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05-100952
City of Federal Way Community Development Services Building - Single Family Permit #: 05-100952 - 01- SF P.O. Box 9718 Federal Way, WA 98063-9718 Ph: (253) 835-7000 Fax: (253) 835-2609 Inspection request line: (253) 835-3050 Project Name: YOUNG Project Address: 4338 SW 307TH ST Parcel Number: 112103 9031 Project Description: NEW - Construct new 5,231 sf single family residence with 70 sf second story deck and 840 sf attached garage. Includes plumbing & mechanical work. 10/6/05 - Revised second floor to deduct 69sgft from bathroom on west side & add 19 sgft for bathtub on no Owner Applicant Contractor Lender TERRY JENSEN CONSTRUCTION c TERRY JENSEN CONSTRUCTION ( TERRY JENSEN CONSTRUCTION ( WASHINGTON STATE BANK, NA PO BOX 1326 PO BOX 1326 TERRYJC0160Z 5/28/05 32303 PACIFIC HWY S ISSAQUAH WA 98027 ISSAQUAH WA 98027 PO BOX 1326 FEDERAL WAY, WA ISSAQUAH WA 98027 98003 Includes: Census category: 101 -New si 41 T f 02 #3 #4 Occupancy Group: R-3 U Construction Type: Type V- N Ty e V- B Occupancy Load: T I.. Floor Area (Sq. Ft.): - ,—�W _ - - - - - --- • - - 1 st Floor Proposed Sq. Feet ................................. 2838 2nd Floor Proposed Sq. Feet ................................ 2340 Basic Plan ................................................. No Census Category ................................................. 101 -New single family house Occupancy #2 - Construction Type...... ............... Type V - B Deck Proposed Sq. Feet....................................... 70 Fire Sprinklers Required ...... _ .............................Yes Garage Proposed Sq. Feet.................................... 840 Height of Structure.' ............................................. 27 Mechanical................................................. Yes Occupancy # 1 -Class... ....... . .............................. R-3 Occupancy #2 - Class.......................................... U Plumbing ................................................. Yes Total Proposed Sq. Feet ....................................... 5231 Zoning Designation ............................................. SE Plumbing Fixtures I _ _ Description _ Quanti Description Quantity] i Lion fluan_tiry Bathtubs 3 Dishwashers 1 IFGar. Pipe Outlets Ij 6 Laundry Washer Outlets 2 Lavatories 7 Other Plumbing Fixtures Showers 1 Sinks 3 J Water Closets j 5 , Water Heaters Mechanical Fixtures 1 d//?/0 S Descriptiol— lQuantity L Description Quanti �— Description IQuantit i Fans 10 Fireplace Inserts 1 2 Furnaces 1 Ranges 1 CONDITIONS: 1) Prior to final building inspection and occupancy, private road (SW 307th St) must be paved 20' wide w/tapers and all storm drainage facilities must be installed per approved plans. Public Works Dept inspection and approval is required. 2) Prior to any clearing or grading on a lot, the owner/builder shall install temporary erosion/sedimentation control facilities approved by the City. These facilities must ensure that dirt or sediment laden water does not enter the public drainage system, adjacent lots or public streets. The owner/builder bears the responsibility to maintain the facilities in proper working order, replacing as necessary. The facilities may be removed only after such time as construction is complete & landscaping is installed. See attached for standards and site plan for location of silt fencing. Automatic Fire Sprinkler System required in new residence. PERMIT EXPIRES April 10, 2006. Permit issued on October 11, 2005 I hereby certify that the above information is correct and that the construction on the above described property and t-he occupancy and the use will be in accordance with the laws, rules and regulations of the State of Washington and tjae City of Federal Way. r Owner or agent: City of Federal Certificate of Occuoincy This Certificate issued pursuant to the rein the time of issuance, this structure was in construction or use. This certificate is va Tenant Name: YOUNG Address: 4338 SW 307TH Date: r of Section 110.3 of the Uniform Building Code certifying that at e with the various ordinances of -the City regulating building Permit number: 05 - 100952 - 01 