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99-100215 A. ,, 9C)400al� CITY OF FEDERAL WAY � p p !� p PERMIT NO. 13LD99-0010 33530 First Way South Ji;;;; N,.,,N ,,,ll.., 11 ..if..,�h.,,Il... Hit :Ii il°��u !Iw°.:H ' `il "I.. MII EISSUED: 03/01/9 ' Federal Way, WA 98003 Building Inspection Requests 252-..661-.4140 BY: FC 253--661-4000 EXPIRES: 08/28/99 ADDRESS: 29628 1ST AVE S N0. : 052104-9100 PROJECT DESCRIPTION:NSF W/PLUMBING AND MECHANICAL OWNER -------------- r- CONTRACTOR _--..- _ _.-----, _____..___.._..T= LENDER DARCY SIMNIONIW ! G S CUSTOM HOMES PO BOX 25280 ` PO BOX 4954 FEDERAL WAY WA 98093 F FEDERAL WAY WA 98063 # 253-927-3866 1 206-459-0870 253-941-4850 GSCUST*O44NT 9I9 ? , • *** CONTRACTORS, PLEASE USE LOCATION CODE 1732WHEN REPORTING SALES TAX FOR PROJECTS WITHIN THE CITY OF FEDERAL WAY. TAX RATE = 8.6% *** BLD?:X MEC?:X PLM?:X FLR--"EXIST--PROP--- DWELLING '''NITS; 10 ` COMP PLAN •SFHD ` FEES: TYPE OF WORK:NEW USE:RES 1ST.: 0: 1692:sf STORIES • 2 REQUIRED PARKING..: 2 SPRINKLERS? 'Y PLAN CHECK FEE $ 1202.86 CENSUS CATEGORY •101 2ND.: 0: 1167:sf EIGHT • 27.00 ft HAZARD CLASS...:LIT t PUB WKS PLCK (SF).98 $ 90.00 OCCUPANCY GROUP 3RD.: 0: O:sf VALUATION REQUIRED SETBACKS FIRE FLOW 1170 gpm BUILDING PERMIT....* $ 1850.55 :R3 :U1 :? :? : OIHR: 0: O:sf EXIST..$: 0 ' FRONT • 20.00 ft S3CC SURCHARGE * $ 4.50 TYPE OF CONSTRUCTION BSMT: 0: 1692:sf PROP...$: 252302 SIDE • 5.00 ft WATER SERVICE..:LAK SCH IMPACT (SFR) 98 $ 2882.00 :5N :5N :? :? : DECK: 0: 542:sf REAR • 5.00:ft SEWER SERVICE..:LAK i MECH PLAN CHECK FEE $ 31.31 OCCUPANT LOAD GAR.: 0: 84O:sf RECEIVED.:01/11/99 MECH PERMIT FEE $ 125.25 • 0: 0: 0: 0: TOTL: 0: 5933:sf IMPERV SURFACE: 4546 sf SENSITIVE AREAS?.:N ' PLUMBING PLAN CHECK $ 77.35 :----_--_... -- _. ------- .__.-._-__,;..:.._..---_.-_....:____w_:,_.._..__-_..__._._._-__ ----- ,_ .._ --------- -- Additional fees not shown here... FUEL TYPES.:GAS ? FANS • 4 BOILERS/COMPRESSORS s WATER CLOSETS • 4 URINALS • 0 TOTAL FEES $ 6382.82 GAS PIPING.: 40 ft HOOD - 1 0-3 TON • 0 BATH TUBS • 1 DRINKING FOUNT.: 0 F <10OK..: 0 DUCT WORK • 0 3-15 TON • 0 $ SHOWERS • 3 SUMPS • 0 T 1 WOOD STOVES...: 0 15-30 TON...: 0 LAVATORIES • 5 VAC BREAKERS...: 0 CONV BURNER: 0 FURN>100K • 1 30-50 TON...: 0 SINKS • 2 DRAINS ' 0 BBQ • 0 MISC • 0 50+ TON • 0 ; DISH WASHERS • 1 LAWN SPRINKLERS: 0 GAS DRYER..: 0 AIR HANDLING UNITS FUEL TANKS ELEC WTR HEATERS...: 0 OTHER FIXTURES.: 0 RANGE • 0 <:10,000 CFM: 0 ABOVE GROUND: 0 ; LAUN WSHR OUTLTS...: 1 GAS LOGS...: 1 > 10,000 CFM: 0 UNDERGROUND.: 0 PERMITS EXPIRE 180 DAYS AFTER ' SUANCE IF NO 'RK IS STARTED. RESIDENTIAL AND GRADING PERMITS EXPIRE ONE YEAR AFTER DATE OF ISSUANCE. I CERTIFY THAT THE INFORMATI 1FURNISHED BY ' IS RUE AND CORRECT TO THE BEST OF MY KNOWLEDGE AND THE APPLICABLE CITY OF FEDERAL WAY REQUIREMENTS WILL BE MET. Al OWNER OR AGENT # / i p- DATE 3-I-* FILE COPY BUILDING DIVISION Cjr. . 33530 First Way South EE __--- -.7—_- IEIZFIL_ Federal Way,WA 98003 W ilY RECEIVED (253)661-4000 Fax(253)661-4129 JAN 1 1 1,999 APPLICATION.FORBUILDING PERMIT BUILDINCS, DEPT. * PLEASE PRINT APPLICATION # 1:701.111 - nc.)i 0 ST LOCATION Address Tenant(if known) Lot# Assessor's Tax# /ov 9/ 20 _, Building Owner's Name 0 k.(0,C; ' Address -4. -) ;)1—..2-- ‘t?o City 1:i-4e/4( t-fre).-t State Zip i?06 3 Phone Nature of Work 7V6(-1 S"7" APPLICANTgEgRgRgRgmmummm Name (F,M,L) .---- ..., Ce.e..5,70-(A. Veme-f Address f-O .-49 .g-'V City re-2a6e4e 4e-/*7 State A----.4- Zip Conatt 14.e:'7ison72,eit Day Phone .g S-5"-- ii/--cie CD Other Phone Fax 67,1-77 r'llr-/e. ,. ,R ob..-0-7_,re-70 7 c'::: .,:-115-407.0 3S3 ?Xs----6‘ 77 ....................... iviiiiiabakii.446iiicimmmi FEDERAL WAY BUSINESS LICENSE # Company Name i• c Cetrry ..)".4 /46.efes- le. Address ,e O • ;4 0 S-11 City Fe-e.:.e-AZ GOliei State (J1---4/2— Zip g ce5 Contact Person "•11,7€4.7 cIpz-di, Phone qt ( -64' )i ;-icf.._Z-lit5-47 4' 7c' 4S-3 ,,---. ,/ Contractor's#(card must be presented) Expiration Date Verified 0 Yes 0 No - 0 szy 'v7 AROMIT:LOTRWRMWWWOMMMM Name palW 2714k74-0 Address ..ro 6 City iffit76).44t 1. 