 22, 2000 The project plans . we reviewed, which were prepared by Kappler Architects, P.S., indicate that a three -story, wood - framed, single- faini,ly residence will be constructed on the lot. The main floor, including the entry, will be at Elev. 188.5. The garage level will be at approximately Elev. 176.5 and will be constructed with a slab -on- grade floor. , .... '.:•.. Y� �7 4 % .. ... -...J }.t f:.w sw• '••r•r �.t., r.... .�'..::4 •4•a..1t�'.r �3 •: te�.e�• -+e.i' }'- "j.p. �:�: „':• i. :: '. -e. {7T M•:.F *�•� -' e r01;.:1,." r0,,°0! e::41 ^,iL .i N.v - 1. .r T. 0'. • . t �.' T 1 ' -1' ' 12525 Wil lows - Road, Suite fi01,'Kirkland,tWashing on 98034, • Phone (425) 821 -7777 • Fax (425) 821 - 4334.± tetrad terra- associates.com. a • ••• ••I::l. a lg Mr, Bill Fowler July 10, 2001 To construct the residence, temporary excavations of up to 13 feet will be required to construct the lower garage/basement level. It is not anticipated that significant fills, other than the basement wall backfill, will be placed at any location on the lot. After completion of the foundation wails, excavations will be backfilled with structural fill. A two- tiered concrete retaining wall is planned along the south property line to create the planned finish grades. The concrete walls will extend 22 feet onto the lot from the southeast corner and will have a maximum height of three feet for the upper wall and four feet for the lower wall, DISCUSSION AND RECOMMENDATIONS Based on our review, it is our opinion that the plans are in general accordance with the geotechnical recommendations presented in the referenced reports. The following discussion and recommendations are based on our review of the current building plans and site conditions. Excavations and Earthwork All excavations at the site associated with confined spaces, such as utility trenches and lower building walls, must be completed in accordance with local, state, or federal requirements. The site plan indicates that temporary excavations of up to 13 feet may required to cipstruct the foundation for the Tower garage level of the residence. Temporary elopes in native soils may be constructed at an inclination of I:1 (hlorizontal:Vertical), Temporary slopes in existing fill soils should be no greater than 1.5:1. , We expect that the majority of the excavation will be rn de through mostly previously placed uncontrolled fill soils, and some native soils consisting of sandy silt and silty 'nand. The existing slope on the lot has in inclination of approximately 2:i. The slope, was previously cut to 1: I during construction of South 137th Avenue. After road construction, the toe of the, slope was filled to create a 2 :1 slope. The top of the slope was not altered. This resulted in 'the placement of up to approximately ten' feet of fill along the slope. Our review of plans and proposed finish grades indicates that the foundations will extend through the fill layer. If any till soils are, found on tho finished slope behind the house, they .should be removed and replaced with competent structural fill benched into the slope. Detailed observations should be, made by a representative from our firm during excavation to confirm that all existing fill soils have been removed from slope and foundation areas. The native soils and the existing fill soils at the site contain a significant amount of fines (silt and clay size particles). This material will be difficult, if not impossible, to work with in wet weather. The excavated native soils and existing fills should be removed from the site, or used in nonstructural landscape areas away from the slopes. We recommend that the recycled concrete previously placed at other locations on-site be used to backfill all foundations, and as additional•fail wherever possible. To prevent contamination, this material should be kept separate from the'native materials on the site. As an alternative imported pit -run gravel soils may also be used for backfill, • •:••• �,• s:1':'4 �li• k I f.it" k• •i:� ' { '• •1. # {j_r=,4' i ii • • • Rr ~ �rl: • • : i i i •T ; . + *• "; • M IQI - /aS . 1 P_toject,No. T- 1:15 -. • Mr. Bill Fowler July 10, 2001 tetainine Walls . A two- tiered concrete retaining wall is planned along the south side of the lot, towards the southeast corner. These walls should have a minimum embedment depth of 18 inches and bear on firm, undisturbed native soil or compacted structural fill. We recommend designing the well foundations for a net allowable bearing capacity of 2,000 pounds per square foot (psi). The walls should be provided with adequate drainage to prevent hydrostatic pressure development. Wall drainage can be provided by attaching prefabricated wall drainage panels, such as Miradrain 6000, to the inside of the wall, or by. backfilling the wall with clean granular material, such as pea gravel. Behind the drainage layer, the wall backfill should be placed as structural fill and compacted to a minimum of 95 percent of its maximum dry unit weight,' as determined by ASTM Test Designation D -698 (Standard Proctor). The backfill material should consist of a granular soil that meets the following grading requirements: - • U.S. Sieve Size Percent Passing 3 inches 100 No. 4 75 maximum No. 200 5 maximum'' *Based on the 3/4 -inch fraction • Prior to use, Terra Associates, inc. should examine and test all materials imported to the site for use as structural fill. 4 i •/0 With ,wall backfill placed and compacted as recommoriAd and drainage properly installed, we recommend designing unrestrained walls for an active pressure equivalent to a fluid weighing 35 pounds per cubic foot (pcf). Passive earth pressures aoting on' the buried portion of Clio wall can also be considered. We recommend calculating 'this lateral resistance using an equivalent fluid weight of 300 pcf for the uppgr wall ,and 225 pcf for the lower wall. We recommend not including the upper 12 inches of soil in this computation because they can be . affected by weather or.disturbod by future grading activity. A coefficient of friction between soil and concrete of 0.40 can be used, • No additional surcharge is expected on the concrete walls, Rockeries should not be used as retaining structures. Rockeries up to 30 inches high may be used for landscaping purposes. ' • M, j e , t Lot,_„Co,,nstructiooq Construction of the residence is planned along both the east and west sides of Lot 36. To the east, the proposed residence location for Got 37 comes within 15 feet of the proposed residence for Lot 36. To the west, the proposed residence location for Lot 35 comes within 15 feet of the proposed,residence for Lot 36. Backfilling of the south, east, and west foundation walls on Lot 36 should not be affected by construction on either Lot 35 or Lot 37. • ',y.�. `�•7':`-,`C -.._. ct i,, 4"..: !..•. .{•. �. _f �:. ...:.r.. D 7 *Tr.:: t7.J e,'� = i't r • i:: ■ 1.. �' ^ �. - :•� •:'}.w: -.Lsli+.; :.• • ;.tz -..j iT•A't}-w !v`iT ^. ♦+f+ T't f.1 •�. y C �. M� . pp i t.' q 4 T •7 +.i:.- M ! t""r" -M� w 1-frt 'it •r,-.A gT41, i; vi �'i S�e1.Q.:�� * a•ta.':u �: tt� isti.s. ,�..•,:verki y;���.��- a! ,•• P" 1, .••r. r �.s :tYN. ;�:�e.� i't'! i'i'i'.�-iJ,' s.•'S.'. tF::, ..„ _... .... .. ... i• ie� .� .. .i'�. • • �. ».; :S.•.� cA ��i � - 7 4 7• Pill?). c cT t{ • a N; Q i p . T- 151 a e '' . 3 4 Mr. Bill Fowler July 10, 2001 Foundations We expect the foundation excavation on this lot will extend into competent native soils. These soils are moisture sensitive and subject to disturbance in wet weather. If the bearing soils become disturbed, they should be overexcavated and replaced by materials, such as recycled concrete or quarry spalls. The foundations should be designed and constructed in accordance with the recommendations presented in the referenced reports. The foundations should be designed for an allowable bearing capacity of 2,000 psf. Walls supporting backfill should be designed as retaining structures and should be provided with adequate subsurface drainage. The walls should be designed to support an equivalent fluid weight of 35 pcf, assuming a horizontal backfill configuration. A uniform lateral pressure of 100 psf should be added for restrained conditions. a The lateral loads may be resisted by friction between the base of the footings, floor slabs, and the supporting subgrade, as well as passive pressures acting on the sides of the foundations. A friction factor of 0.4 may be used. in addition, a passive pressure corresponding to an equivalent fluid weighing 250 pcf may be used. The upper 12 Inches of foundation penetration should be neglected in the passive pressure computation. Soil Stability and Erosion Control The soil stability issues discussed in the referenced reports have been incorporated into Sheet P6.7, Site Sections for Lot 36, dated August 22, 2000. The retaining wall S;Qcations and finish grades arc consistent with the recommendations presented in the referenced reports. Earthwork construction on this lot should be performed in dry weather. Erosion and sediment control measures should be in accordance with Section D.5.2 in the 1998 King County Surface Water Design Manual. in addition, exposed areas should be minimized to prevent additional erosion. • • A representative of Terra Associates, Inc. should observe excavation and backfill operations, as well as foundation subgrades, to verify that the site conditions are as anticipated. We trust the information presented is sufficient for your current needs. If you have any questions or require additional Information, please call. Sincerely yqurs47„ r,,. TERRA: ASSOCIryAT; I.gtAric. vAioa•�i r • , x t B ?rn rd P. K Qjt.Ii, E•I•T• ' � •A . Ani " "•`Mr :7o"h"nw'C{app er, Kappler Architects; P.S. cc; i Mi 6 i•- ias Cl As ld••, =•i•i 1 rS• '1 =..4- i. { ` r. . t •� • • ,,`•Atfa�r- itrt•.t�.+�f.�,, -� •�. j 3,�. ti x.1.4 i4 ii.�: •:%�i 114- e w�, wau JC=M.r�.�.. �1Yi 74i�iii '5 .�. AA.•ia.;ii w+.��•�G ':S'.