it #1 #2 ' #3 #4 occupancy Group: - R-3 _ / U Construction Type: T _ Type V- N . // T e V- B `Gccup Mey Load: A:ELL - — - _ Flnnr Area (SG. Ft:): S r /-�--- Owner TERRY JENSEN CONSTRUCTION CORP *TK JENSEN Name: PO BOX 1326 r� Address: ISSAQUAH WA 98027 Building Date ills priority focus in the review and inspection ma a by the City prior to issuance of this Certificate was on those matters whrexperience has shown most severely aJ/ecf the health and safety of the general public 'Tlthoregh the City has made as complete a review and inspection as is reasoiAbly possible (within budgetary time and personnel limitations). the City neith e r gu atuees nor warrants to the owner/occupant or to any other person that this Certe')Scafe evidences strict compliance 1,,ith each and every ordinance or regulation jthe City or the State of Washington affecting the construction or use ofsaid structu r the land upon which it is situated. Stich compliance is the respoasi ity of the owner and/or occupant of the premises. e — Z . , • V `i. — • r ` City of Federal Wwy Community Development Services Building - Single Family Permit #: 05-100952 - 01- SF P.O. Box 9718 Federal Way, WA 98063-9718 Ph: (253) 835-7000 Fax: (253) 835-2609 Inspection request line: (253) 835-3050 Project Name: YOUNG Project Address: 4338 SW 307TH ST Parcel Number: 112103 9031 Project Description: NEW - Construct new 5,231 sf single family residence with 70 sf second story deck and 840 sf attached garage. Includes plumbing & mechanical work. 10/6/05 - Revised second floor to deduct 69sgft from bathroom on west side & add 19 sgft for bathtub on no Owner Applicant Contractor Lender TERRY JENSEN CONSTRUCTION ( TERRY JENSEN CONSTRUCTION( TERRY JENSEN CONSTRUCTION( WASHINGTON STATE BANK, NA PO BOX 1326 PO BOX 1326 TERRYJC0160Z 5/28/05 32303 PACIFIC HWY S ISSAQUAH WA 98027 ISSAQUAH WA 98027 PO BOX 1326 FEDERAL WAY, WA ISSAQUAH WA 98027 98003 Includes Census category: Occupancy Group: Construction Type: Occupancy Load: Floor Area (Sq. Ft.): 101 -New si #1 #2 #3 #4 R-3 U Type V - N Type V - B 1st Floor Proposed Sq. Feet ................................ 2838 BasicPlan ................................................ No Occupancy #2 - Construction Type :.................... Type V - B Fire Sprinklers Required......................................Yes Height of Structure....... ............. ........... __ .......... 27 Occupancy # 1 - Class.. R-3 Yes 2nd Floor Proposed Sq. Feet...............................2340 Census Category . .. 101 - New single family house Deck Proposed Sq. Feet.....................................70 Garage Proposed Sq. Feet....................................840 Mechanical ........ __........... ...................... Yes Occupancy #2 - Class.....__.... ........ .................. U Total Proposed Sq. Feet .......... .......... ................... 5231 Zoning Designation-... ................. ...................... SE � Plumbing Fixtures"- Descrl #to Batittuhs - - Lavatories Sinks -J n Quarrti Description Quanti 3 _ Dishwashers I 7 Other Plumbing Fixtures 2 3 Water Closets - 5_- Mechanical Fixtures fy _ _Description Quanta Laundry Washer Outlets �2 F showers j Water Heaters Descrl tion Quanti Description (uant_i 0escri _Pon Quanti -- — p_ Zvi — �— a --- -p Fans 10 Fireplace Inserts 2 r Furnaces 1 CONDITIONS: 1) Prior to final building inspection and occupancy, private road (SW 307th St) must be paved 20' wide w/tapers and all storm drainage facilities must be installed per approved plans. Public Works Dept inspection and approval is required. 