41-e7 State Zip Contact Person Phone Fax --,?•- if.—(/‘*S- LEGAL DESCRIPTION 410 Please Complete Reverse Side 0 S Exis n Use Proposed d Use Permit includes: de-Building dumbing BrMechanical ❑ Other Type of Work: rResidential l ew ❑ Remodel ❑ Number of Units 0 Deck ❑p Commercial CIAddition / ❑ Garage ❑ Shed CIOther Enter 1st Floor l6��- sq ft 2nd Floor 1167 sq ft 3rd Floor _sq ft Existing Floor Area sq ft Area Basement 162fX sq ft Decks 5V32„... sq ft Garage v l o sq ft Proposed Total Area sq ft Water Availability 1E1--- Sewer Availabilityr On-Site Septic System Availability ❑ Project Valuation $ t Zoning R. 9.G Lot Size ///0x/ z 7 Existing Bldg Valuation $ IEN > »>>'> .> > >' > > > > » a Name a//1 g4„)vd�� /4>tut Address City -C-��G/,j 4.---4-‘,2 �/ State e--e----1-1— Zip E:>: :!!;;?>?:;:?3: ?:'< :fi[# I::aC l It! . [M1Y EEE ?EEE E Contractor Name r//4E/2� �/J�r ��-/ Address 7 fT r Az City z/O9a%/I(Gl//c State Zip '9r,930 7 "7---- Contact Contact �L Phop,0� ,:2 (7-(1 -7--- Fax O� 7 License # Expiration Date Verified ❑ Yes ❑ No 'PLUM BINGto.W.MAGTO:komommo Contractor Name 6a �� Address N1�E -i- 7k City / 01'7D-7-4/1/6 pf7 State /( 44— Zip ? �� Contact � ri--51 e3447-s-77° Fax License # Expiration Date Verified ❑ Yes ❑ No 0114.011K.I.V.IVVONT:::agiginigini. Water Closets t-/ Sinks , . Urinals Lawn Sprinklers Bathtubs / Dish Washers ( Drinking Fountains _Other Showers 3 Electric Water Heaters Sumps Lavatories > Washing Machine I DrainsTOUCHxture Count MMHAA b.AIIIONET.60UNT. MECHANICAL EVALUATION ONLY $ L='), lC Fuel Type (electric/other) (p/4-S Gas Dryer Air Handling < = 10,000 CFM 15-30 Tons Length of Gas Piping Y-V Range Air Handling > = 10,000 CFM 30-50 Tons 1 Furn <100K BTUs Gas Log Unit Heater 50+ Tons Furn >100 BTUs WI 1 Fans Lt Miscellaneous Fuel Tanks Gas Hwt / Hood / Boilers Above Ground Cony Burner Duct Work 0-3 Tons Underground . . ....... ......................................... ............................................................... ............................................................... BBQ's Wood Stoves 3-15 Tons 10414Ilnrt cqur f`:::;: DISCLAIMER:I certify under penalty.f perjury that the info ation furnished by me is true and correct to the best of my knowledge,and further,that I am authorized by the owner of the above premises to perform the work or which permit applic.tion is ade.I further agree to save harmless the City of Federal Way as to any claim(including costs,expenses,and attorneys'fees incurred in investigation. d defense of such clai ),w ich may be made by any person,including the undersigned,and filed against the City of Federal Way,but only where such claim arises out of the reli• e of the city,including is•, rc and employees,upon the accuracy of the information supplied to the city as a part of this application. / i Owner/Agent: (1 / Date: /" -' ? flEV6ED 8/28/976 • . 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Z ::::•••• i'..10:.* :A, - , :•••4 ,..„0.:„ -..,.....ta„, ce CC a. -,-- ..e. .._i • •: .0.::•. ° iaJ .„ ,„ „- ,„ ...,--.--i m D a) cm ...:E 2. a) cx 0 0 a) 0 a) tu .1.2 D .T. v, sz iii '--; '"-,•:,-.." .--- . c0 ti Iii, To D ti ._i -53 ....: :, -tri ......0:C.. iii D id as la 76 0:: lii ::,-1 0 -J ("3 0 alS Z el I al _I as .5s 8 2 8 if. 8 !....2!: a ,.., 0 0.:E a •Cl) a ._ 0 ,...