� ►i�tr` r Consultants in Geoteehnical Engineering, •- and ... s A •r I3- ... ii•a_••.' -r nc.! w+ Geology. • Environmental Earth Sciences • 2 Mr. Bill Fowler Dujardin Development Company P.O. Box 1059 Snohomish, Washington 98291 Subject: , Plan Review Fosterview Estates, Lot 40 Tukwila, Washington • References:* ' 1. Fosterview Estates Summary Report, Oeotechnical Issues, prepared by • Terra Associates, Inc., dated December 16, 1998 2. Slope Stability issues, Lots 35 ,through 40, prepared by Terra Associates, Inc., ` , dated July 29, 1999 al .• July 10, 2001 Project No. T- 1515 -2 Dear Mr, Fowler: •. As'requested, we reviewed architectural plans prepared 4r Lot 40 of the Fosterview Estates project in Tukwila. The purposb of our review was to verity'- that the plans are in conformance with the gcotcchnicnl `recommendations presented in the roforenced reports and to provide additional recommendations, as required. PROJECT DESCRIPTION Wo reviewed the following plans: • Sheets P1.0 and P1.3, Architectural Site Plans, dated August 31, 2000 • ' Sheets P2,7 and P2.8, Architectural Plans, dated July 3, 2001 - Sheet P6.9, Site Section for Lot 40, dated July 3, 2001 The project plans we reviewed, which were prepared by Kappler Architects, P.S., indicate that a three -story, wood- framed, single- family residence will be constructed on the lot. The main floor, including the entry, will be at Elev, 174. The garage level will be at approximately Elev. 162 and will be constructed with a slab -on -grade floor. • 12525 Willows Road, Suite 101, Kirkland, Washington 98034 ` -Phone (425) 821 -7777 • Fax (425) 821 -4334 • terra@terra- associates,corn 1 • • • ......... •.- r .• • •. • • • •• I Y • • • +.{{,.,�, �i 1i •,.j d.. P. 1.. J4 J. 1. .r.. 4. .t,:'.;•. I• .. . ... �a i..,}:• .J0 :,; .j .Ii r' • ••� :.f 101...•0 •..,.. ••.. :: •r • • .. :. .. , s • a *a. e.. .. • .li! '•rI B 11 fowte„ ..1 ..t L. :, .. ..I ..4 •C:� ., •• A ,i.:r Y .,.� 1 , j }. .. �a.y •.4 1,.:. ". -.oil • ...a,r....-•..4...... luw.r..`:.... . , • . • •a S 1 1 , ,... .I.„,:,,.......:-..-. ,;.; •f .•,., • ... 1 , -..•.i •a'. «:Y.• 1 ..2.:.Y: t:•-, :J: �.-_ rr . _ . • .':.• Juty. 10; 2001 :,.` ... �, _ r" • • To construct the residence, temporary excavations of. up-to 13 feet will be required to construct -the lower garage/basement level. It is not anticipated that significant fills, other than the basement wall backfill, will be placed at any location on the lot: After completion of the foundation walls, excavations will be backfilled with structural fill. To create planned finish grades, concrete retaining walls are planned along the east and south property lines. These walls will join together at the southeast property 'corner. The two - tiered concrete wall along the south property line will have a maximum height of three feet for the upper wall and four feet for the lower wall. The east.wall will have a maximum height of four feet. • . DISCUSSION AND RECOMMENDATIONS • Based on our review, it is our opinion that the plans are in general accordance with the geotechnical recommendations presented in the referenced reports. The following discussion and recommendations are based on our review of the current building plans and site conditions. • Excavations and Earthwork • All excavations at the site associated with *confined spaces, such as utility trenches and lower building walls, must bo completed in accordance with 'local,. state, or 'federal requirements, The site• plan indicates that temporary excavations of up to 13 feet may be required to construct the foundation for tho lower garage level of the `residence. Temporary, slopes In native soils tiny be constructed at an inclination of 1:1 (Horizontal:Vertical), Temporary slopes in existing fill soils should bo no greater than 1.5 :1. ' If these temporary slopes cannot be constructed, shoring the excavation will have to be,considered. I,, We expect that the majority of the excavation will be made through mostly previously placed uncontrolled fill soils, and some native soil's consisting cif sandy silt and silty sand. The' existing slope on the lot has an inclination of approximately 2 :1.• The slope was previously cut to 1:1 during construction of South .137th Avenue, After • road construction, the toe.of the slope was filled to create a 2:1 slope; The top of the. slope was not altered, This resulted in the, placement of up to approximately ten feet of fili•along the slope, Our review of plans and proposed finish grades indicates that the foundations will extend through the fill layer, If any fill soils are found on the finished slope behind the house, they should be removed and replaced with competent structural fill bunched into the slope. Detailed observations should bo made by a representative from our firm during excavation to confirm that all existing fill soils have been removed from the slope and foundation areas: The on -site native and existing fill soils contain a significant amount of fines (silt and clay size particles). This material will be difficult, if not impossible, to work with inwet weather. The . excavated native soils and existing fills should be removed from the site, or used in nonstructural .landscape areas away from the slopes. We recommend that the recycled concrete previously placed at other locations. on -site be used to backfill all foundations, and as additional fill wherever possible. To prevent contamination, this material should be kept separate from the native materials *on the site. As an alternative, imported pit -run gravel soils may also be used for backfill. • • • .