2) Prior to any clearing or grading on a lot, the owner/builder shall install temporary erosion/sedimentation control facilities approved by the City. These facilities must ensure that dirt or sediment laden water does not enter the public drainage system, adjacent lots or public streets. The owner/builder bears the responsibility to maintain the facilities in proper working order, replacing as necessary. The facilities may be removed only after such time as construction is complete & landscaping is installed. See attached for standards and site plan for location of silt fencing. Automatic Fire Sprinkler System required in new residence. PERMIT EXPIRES April 9, 2006. Permit issued on October 11, 2005 I hereby certify that the above information is correct and that the construction on the above described property and the occupancy and the use will be in accordance with the laws, rules and regulations of the State of Washington and the City of Federal Way. j jf Owner or agent: Date: ' C)— —� - City of F eral Way Certificate of Occupancy This Certificate issued pursuant to the requirements of Section 110.3 of the Uniform Building Code certifying that at the time of issuance, this structure was in compliance with the various ordinances of the City regulating building construction or use. This certificate is valid ONLY when endorsed by City staff. Tenant Name: YOUNG Address: 4338 SW 307TH Permit number: 05 - 100952 - 01 #1 #2 #3 #4 Occu cy Group: R-3 U Construction Type: Ty e V - N Type V - B Occupancy Load: Floor Area (5q. Ft.): Owner TERRY JENSEN CONSTRUCTION CORP *TERRY JENSEN Name: PO BOX 1326 Address: ISSAQUAH WA 98027 ',. i° I ]'kf[• 3'4^-mow. , C4D Building Official Date The priorityfocus in the review and inspection made by the City prior to issuance of this Certificate was on those mailers which experience has shown most severely affect the health and safety of the general public. Although the City has made as complete a review and inspection as is reasonably possible (within budgetary time and personnel limitations), the City neither guarantees nor warrants to the owner/occupant or to any other person that this Certificate evidences strict compliance with each and every ordinance or regulation of the City or the State of Washington affecting the construction or use ofsaid structure or the land upon which it is situated. Such compliance is the responsibility of the owner and/or occupant ofthe premises. THIS CARD IS TO,!'�EMAIN ON -SITE CITY OF Community Development Inspection Record Federal Way IVR INSPECTION REQUEST PHONE # (253) 835-3050 PERMIT #: 05-100952-01-SF Owner: TERRY JENSEN Address: 4338 SW 307TH ST FEDERAL WAY, WA 98023 This card is part of your required inspection documents. Scheduled inspections may be failed if this card is not on -site. DO NOT LOSE THIS CARD. Inspections are listed as close to sequential order as possible (read left to right, top to bottom). Please schedule inspections as appropriate. Work must not be covered until it is approved. Check with your inspector if you are unsure about any of the inspections or the inspection sequence. On -going inspections are logged on the back of this card. ❑ Temp. Erosion Control (4365) ❑ Footings/Setback (4110) ❑ Foundation Wall (4115) To be done prior to breaking ground Approved to place concrete Approved to place concrete By Date By Date By Date ❑ Drainage/Downspout (4040) ❑ Plumbing Groundwork (4190) © Slab/Concrete Floor (4255) Approved to backfill Approved to cover Approved to place concrete By Date By Date By Date ❑ Underfloor Framing (4285) ❑ Floor Sheathing (4105) ❑ Shear Walls (4245) Approved to sheath floor Approved to install flooring Approved to install siding By Date By Date By Date ❑ Roof Sheathing (4220) ❑ Rough Plumbing (4230) ❑ Mechanical Rough -in (4165) Approved to install roofing Approved Approved By Date By Date By Date ❑ Gas Piping 4125 P g ( ) Fire/Draft Stops 4095 P ( ) ` NOTE: Prior to scheduling a Framing (4120) Approved to release test Approved inspection; Electrical, Plumbing & Mechanical Rough -in and Fire/Draft Stop inspections must be By Date By Date signed -off and approved. IBC 109.3.4/UBC 108.5.4 ❑ Framing (4120) ❑ Insulation (4150) ❑ Gypsum Wallboard Nailing (4130) Approved to insulate Approved to install wallboard Approved to install mud & tape ByC'j ee Date ,), Z, OS By G ej Date /V -1 Z. a SD' By Date ❑ Final - SWM (4375) Approved By CM_5 Date % (} ❑ Final - Building (4050) lApproved By G W Date G/ Z d' o ❑ Final - Mechanical (4065) Approved By Date ❑Temp Erosion Maintenance (4370) Approved By Date ❑ Final - Plumbing (4075) Approved By C ,�L.