„,: 0 ,......,„ a m o :.: 0 •::to 0 u., 0 -a, 0 Cl) 0 u. 0 D 0 Cl) 0 a. 0 or 0 - c\1 cn N- co Lo co N. co (3) o , : •- cv co •:r in (o a) .,_ ,... ,- „.... __. _ —1— FROM : D. Eruce, P. E. Engineer PHONE NO. : 206 546 844 Feb. 26 1999 11:45RM P1 • Dennis M. Bruce, P.E. M_S.C.E, M.B.A. Geotechnical/Civil Engineer February 22, 1999 Lori and Darcy Simnioniw Pu,� PO Box 25280 Federal Way, Washington 98093-5280 IJ` .3/41.7/9 Subject: Geotechnical Evaluation Proposed Single Family Residence 296xx First Avenue South, Federal Way, Washington This engineering report presents the results of a geotechnical evaluation of the Simnioniw lot at 296xx First Avenue South, Federal Way, Washington. This evaluation was required due to owner concerns, as well as City of Federal Way requirements for sloped properties. REFERENCES: • Location map (figure 1) • Site layout map (provided by owners) • Site photographs BACKGROUND: the Simnioniw lot at 296xx First Avenue South, Federal Way, Washington, has never been developed (see photographs). The lot borders the east side of First Avenue South, and slopes upwardly (to the rear) at approximately 4H:1 V. The lot is rectangular in shape and is understood to contain approximately 9,000 square feet. At the time of this evaluation (February 9, 1999) the lot contained a few mature fir trees, some light shrubbery and general ground cover consisted of grass. The primary geotechnical aspect to the construction of a single family residence on this lot is slopes /drainage. EVALUATION: Visual assessment of the lot at 296xx First Avenue South revealed no evidence of any geotechnical distress. No slides, no settlements, no tension cracks, no creep, nor any significant erosional degradation were observed_ SOILS • FOUNDATIONS - SITE DEVELOPMENT • INSPECTION • DRAINAGE • DESIGN& PERMIT • LEGAL P.O. Box 55502 • Shoreline, Washington 98155 • (206) 546-9217 • FAX 546-8442 02/26/99 FRI 11:45 [Tl/RX NO 8504] FROM : D.Bruce, P.E. Engineer PHONE NO. : 206 546 8442 Feb. 26 1999 11:46AM P2 Simnioniw Page two Surface storm water runs generally westerly into the existing storm water system along First Avenue South. in order to augment the existing site geotechnical information, this engineer dug four (4) soil test pits using a hand auger. The results of all four soil test pits (in the vicinity of the proposed residence) revealed similar subgrade conditions, namely: 0"to 6" Grasses, roots, and organic silt 6" to 15" Sandy loam, grading to sandy silt 15" to approx. 30" Increasingly dense sandy silt with occasional (depth of hand test hole) gravels No water was encountered in any of the four hand-dug test pits. All test pit walls remained vertical and stable. No sloughing or caving occurred_ CONCLUSIONS / RECOMMENDATIONS: Based on the findings of this investigation, and experience with similar sites in the area, the Simnioniw lot at 296xx First Avenue South, is geotechnically approved for the proposed single family residence, subject to the following: • • Standard reinforced continuous and spread footings. Allowable bearing pressure: 2,000 p.s.f. • Equivalent fluid pressure of 35 p.c.f. is recommended for any retaining wall design provided drainage zone is inspected and verified by this engineer. • For retaining wait design, use friction factor of 0.55 and passive pressure of 350 p.c.f. • Geotechnical inspection by this engineer orior to any foundation concrete placement_ The proposed structure can be supported on conventional continuous and spread footings bearing on undisturbed native soils or on structural fill placed above native soils. See the later sub-section entitled General Earthwork and Structural Fl I for structural fill placement and compaction recommendations. Continuous and individual spread footings should have minimum widths of eighteen (18) and twenty- four (24) inches, respectively, and should be bottomed at least eighteen (18) inches below the lower adjacent finish ground surface. 02/26/99 FRI 11:45 [TX/RX NO 8504] FROM : D.Bruce, P.E. Engineer PHONE NO. : 206 546 8442 Feb. 26 1999 11:46AM P3 • Simnioniw Page three Depending on the final site grades, some overexcavation may be required below footings to expose competent native soils. Unless lean concrete is used to fill the over excavated hole, the width of the overexcavation at the bottom must be at least as wide as the sum of two times the depth of the overexcavation and the footing width. For example, an overexcavation extending two feet below the bottom of a three-foot wide footing must be at least seven feet wide at the base of