•� r:Mr: Bill Fowlers • Jufy 10, 2001 Retaining Waits • . .. ..... .r' . .,•.._- a A two- tiered concrete wall is planned along the south side of the lot, and a single -tier concrete wall is planned along the east side. These walls should have a minimum embedment depth of 18 inches and bear on firm, undisturbed native soil or compacted structural fill. We recommend 'designing the wall foundations for a net allowable bearing capacity of 2,000 psf. The walls should be provided with adequate drainage to prevent hydrostatic pressure development. . Wall drainage can be provided by attaching prefabricated wall drainage panels, such as Miradrain 6000, to the inside of the wall, or by backfilling the wall with clean granular material, such as pea gravel. • Behind the drainage layer, the wall backfill should be placed as structural fill and compacted to a minimum of 95 percent of its maximum dry unit weight, as determined by ASTM Test Designation D•698 "(Standard Proctor). The backfill material should consist of a granular soil that meets the following grading requirements: '• " *Based on the 3 /4•inch fraction' • Prior 'to use, Terra Associates, Inc, should examine and test all materials imported to the site for use as structural 1 It With will backfill placed and compacted as recommended and drainage properly installed, we recommend designing unrestrained walls for an active pressure equivalent to a fluid weighing 35 pcf. Passive earth pressures ' acting on the buried portion of the wall can also bo considered. We recommend calculating this lateral resistance using an equivalent fluid weight of 300 pcf f'or the upper wall and 225 pcf for the lower wall. Wo recommend not including,the upper 12 inches of soil in this computation because they can be affected by weather or disturbed by fixture grading activity. A coefficient of friction between soil and concrete of 0.40 can be used. - No additional surcharge is expected on the concrete walls. Rockeries should not be used as retaining structures. ,Rockeries up to 30 inches high may be used for,landscaping purposes, • • Adjacent Lot Construction • Construction of the residence is planned along the west side of Lot 40. The proposed residence location for Lot 39 comes within ten feet of the proposed residence for Lot 40. Due to the relative proximity of the two residences, the foundation backfill along the west side of Lot 40 may . have to be placed concurrently with backfilling the east side of the residence for Lot, 39, Backfilling of the south foundation walls on Lot 40 .should not be affected' by construction on Lot 39. • • • ' U.S. Sieve Size . ' ' • Percent Passing - '. ' 3 inches . 100 No. 4 75 maximum . . No. 200 - • , 5 maximums, • '• " *Based on the 3 /4•inch fraction' • Prior 'to use, Terra Associates, Inc, should examine and test all materials imported to the site for use as structural 1 It With will backfill placed and compacted as recommended and drainage properly installed, we recommend designing unrestrained walls for an active pressure equivalent to a fluid weighing 35 pcf. Passive earth pressures ' acting on the buried portion of the wall can also bo considered. We recommend calculating this lateral resistance using an equivalent fluid weight of 300 pcf f'or the upper wall and 225 pcf for the lower wall. Wo recommend not including,the upper 12 inches of soil in this computation because they can be affected by weather or disturbed by fixture grading activity. A coefficient of friction between soil and concrete of 0.40 can be used. - No additional surcharge is expected on the concrete walls. Rockeries should not be used as retaining structures. ,Rockeries up to 30 inches high may be used for,landscaping purposes, • • Adjacent Lot Construction • Construction of the residence is planned along the west side of Lot 40. The proposed residence location for Lot 39 comes within ten feet of the proposed residence for Lot 40. Due to the relative proximity of the two residences, the foundation backfill along the west side of Lot 40 may . have to be placed concurrently with backfilling the east side of the residence for Lot, 39, Backfilling of the south foundation walls on Lot 40 .should not be affected' by construction on Lot 39. • • • ' July 10, 200.1 3 :s•`:• ;; ; ;X: to fliund ::;iii: excavation on this lot will extend into competent native soils. These soils are moisture reN:,;.; •c end s.:bject :o disturbance in wet weather. If the bearing soils become disturbed. they $houid be ..r.d jttaterials, such as recycled concrete or quarry spalls. 71..e foul:If:d ss should b•: designed and constructed in accordance with the recommendations pres_nted in the :7:'u `:' i•: -.'