` Date r y City ofFi&llrai W!ly �nilding - Single Family Permit #: 05-100952 - 00 - SF Community Ltievelopment Services P.O. Box 9718 Federal Way, WA 98063-9718 Ph: (253) 835-7000 Fax: (253) 835-2609 Inspection request line: (253) 835-3050 Project Name: YOUNG Project Address: 7 33 J/ Q %"hw" . Parcel Number: 112103 9031 Project Description: NEW - Construct new 5,231 sf single family residence with 70 sf second story deck and 840 sf attached garage. Includes plumbing & mechanical work. Owner Applicant Contractor Lender CINDY YOUNG., TERRY JENSEN CONSTRUCTION ( TERRY JENSEN CONSTRUCTION ( WASHINGTON STATE BANK, NA. 1230 SW 167TH ST PO BOX 1326 TERRYJC0160Z 5/28/05 32303 PACIFIC HWY S BURIEN WA 98166 ISSAQUAH WA 98027 PO BOX 1326 FEDERAL WAY, WA 1SSAQUAH WA 98027 98003 Includes: Census category: 101 -New si #1 y� #2 #3 #4 1 Occupancy GrUup: T R-3 __. U 1 _ Construction struction Type: Type V - N Type V - N Occupancy, Load: _ Floor Area tSq. Ft,). -- I st Floor Proposed Sq. Feet._.. .... ............... 2838 2nd Floor Proposed Sq. Feet ........................ :....... 2393 Basic Plan ................................................ No Census Category .......... ............ .... __...... ...._..... 101 -New single family houst Occupancy #2 - Constriction Type ..................... Type V - N Deck Proposed Sq. Feet ....................................... 70 Fire Sprinklers Required......................................Yes Garage Proposed Sq. Feet -------------------- ............ . 840 Height of Structure .............................................. 27 Mechanical................................................. Yes Occupancy # 1 - Class.,_..... ... _.......................... R-3 Occupancy #2 - Class.......................................... U-1 Plumbing..........., _ ................................. Yes Total Building Sq. Feet ............ :._;......*............. 6141 Total Proposed Sq. Feet ........... __........................5231 Zoning Designation............................................. SE Plumbing Fixtures ` crDescription pavn Quantity Description QuantfQiil Bathtubs 3 1.7ishwashers - -_ 1 --] Laundry Washer Outlets Lavatories of Other Plumbing Fixtures Showers Sinks ! I Water Closets I 5 Water Heaters Mechanical Fixtures Description_ Quanti Descri tiara _ Quanti Descn tion Quanti I Fans 10 Fireplace Inserts _ 2 rFurnaces 1 fRanges CONDITIONS: 1) Prior to final building inspection and occupancy, private road (SW 307th St) must be paved 20' wide w/tapers and all storm drainage facilities must be installed per approved plans. Public Works Dept inspection and approval is required. 2) Prior to any clearing or grading on a lot, the owner/builder shall install temporary erosion/sedimentation control facilities approved by the City. These facilities must ensure that dirt or sediment laden water does not enter the public drainage system, adjacent lots or public streets. The owner/builder bears the responsibility to maintain the facilities in proper working order, replacing as necessary. The facilities may be removed only after such time as construction is complete & landscaping is installed. See attached for standards and site plan for location of silt fencing. Mi PERMIT EXPIRES November 22, 200S.- Permit issued on May 26, 2005 I hereby certify that the above information is correct and that the construction on the above described property and the occupancy and the use will be in accordance with the laws, rules and regulations of the State of Washington and the City of Federal Way. Owner or agent:. _ Z11"I't J A City of F eral Way Certificate of Occupancy Date: 5: -- Z a--eS This Certificate issued pursuant to the requirements of Section 110.3 of the Uniform Building Code certifying that at the time of issuance, this structure was in compliance with the various ordinances of the City regulating building construction or use. This certificate is valid ONLY when endorsed by City staff. Tenant Name: YOUNG Address: Permit number: 05 - 100952 - 00 #1 #2 #3 T #4 Occupancy Group: R-3 U-1 Construction Type: Ty e V- N Type V- N _ Occupancy Load: Floor Area (Sq. Ft.): Owner Name: Address: CINDY YOUNG 1230 SW 167TH ST BURIEN WA 98166 Building Official Date The priorityfocus in the review and inspection made by the City prior to issuance of this Certificate was on those matters