the excavation. Footings constructed according to the above recommendations may be designed for an allowable soil bearing pressure of three thousand (3,000) pounds per square foot (p.s_f_). A one-third increase in this design bearing pressure may be used when considering short-term wind or seismic loads. For the above design criteria, it is anticipated that total post-construction settlement of footings founded on competent, native soils (or on structural fill up to five (5) feet in thickness) will be about one-half inch, with differential settlements on the order of one-quarter inch. Lateral loads due to wind or seismic forces may be resisted by friction between the foundations and the bearing soils, or by passive earth pressure acting on the vertical, embedded portions of the foundations. For the latter condition, the foundations must either be poured directly against undisturbed soil or the backfill placed around the outside of the foundation must be level structural fill. We recommend the following design values be used for the foundation's resistance to lateral loading: Parameter Design Value Coefficient of Friction 0.55 Passive Earth Pressure 350 p.c.f. Where: (1) p.c.f. is pounds per cubic foot. (2) Passive earth pressure is computed using the equivalent fluid density. We recommend that a safety factor of at least 1.5 be used for design of the foundation's resistance to lateral loading. SLABS-ON-GRADE: Slab-on-grade floors may be supported on undisturbed, competent native soils or on structural fill. The slabs may be supported on the existing soils provided these soils can be recompacted prior to placement of the free-draining sand or gravel underneath the slab. This sand and gravel layer should be a minimum of four (4) 02/26/99 FRI 11:45 [Ta/Ra NO 8504] FROM : D.Bruce, P.E. Engine PHONE NO. : 206 546 841, Feb. 26 1999 11:47RM P4 Simnioniw Page four inches thick. We also recommend using a vapor barrier such as 6-mil. plastic membrane beneath the slab with minimum overlaps of 12 inches for sealing purposes. PERMANENT FOUNDATION AND RETAINING WALLS: Retaining walls backfilled on one side only should be designed to resist lateral earth pressures imposed by the soils retained by these structures. The following recommended design parameters are for walls less than twelve (12) feet in height which restrain level backfill: Parameter Design Value Active Earth Pressures 35 p.c.f. Passive Earth Pressure 350 p.c.f. Coefficient of Friction 0.55 Soil Unit Weight 125 p.c.f. Where: (1) p.c.f. is pounds per cubic foot (2) Active and passive earth pressures are computed using equivalent fluid densities. For restrained walls which cannot deflect at least 0.002 times the wall height, a uniform lateral pressure of one hundred (100 p.s.f. should be added to the active equivalent fluid pressure). The values given above are to be used for design of permanent foundation and retaining walls only. An appropriate safety factor should be applied when designing the walls. We recommend using a safety factor of at least 1.5 for overturning and sliding. The above design values do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharge slopes or loads will be placed above the walls. If these conditions exist, then those pressures should be added to the above lateral pressures. Also, if sloping backfill is desired behind the walls, then we will need to be given the wall dimensions and slope of the backfill in order to provide the appropriate design earth pressures. Heavy construction equipment should not be operated behind retaining and foundation walls within a distance equal to the height of the wall, unless the walls are 02/26/99 FRI 11.45 [TX/RX NO 8504] FROM : D.Bruce, P.E. Engineer PHONE NO. : 206 546 846 Feb. 26 1999 11:47AM P5 • Simnioniw Page five designed for the additional lateral pressures resulting from the equipment. Placement and compaction of retaining wall backfill should be accomplished with hand-operated equipment_ Retaining Wall Backfill Backfill placed within eighteen (18) inches of any retaining or foundation walls should be free-draining structural fill containing no organics_ This backfill should contain no more than five (5) percent silt or clay particles and have no particles greater than four (4) inches in diameter_ The percentage of particles passing the No. 4 sieve should be between twenty-five (25) and seventy (70) percent. Due to their high silt content, if the native soils are used as backfill, a drainage composite, such as Mirafi and Enkadrain, should be placed against the retaining walls. The drainage composites should be hydraulically connected to the foundation drain system. the purpose of these backfill requirements is to assure that the design criteria for the retaining wall as not exceeded because of a build-up of hydrostatic pressure behind the wall. The subsection entitled General Earthwork and Structural Fill contains recommendations regarding placement and compaction of structural fill behind retaining and foundation walls. EXCAVATION AND SLOPES: In no case should excavation slopes be greater than the limits specified in local, state and national government safety regulations. Temporary cuts up to a height of four (4) feet deep in unsaturated soils may be vertical. For temporary cuts having a height greater than four (4) feet, the cut should have an inclination no steeper than 1 :1 (Horizontal:Vertical) from the top of the slope to the bottom of the excavation. Under specific recommendations by the geotechnical engineer, excavation cuts may be modified for site conditions. All permanent cuts into native soils should be inclined no steeper than 2:1 (H:V). Fill slopes should not exceed 1:1 (H:V). It is important to note that sands do cave suddenly, and without warning. The contractors should be made aware of this potential hazard. Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. All permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve stability of the surficial layer of soil. DRAINAGE CQNSIpgRATIONS;, Footing drains are recommended at the base of all footings and retaining walls. 02/26/99 FRI 11:45 [Ta/Ra NO 8504] FROM : D.Bruce, P.E. Engineer PHONE NO. : 206 546 844 Feb. 26 1999 11:48AM P6 Simnioniw Page six These drains should be surrounded by at least six (6) inches of one-inch-minus washed rock wrapped in non-woven geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At the highest point, the perforated pipe invert should be at least as low as the bottom of the footing and it should be sloped for drainage. All roof and surface water drains must be kept separate from the foundation drain system. No groundwater was observed in any of the test pits during the field work. Seepage into the planned excavation is possible, and likely if excavation occurs during winter months, and if encountered should be drained away from the site by use of drainage ditches, perforated pipe, French drains, or by pumping from sumps interconnected by shallow connector trenches at the bottom of the excavation. The excavation and site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Any exposed slopes to be covered with plastic to minimize erosion. Final site grading in areas adjacent to buildings should be sloped at least two (2) percent away from the building, except where the area adjacent to the building is paved. GENERAL EARTHWORK AND STRUCTURAL FILL: The proposed building and pavement areas should be stripped and cleared of all surface vegetation, all organic matter, and other deleterious material. The stripped or removed materials should not be mixed with any materials to be used as structural fill. Structural fill is defined as any fill placed under the building, behind permanent retaining or foundation walls, or in other areas where the underlying soils needs to support loads. This engineer should observe site conditions during and after excavation prior to placement of any structural fill. All structural