. ;!tdations should be designed for an allowable bearing capacity of 2,000 psf. be designed as retaining structures and should be provided with ade ;um: walls should be designed to support an equivalent fluid weight of 35 pcf, assuming :t .,cr;z;,ivai backfill configuration. A uniform lateral pressure of 100 psf should be added for restrained The lateral loads may be resisted by friction between the base of the footings, floor slabs, and the supporting sti grade, :.s ',•eil as passive pressures acting on the sides of' the foundations. A friction factor of 0.4 mad b: us:d. : n addition, a passive pressure corresponding to an equivalent fluid weighing 250 pet' may be used. The of :bunt:a:ion penetration should be neglected in the passive pressure compuration, 31)1i St% U1r::tiiri E; nrsion Control 11 Tito malty issues ‘:iscusscd in the referenced' reports have been incorporated into Sheet P6.9, Site S.::titins for Lot 40, dated July 3, 2001. The retaining wall rbcations and finish grades are consistent with the recommendations presented in the referenced reports. Earthwork construction on this lot should be performed in dry weather. Erosion and sediment control measures should be in accordance with Section D,3.2 in the i )93 King Cnu :iy Stnf tee Water Design Manual. In add(t on, exposed areas should be additi, :t: I A representative of Terra Associates, Inc. should observe excavation and backfill 4 ::2: i °n: {:: '. :i; foundation subbrades, to :'crif+ that the site conditions aro as anticipated. '.'6'; trust chit information presented is sufficient, for your current needs. If you have any c;u4st;oita or require additional information, please call Sincerel y yours, ': TERRA ASSOCIATES, INC. ti:, +•14' ; .*':;~'�\ . >. ,, i An i1,40.(IfftEr. •a• , r incip,d'; "'R hn�w ,+w+r.� •.rte, w...- .s.- -- •s t... • '-`;r, -Joo n. F. jppler, l{appler Architects, P.S, • wil/D/01 • • 4 . 101 -�a.s Project No, T -1515 RETAINING WALLS FOR FOSTERVIEW ESTATES LOTS 36 - 40 A KAPPLER ARCHITECTS PLAN TUKWILA, WASHINGTON Jamieson Consulting Job No. 20181 E NOTE: This stamp applies to the members and assemblies described in these calculations only and Is only valid if it is a wet stamp. JAMIESON CONSULTING CONSULTING ENGINEERS PROJECT MANAGEMENT 733 7TH AVE STE 108 KIRKLAND WA 98033 (425) 803-2581 FAX 803 -3289 nn ioi -ias JAMIESON CONSU...ING Consulting Engineers 733 7TH AVE STE 108 • KIRKLAND WA 98033 (426) 8034581 • FAX (426) 803.3289 JOB NAME JOB NO. OATS Fes tE 20 /s E #7101 TYPICAL CANTILEVERED RETAINING WALL INPUT NAME OUTPUT UNITS COMMENT BY SHEET NO. ..32._ OF 35 EFP 0/ ft3 Equivalent fluid pressure 0.287 Cf Coefficient of friction against sliding (includes Factor of Safety of 1.5) 3.87 a ft Height of earth above "base" 0 w4 # Weight on top of wall 0.87 w ft Wall thickness 0.83 t ft Footing thickness 0.33 toe ft Length of toe 1,50 heel ft Len th of heel H 4,50 ft Lf 2,50 ft fs 937 fs2 952 Lf /3 0.83 X 0.94 2Lf /3 1.68 F 364 Fk .3 F8 3,360 Mot 532 Mr 1,788 Mu 490 W 1,339 w1 681 w2 367 w3 311 x1 1.75 x2 0.66 x3 1.25 x4 0.68 Overall height of equivalent fluid Total footing width 0/ft2 Boil bearing if X is In mid 1/3 01 ft2 Soil bearing if X Is not in mid 1/3 ft ft Location of resultant force ft # Total horizontal force # Net sliding force per foot Net factor against overturning # • ft Overturning moment # • ft Resisting moment # • ft Ultimate moment for concrete design # Total weight on footing # Soil weight on heel (120 pcf) (2 ..4 r jr7 # Weight of wall # Weigh of footing _ ft ft ft ft iFt4./oIb,c, (''tcL44. 44.1.egolgacs rl 1 I. (3)4 4 call, VIM•111111MMIi■ z5co F91 ps/ 44- o, K' tompt ok•iiet6 /o,c, it C, JAMIESON CONSULTING Consulting Engineers 733 7TH AVE STE 108 • KIRKLAND WA 98033 (425) 803.2681 • FAX (425) 803.3289 JOS NAME JOB NO BY DATE SHEET NO. , OF TYPICAL CANTILEVERED RETAINING WALL INPUT NAME OUTPUT UNITS COMMENT 35 EFP # / ft3 Equivalent fluid pressure 0.287 Cf Coefficient of friction against sliding (includes Factor of Safety of 1.5) 4 a ft Height of earth above "base" 50 w4 # Weight on top of wall 0,87 w ft Wall thickness 0,83 t ft Footing thickness 0,87 toe ft Length of toe 1.50 heel ft Len • th of heel H 4.83 ft Overall height of equivalent fluid Lf 2,64 ft Total footing width fa 807 01 ft2 Soil bearing if X is In mid 1/3 fa2 880 #1 ft2 Soli bearing If X is not In mid 1/3 Lf /3 0,95 ft X 1.18 ft Location of resultant force 2Lf /3 1.89 ft F 408 # Total horizontal force Fk 2 # Net sliding force per foot F$ 3.736 Net factor against overturning Mot 857 # • ft Overturning moment Mr 2,455 # • ft Resisting moment Mu 836 # - ft Ultimate moment for concrete design W 1,523 # Total weight on footing wi 720 # Soil weight on heol (120 pct) w2 400 # Weight of wall w3 353 # Weight of footing x1 2.09 ft x2 1.00 ft x3 1.42 ft x4 1.00 ft sre..r.zyco Fs/ 4::#0,e,$/ of43lg ,n/), * les /6 /o,c, e" e" /!6" MIOiia ig CJAMIESON CONSLrIN( Consulting Engineers 733 7TH An STE 108 • KIRKLAND WA 98033 (425) 803.2581 • FAX (425) 8033289 JOB NAME JOB NO. BY DATE SHEET N0. 