which experience has shown most severely affect the health and safety of the general public. Although the City has made as complete a review and inspection as is reasonably possible (within budgetary time and personnel limitations), the City neither guarantees nor warrants to the owner/occupant or to any other person that this Certificate evidences strict compliance with each and every ordinance or regulation of the City or the Stale of Washington affecting the construction or use ofsaid structure or the land upon which it is situated. Such compliance is the responsibility ofthe owner and/or occupant of the premises. --� THIS CARD IS TO T'EMAIN ON -SITE CITY OF t.ommunity Development Inspection Record Federal Way IVR INSPECTION REQUEST PHONE # (253) 835-3050 PERMIT #: 05-100952-00-SF Owner: CINDY YOIJNG Address: *NO SITE ADDRESS* FEDERAL WAY, WA This card is part of your required inspection documents. Scheduled inspections may be failed if this card is not on -site. DO NOT LOSE THIS CARD. Inspections are listed as close to sequential order as possible (read left to right, top to bottom). Please schedule inspections as appropriate. Work must not be covered until it is approved. Check with your inspector if you are unsure about any of the inspections or the inspection sequence. On -going inspections are logged on the back of this card. ❑ Temp. Erosion Control (4365) ❑ Footings/Setback (4110) ❑ Foundation Wall (4115) To be done prior to breaking ground Approved to place concrete A proved to place concrete By Date - os- By Date By G � Date ., �i 7 / •o Underfloor Framing (4285) ❑ Floor Sheathing (4105) Approved to sheath floor Approved to install flooring By Date ! �l / i By Date 1 r r ❑ Slab/Concrete Floor (4255) Approved to place concrete By Date ❑ Shear Walls (4245) Approved to install siding ByC tAj Dated. ❑ Roof Sheathing (4220) ❑ Rough Plumbing (4230) ❑ Mechanical Rough -in (4165) Approved to install roofing Approved Approved Bye_ W Date+g -� p By C_ Date q - — By C_ Loj Datel I ZA. G ❑ Gas Piping (4125) Approved to release test By e-- (1 Date Q - ❑ Fire/Draft Stops (4095) Aporoved -By tj Date/0 -�?� Q NOTE: Prior to scheduling a Framing (4120) inspection; Electrical, Plumbing & Mechanical Rough -in and Fire/Draft Stop inspections must be i+tined-off and approved. IBC 109.3.4/tJBC 108.5.4 ❑ Framing (4120) ❑ Insulation (4150) ❑ Gypsum Wallboard Nailing (4130) pproved to insulate Approved to install wallboard Approved to install mud & tape By Date ). irg.� Byej c Date I By 4c- 1 Date/6 . ❑ Final - SWM (4375) ❑ Final - Mechanical (4065) ❑ Final - Plumbing (4075) Approved Approved Approved By Date By Datsj/ �, j, ByG Date ,. 7 ❑ Final - Building (4050) Approved By Date ❑Temp. Erosion Maintenance [ Approved By Date J o � ID EXISTING HOME — — — — — _ ROCKERY J� - SETBACK — - y � � ~C. . TYP. 20'-0" _ { 3j S14ENCE 25'-3 15'-7' U- fca = G "Yr— YARD D IN 0 c:) I D.S. TYP I 1 f c+7 v� I f l RESIDE 4QF I 00 I ci � 'I SLOPE. `Z { ° �^' I O CENTER cola 1�9s}� I DRIVEWAY',DETENTION TANK : V� �— i ' a n a $ 00 2' 18 W 249. % TYPE i" SILTFENCE ���" CATCH BASIN EXISTING HOME 05-100952 (4 SITE PLAN 1 ° = 20'-0° NORTH r �70MG3 C�Op�I PACIFIC NORTHWEST TITLE COMPANY OF WASHINGTON, INC. 215 Columbia Street Seattle, Washington 98104-1511 Senior Title Officer, Dave Maddux (davemaddux@pnwt.com) Senior Title Officer, Pete Harper (peteharper@pnwt.com) Assistant Title Officer, Rose Sargent (rosesargent@pnwt.com) Title Assistant, Michelle Brown (michellehrown@pnwt.com) Unit No. 4 FAX No. (206)343-8402 Telephone Number (206)343-1353 Washington State Bank 32303 Pacific Highway South Title Order No.: 581703 Federal Way, WA 98003 Attention: Mike McKelvey SECOND REPORT A. L. T. A. COMMITMENT SCHEDULE A Effective Date: January 18, 2005, at 8:00 a.m. 1. Policy(ies) to be issued: As on Schedule A, page 2, attached. 2. The Estate or interest in the land described herein and which is covered by this commitment is fee simple. 