fill should be placed in horizontal lifts with a moisture content at or near the optimum moisture content. The optimum moisture content is that moisture content which results in the greatest compacted dry density. The moisture content of fill soils is very important and must be closely controlled during the filling and compaction process. The allowable thickness of the fill lift will depend on the material type, compaction equipment, and the number of passes made to compact the lift. In no case should the lifts exceed twelve (12) inches in loose thickness. The following table presents recommended relative compaction for structural fill: 02/26/99 FRI 11:45 [TX/RX NO 8504] FROM : D.Bruce, P.E. Eng i ne PHONE NO. : 206 546 8446 Feb. 26 1999 11:49AM P7 Simnioniw Page seven Location of Fill Placement Minimum Relative Compaction Beneath footings, slabs or walkways 95% Behind retaining walls 90% Beneath pavements 95%for upper 12 inches of subgrade, 90% below that level Where: Minimum relative compaction is the ratio, expressed in percentages, of the compacted dry density to the maximum dry density, as determined in accordance with ASTM Test Designation D-1557-78 (Modified Proctor). Use of On-Site Soils If grading activities take place during wet weather, or when the silty, on-site soils are wet, site preparation costs may be higher because of delays due to rains and the potential need to import granular fill. The on-site soils are generally silty and thus are moisture sensitive. Grading operations will be difficult when the moisture content of these soils exceeds the optimum moisture content. Moisture sensitive soils will also be susceptible to excessive softening and "pumping" from construction equipment traffic when the moisture content is greater than the optimum moisture content. Ideally, structural fill which is to be placed in wet weather should consist of a granular soil having no more than five (5) percent silt or clay particles. The percentage of particles passing the No_ 200 sieve should be measured from that portion of the soil passing the three-quarter-inch sieve. The use of "some" on-site soils for fill material may be acceptable if the upper organic materials is segregated and moisture contents are monitored by engineering inspection. pRAINAGE CONTROLS: No drainage problems were evident on the Simnioniw lot at 296xx First Avenue South. Surface runoff flows generally westerly into the existing First Avenue South storm water system. 02/26/99 FRI 11:45 [TI/RI NO 8504] FROM : D.Bruce. P.E. En9ine� PHONE NO. : 206 546 Eli Feb. 26 1999 11:49AM PE Simnioniw Page eight Compliance with City of Federal Way standard storm water detention methods and subsequent release into the existing street storm drainage system is geotechnically acceptable. SEISMIC: The existing subgrade conditions and geologic strata in the vicinity of this proposed building lot pose no severe, significant or unusual seismic hazards. The Seattle-Tacoma area is rated as Seismic Zone 3 hazard, and compliance with City of Federal Way building codes, along with proper foundation construction, satisfy normal standards and practices related to this categorization. No liquefaction hazards of any significance are present on this property, thus, normal standard foundation designs, as discussed herein, are geotechnically acceptable. CONCRETE: All foundation concrete (footings, stem walls, slabs, any retaining walls, etc.) shall have a minimum cement content of 5-1/2 sacks per cubic yard of concrete mix. INSPECTION: The recommendations of this report are only valid when key geotechnical aspects are inspected by this engineer during construction: • Soil cuts • Foundation subgrade verification • Retaining wall, or rockery placement • Any fill placement • Subsurface drainage installation SUMMARY: The proposed Simnioniw single family residence at 296xx First Avenue South, is geotechnically viable when constructed in accordance with the recommendations herein, compliance with City of Federal Way approved plans and requirements, and key geotechnical inspection during construction. 