4 OF TYPICAL CANTILEVERED RETAINING WALL INPUT NAME OUTPUT UNITS COMMENT 35 EFP # 1 ft3 Equivalent fluid pressure 0.267 Cf Coefficient of friction against sliding (includes Factor of Safety of 1.5) 4.83 a ft Height of earth above "base" 50 w4 # Weight on top of wall 0,67 w ft Wall thickness 0,83 t ft Footing thickness 0.67 toe ft Length of toe 2,00 heel ft Len • th of heel H 5,66 ft Overall height of equivalent fluid Lf 3.34 ft Total footing width fs 975 01 ft2 Soil bearing if X is in mid 1/3 fs2 1,029 #1 ft2 Soil bearing if X Is not in mid 1/3 Lf /3 1.11 ft X 1.37 ft Location of resultant force 2Lf/3 2,22 ft F 561 # Total horizontal force Fk -2 # Net sliding force per foot FS 3,723 Net factor against overturning Mot 1,058 # - ft Overturning moment Mr 3,937 # • ft Resisting moment Mu 1,117 # • ft Ultimate moment for concrete design W 2,108 # Total weight on footing w1 1159 # Soil weight on heel (120 pcf) w2 483 # Weight of wall w3 415 # Weight of footing x1 2,34 ft x2 1.00 ft x3 1.67 ft x4 1,00 ft K4 It )z mix Cz)ik4ror 611 6" 'ot" Mu*f) io" 4 ig JAMIESON CONSL...AING Consulting Engineers 733 7TH AVE STE 108 • KIRKLAND WA 98033 (425) 803.2581 • FAX (425) 803.3289 JOB NAME FOSTEI )/E JOB NO. 2019 / E , BY VJs. DATE 6/21/0/ . SHEET N0,______' OF TYPICAL CANTILEVERED RETAINING WALL INPUT NAME OUTPUT UNITS COMMENT 35 EFP # / ft3 0.267 Cf 5.75 50 0.67 0.83 0.67 2.50 8 ft w4 w ft t ft toe ft heel ft H 8,58 ft Lf 3.84 ft fs 1,178 #/ ft2 fs2 1,227 # / ft2 Lf /3 1,28 ft X 1.54 ft 2Lf /3 2,56 ft F 758 # Fk 3 # F8 3,814 Mot 1,882 # - ft Mr 8,007 $0- ft Mu 1,885 # - ft W 2,828 # w1 1725, # w2 575 # w3 478 # x1 2,89 It x2 1.00 ft x3 1,92 ft x4 1.00 ft Equivalent fluid pressure Coefficient of friction against sliding (includes Factor of Safety of 1.5) Height of earth above "base" Weight on top of wall Wall thickness Footing thickness Length of toe Len.th of heel Overall height of equivalent fluid Total footing width Soil bearing if X is in mid 1/3 Soil bearing if X Is not In mid 1/3 Location of resultant force Total horizontal force Net sliding force per foot Net factor against overturning Overturning moment Resisting moment Ultimate moment for concrete d - Ig Total weight on footing Soli weight on heel (120 pcf1 Weight of wall �. Weight of footirfg 111 n x)*ii. Top • •{0 ei`I 4011 Amofria5 oit4 PLAN REVIEW /ROUTING SLIP Thin NUMBER_M101-125 _ DATE: 07- 11 -01. PROJECT NAME: FOSTERVIE'W ESTATES SITE ADDRESS:__42.75, 4279, 42$7,4291.,__4.295 S j 37STSUITE NO: X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # _. Revision # AFTER Permit Is Issued LA _ A_ Build ng D vision frj- NY. 1 -t 2 c( rri P uWic W rks 51 Fire 'Pre/v enti�on Ea �Yllv • /� vi'" �(j -0I ❑ Structural Planning Division 4 112-O( Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete ❑ DUE DATE:, 07 -12411 Not Applicable ❑ TUES/THURS ROUTING: Please Route U Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APPROVALS OR CORRECTIONS: (ten days) Approved ❑ Approved with Conditions REVIEWER'S INITIALS: DUE DATI -O9-01 Not Approved (attach comments) DATE: mum ON DET, R N, mi : Approved ❑ Approved with Conditions REVIEWER'S INITIALS: DUE DATE Not Approved (attach comments) ❑ DATE: 1§ PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER MI01 -125 DATE: 07 -11 -01 PROJECT NAME: FOSTERVIEW ESTATES SITE ADDRESS: 4275 4279 4287 4291 4295 S 137STSUITE NO: __Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # ___. AFTER Permit Is Issued p.EPARTMENTS: Building Division Public Works ❑ Fire Prevention Structural Planning Division ❑ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comment Incomplete DUE DATE:, 07 -12 -01 Not Applicable ❑ TUES /THURS ROUTING: Please Route Ei Structural Review Required ❑ No further Review Required rem REVIEWER'S INITIALS: DATE: tieflLS OR CORRECTIONS: (ten days) Approved El Approved with Conditions REVIEWER'S INITIALS: DUE DATE; 08 -09 -01 Not Approved ( attach comments) ❑ DATE: WR ECTI MERMINAT Qj: Approved ❑ Approved with Conditions REVIEWER'S INITIALS: DUE DATE Not Approved (attach comments) ❑ DATE: PERMIT NO.: ff BUILDING PERMITS INSPECTIONS ❑ 00001 Progress Inspection Status ❑ 00002Pre-construction ❑ 00003 investigation 00004 OK to Occupy 00005 Remove Stop Work Order 00006 Follow-up 00007 Pre -Move Inspection 00050 WSEC Residential 00060 WA Ventilation /indoor ADC 00070 NLEA Inspection/Modular Str►tct 00071 Mobile Nome Tie Down Insp 00072 Marriage Lines 00090 Resteel 00095 Footing Drains 00100 Foundation Footings 00200 Foundation Walls 00250 Foundation Insulation 00300. Concrete Slab /Slab Insulation 00350 Crawl Space 00400 Shear Wail Nailing 00450 Plywood Wall Sheathing 00500 Roof Sheathing Nailing 00525 Plywood Deck Nailing 00550 Exterior WnlI Sheathing 006011 Masonry Chimney 00610 Chimney Installation/All Types 00700 Framing 00750 Roof /Ceiling Insulation 00800 Floor Insulation 00801 Wall Insulation 00802 Exterior Roof Insulation 00803 Glazing Inspection 00815 Lighting and Controls 00900 Suspended Ceiling 0 000 Interior Wallboard Fastening 0 001 Exterior Wallboard Fastening 0 110 Pre -Move Inspection 0 113 Motor inspection 0 120 Pre -Demo 0 140 Pre- rcroof 0 400 Final -Fire 0 700 Final - Building 0 900 Final- Rcrool' 03100 Site Visit 04000 Special - Concrete 04001 Special -Bolts in Concrete 04001 Special•Mom/Resist Cone Frame 04003 Special -Reinf Steel Prestress 04004 Special - Welding 04005 Special- Iiigh- Strength Bolting 04006,.,..,Special- Structural Masonry 04007..,,,,, Special-Rcinf Gypsum Concrete 04008 Special- Insulating Cone Fill 04009 Special -Spray Fireproofing 04010 Special - Piling. Piers, Caissons 0 04011 Spccial•Shotcrete 0 04012 Special-Grading, Excav /Fill 0 04013 Special- Retaining Wall ❑ 04014 Special - Panels 0 04015 Special -Smoke Control System 0 0 0 0 0 • • ,,. • • • • • • • • • • • • • • • • • • • • • • TENANT NAME: Ft2S 4 .i% /E CONDITIONS ftc;°i -rG R 0001 No changes to plans unless approved by Bldg Div 00,0 Special inspection required, notify Bldg Div ❑ 0014 Special inspector shall submit final signed report O 0012 New ceiling grid & light fixture shall meet lateral bracing ❑ 0013 Partition walls attached to ceiling grid O 0014 Readily accessible access to roof mounted equipment O 0015 Engineered truss drawings & cab s shall be on site O 0016 Exposed insulation backing material ❑ 0017 Subgrnde preparation including drainage, excavation ❑ 0018 Statement from rooting contractor verifying tire retardant class of roof 0019 All construction to be done in conformance w /approved plans "No work shall be done in addition to these modifications..." 0002 Plumbing permits shall be obtained through King Co 0020 Structural observation shall be provided for this protect 0021 All food preparation establishments must have King Co 00'22 Fire retardant treated wood shall have flame spread of 0023 Notify Building division prior to piecing any concrete 0024 All spray applied fireproofing shall be special inspected 0025 All wood to remain in placed concrete shall he treated 0026 All structural masonry shall be special inspected 0027 ,..,Validity of Permit 0nZ8 Rack storage requires separate permit 0003 Electrical permits obtained through L & 1 0(1311 No occupancy of building until final imp by Bldg Div 0032 Remove all weeds, concrete, stone foundations, flat concrete 0036 Manufacturers installation instructions required on site "BTl l maximum allowed per 1997 WA State Energy Code" 0035 Contact PW Div to obtain tarp for avatar /leaver connect 0(138 A C of O will be required for this permit 0039 131041 approval for all 'PI w/in the limits of the SC Mall 0004 All mechanical work shall be under separate permit 0040 All construction noise to be in compliance with 8,2 TMC 0041 Ventilation Is required for all new rooms & spaces 0005 MI permits. Insp records & approved plans available 0006 All structural concrete shall he special inspected "Applicant shall obtain a separate plumbing pern►it from King Co" "Anchoring — MI new construct and substantial improvement shall be anchored to prevent flotation" ❑ 0007 All t;tnicittral welding shall be done by WABO cenified inspector 0008 ,, ..... ,All high - strength bolting shall he special inspected 0009 0031 Bolts installed in concrete shall he special inspected Comply with requirements of "i MC 16,111 ❑ 0034 Removal ot'%vile tanks require approval and compliance with King Co I Icalth Dept. ❑ "Obtain required inspections from appropriate water & sewer districts" 0 "Fuel hunting appliances "Appliances, which generate...." 0 "Water heater shall he anchored,..." ❑ "Rerool" cd S Plan Reviewer: Permit Tech: Date: Date: 1 — PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER MI01.125 DATE: 07 -11 -01 PROJECT NAME: FOSTERVIEW ESTATES 517E ADDRESS:_4275, 4279, 4287,429,,4295 S 137ST5UITE NO: X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # .__ AFTER Permit Is issued DEPARTMENTS: Building Division ❑ Public Works E:1 Fire Prevention Structural Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ❑ Incomplete El Comments: DUE DATE: 07 -12 -01 Not Applicable Ej TUES/THURS ROUTING: Please Route El Structural R i w Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: /,Q l APPROVALS OR CORRECTIONS: (ten days) DUE DATCM -09 -01 Approved El Approved with Conditions ❑ Not Approved (attach comments) El REVIEWER'S INITIALS: DATE: WR, ECT1QN Q,UERMINATION: Approved Ej Approved with Conditions REVIEWER'S INITIALS: DUE DATE Not Approved (attach comments) DATE: PLAN REVIEW /ROUTING SLIP TIVITY NUMBER MI01 -125 DATE: 07 -11 -01 PROJECT NAME: FOSTERVIEW ESTATES SITE ADDRESS: 4275,_4Z79.��4287,4291,4295 S 137STSUITE NO: _X __Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # AFTER Permit Is issued DEPARTMENTS.: Building Division ❑ Public Works ❑ Fire Prevention Structural Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: - Complete Comments: Incomplete ❑ Not Applicable ❑ TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: ❑ No further Review Required DATE: 7 /I Z- cp APPROVALS OR CORRECTIONS: (ten days) DUE DATA .98- O9 -01, Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWER'S INITIALS: — CORRECTION DETERMINATION; DUE DATE Approved E Approved with Conditions ❑ Not Approved (attach comments) REVIEWER'S INITIALS: DATE: , UOUt DOC sows 1 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER MI01 -125 DATE: 07 -11 -01 PROJECT NAME: IO_STERVIEW ESTATES SITE ADDRESS: 479487,21,495 S 137SiSUITE NO: _,X_„_,_Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter it.. _ .