02/26/99 FRI 11:45 [TX/Ra NO 8504] FROM :. D.Bruce, P.E. Engineer PHONE NO. : 206 546 844 Feb. 26 1999 11:50RM P9 Simnioniw Page nine CLOSURE: The findings and recommendations of this report were prepared in accordance with generally accepted professional engineering principles and practice. No other warranty, either express or implied, is made. The conclusions are based on the results of the field exploration and interpolation of subsurface conditions between explored locations. If conditions are encountered during construction that appear to be different than those described in this report, this engineer should be notified to observe the situation and review and verify or modify the recommendations. If there are any questions, do not hesitate to call. 17405 iF3 AL Dennis M. Bruce, P.E. Geotechnical /Civil Engineer DMB:vlbEXPIRES 12/23/V11 / , 02/26/99 FRI 11:45 [Ta/Ra NO 8504] • CITY OF = • • • (253)661-4000 33530 1ST WAY SOUTH FEDERAL WAY,WA 98003-6210 January 29, 1999 Darcy and Lori Simnioniw P.O. Box 25280 Federal Way, WA 98003 RE: Single Family Residence,parcel number 052104-9100, BLD98-0850 Dear Mr. and Mrs. Simnioniw: Your site plan for the project described above has been reviewed by the City of Federal Way Public Works Department. The following items will need to be addressed before a building permit can be issued: 1. Surface Water Runoff The site plan states that 6,064 square feet of new impervious area will be created. Any development in Federal Way that will create over 5,000 square feet of new impervious area is subject to drainage review. Currently the City of Federal Way reviews drainage using the V 1990 King County Surface Water Design Manual (KCSWDM). Within the next six months, we anticipate adopting the new 1998 King County Surface Vdater Design Manual, along with a City of Federal Way Addendum. If your plan is submitted after adoption of the 1998 manual, it will be reviewed using the 1998 manual. The 1990 KCSWDM requires a Technical Information Report for this development. It must include a narrative addressing the relevance of the 7 core and the 12 special requirements to the project, and a Level I downstream analysis which addresses both upstream runoff from 24th Avenue SW and downstream runoff. The city has planimetric maps available using 1"—100 and 5 foot contour, that must be used for basin analysis. Contact Kevin Peterson, Engineering Technician at (253) 661-4126 for further details. 2. Geotechnical Report Because the site falls completely within an identified landslide hazard area, the developer must comply with Section 22-1286 of the Federal Way City Code, "Geologically Hazardous Areas Development". A soils report shall be prepared by a qualified professional engineer licensed in the State of Washington which describes how the proposed development will impact each of the following on the subject property and nearby properties: 1. Slope stability, landslide hazard, and sloughing; 2. Seismic hazard; • I 3. Groundwater; 4. Seeps, springs, and other surface waters; 5. Existing vegetation; 6. Impact of on-site septic drainfield and storm water infiltration (or other proposed flow control methods); 7. Recommended foundation design; and 8. optimal location for roadway improvements. Any existing or proposed slopes of 40% or greater, either on the site or within twenty-five feet of the property lines, must be shown on the site plan. 3. Right of Way Improvements on 1'` Avenue South Right of way improvements have been waived. The property owner is required as a condition of this waiver to sign and notarize the enclosed LID Waiver of Protest Covenant. Please return it to me, along with a $9.00 check for recording fees made payable to King County Records and Elections. I am available at (253) 661-4125 if you have any questions. 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