� Revision # AFTER Permit Is Issued DEPA TMENTS: Building Division Public Works Fire Prevention Structural Planning Division Permit Coordinator DETERMINATION OF COMP NESS: (Tues., Thurs.) DUE DATE:,D7 Q1 Complete ❑ Incomplete ❑ Not Applicable ❑ Comments: TUES/THURS ROUTING: Please Route N, Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: ?1,9/ APPROVE OS R CTIONSt (ten days) Approved ❑ Appro with Conditions REVIEWER'S INITIALS: Gil DUE DATE 08 -09 -0j Not Approved (attach comments) ❑ DATE: 01 CORRECTION DDETERMIN,AILQN; Approved EI Approved with Conditions REVIEWER'S INITIALS: DUE DATE Not Approved (attach comments) ❑ DATE: wtoacnoc SPot LICENSE DETAIL INFORMfION Form STATE OF WASHINGTON DEPARTMENT OF LABOR AND INDUSTRIES Specialty Compliance Services Division P. O. Box 44000 Olympia, WA 98504 -4000 THE RESULT OF YOUR INQUIRY FOR LICENSE NUMBER SELECTED IS: LICENSE DETAIL INFORMATION Current Filter: None Registration* or License DUJARD *204L0 Name DUJARDIN DEVELOPMENT CO Address PO BOX 1069 Address City SNOHOMISH State WA Zip 982911059 Phone Number 4263346018 Effective Date 6/20/80 Expiration Date 12/18/01 Registration Status ACTIVE Type CONSTRUCTION CONTRACTOR Entity CORPORATION Specialty Code GENERAL Other Specialties U8I Number 800351267 a * . `Y xW I JQ. PAL Q N %� FQRT L . $E# `.* `:! AQIQ $ . ! YINGS. IFPBMATION * * * * * '`QMEQK. INqUIRY FOR SUMMONS AND COMPLAINTS* *.* * * * yjmCONTRACT_OR INSUJ3 NCB INFORMATION * * * Page 1 of 1 New inquiry by CITY, NAME, PRINCIPAL OWNER NAME, NUMBER, UBI NUMBER or return to the L &C Construction Compliance 1-lome Pug http:// www .lni.wa.gav /CONTRACTORS/TF2Farm .asp ?License =DUJARD4204L0 2/28/01 DWARDIN Development Company AN ALLEGRE ENtERPR1SE October 7, 2002 DEVELOPMENT / CONSTRUCTION / MANAGEMENT 9623.32nd ST. S.E., BLDG, D, EVERETT, WA 96205 / P.O. BOX 1059, A 50251 PHONE 425 / 334 / SON FAX 425 / 334 / 5041 VE D Ms, Kathryn Stetson Department of Community Development City of Tukwila 6300 Southcenter Blvd. Suite 100 Tukwila, WA 98188 Re: Permit Application No M101 -125 Fosterview Estates Lots 36-40 4279 South 1371h Street Dear Ms. Stetson: OCT 0 9 2002 DEVELOPMENT We are In receipt of your letter dated September 27, 2002 regarding building permits for lots 36, 37, 381 39 and 40 in the plat of Fosterview Estates, Tukwila. Our records Indicate that we have recelved final approval to occupy for both lots 36 and 37. Lot 36 was completed, sold in closed in May 2002, and lot 37 was Just sold last week. However we would like to request the allowed 180 days extensions for lots 38, 39 and 40. The building construction for all throe of these homes has been completed for several months now. The landscaping Is now completed and we are only waiting for various City Inspectors to sign off on the work. If you have any questions concerning our requests for extension, or need additional information, please contact our office, Sincerely, 10-1-62 sPfliciuc l . r� uoutteko ykott uato vuldtatta ifladt speidt )41.6 plmniie. hag, and tow vottezeitialcco vitatearing J'.w� �•••* • 2 1908 September 27, 2002 City of Tuk�'ila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Mr. John Kappler 14311 SE 18 St. Bellevue, WA 98007 RE: Permit Application No. MI01.128 Location: Fosterview Estates Lots 38.40 4279 S 137 St Dear Permit Holder: In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the Uniform Building Code and /or Uniform Mechanical Code, every permit issued by the Building Offidal under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit Is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: 'Cell the City Of Tukwila Permit Center at (206) 431.3870 to arronge for the next scheduled inspection This inspection is intended to determine If substantial work has been accomplished since Issuance of the permit or last Inspection; or If the project should be considered abandoned. The Building Code does allow the Building Official to approve a Qnatlme ext na on un to 180 davt. Extension requests must be In writing and provide satisfactory reasons why dreumstences beyond the applicant's control heve prevented action from being taken. In the event you do not call for the above inspection or request and receive an extension prior to October 1862002, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation In this matter. Sincerely, Gtvno Kathryn A. Stetson Permit Technician Xc: ;Rem FN. No.M101 +125 : Bob Benedicto, Building Official 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431 -3670 • Fax: 206.431.3665 Sal , Osrimoff:404 84' aiance Due: $ 4-7.04 eed Current Contractor Registration Card: Yes 5atlo Need to Enter Contractor information in Sierra: • 0 Yes .ANo .sr °