3. The estate or interest referred to herein is at Date of Commitment vested in: BEN E. STEWART and EMMELIE M. STEWART, husband and wife, and I 4 VC a G U�� 4. The land referred to in this commitment is situated in the State of Washington, and described as follows: As on Schedule A, page 3, attached. Order No. 581703 A.L.T.A. COMMITMENT SCHEDULE A Page 2 Policy(ies) to be issued: A.ALTA Owner's Policy Amount $ 425,000.00 Standard W Extended ( ) Premium $ 1,092.00 Tax (8.8%) $ 96.10 SHORT TERM DISCOUNT RATE Proposed Insured: TERRY JENSEN CONSTRUCTION, INC. B.ALTA Loan Policy Amount $ 1, 300, 000. 00 Standard ( ) Extended W Premium $ 1,012.00 Tax (8.8%) $ 89.06 BUILDER DISCOUNT RATE Proposed Insured: APPROPRIATE LENDER C.EASEMENT Amount $ 50.00 Tax $ 4.40 (Schedule A, continued) Order No. 581703 A.L.T.A. COMMITMENT SCHEDULE A Page 3 The land referred to in this commitment is situated in the State of Washington, and described as follows: The west 90 feet of the east 431.76 feet of Government Lot 3, as bounded on the north by the government meander line, of Section 11, Township 21 North, Range 3 East, W.M., in King County, Washington; EXCEPT the south 1,672 feet there; TOGETHER WITH an easement for ingress, egress and utilities purposes over and across the north 50 feet of the south 1,702 feet of the east 596.64 feet of said Government Lot 3; EXCEPT that portion within the above described main tract. END OF SCHEDULE A NOTE FOR INFORMATIONAL PURPOSES ONLY: The following may be used as an abbreviated legal description on the documents to be recorded, per amended RCW 65.04. Said abbreviated legal description is not a substitute for a complete legal description within the body of the document. Ptn. Gov't Lot 3 (NEW NW 1/) 11-21-3, W.M. PACIFIC NORTHWEST TITLE COMPANY OF WASHINGTON, INC. A.L.T.A COMMITMENT Schedule B Order No. 581703 I. The following are the requirements to be complied with: A. Instruments necessary to create the estate or interest to be insured must be properly executed, delivered and duly filed for record. B. Payment to or for the account of the grantors or mortgagors of the full consideration for the estate or interest to be insured. II. Schedule B of the Policy or Policies to be issued (as set forth in Schedule A) will contain exceptions to the following matters unless the same are disposed of to the satisfaction of the Company: A. Defects, liens, encumbrances, adverse claims or other matters, if any created, first appearing in the public records or attaching subsequent to the effective date hereof but prior to the date the proposed Insured acquires for value of record the estate or interest or mortgage thereon covered by this Commitment. B. GENERAL EXCEPTIONS: 1. Rights or claims of parties in possession not shown by the public records. 2. Public or private easements, or claims of easements, not shown by the public record. 3. Encroachments, overlaps, boundary line disputes, or other matters which would be disclosed by an accurate survey or inspection of the premises. 4. Any lien, or right to a lien, for services, labor or material heretofore or hereafter furnished, imposed by law and not shown by the public records, or Liens under the Workmen's Compensation Act not shown by the public records. 5. Any title or rights asserted by anyone including but not limited to persons, corporations, governments or other entities, to tide lands, or lands comprising the shores or bottoms of navigable rivers, lakes, bays, ocean or sound, or lands beyond the line of the harbor lines as established or changed by the United States Government. 6. (a) Unpatented mining claims; (b) reservations or exceptions in patents or in Acts authorizing the issuance thereof; (c) water rights, claims or title to water. 7. Any service, installation, connection, maintenance, capacity, or construction charges for sewer, water, electricity or garbage removal. B. General taxes not now payable or matters relating to special assessments and special levies, if any, preceding the same becoming a lien. 9. Indian tribal codes or regulations, Indian treaty or aboriginal rights, including, but not limited to, easements or equitable servitudes. C. SPECIAL EXCEPTIONS: As on Schedule B, attached. Order No. 581703 A.L.T.A. COMMITMENT SCHEDULE B Page 2 SPECIAL EXCEPTIONS: NOTE FOR INFORMATION PURPOSES ONLY: EFFECTIVE JANUARY 1, 1997, AND PURSUANT TO AMENDMENT OF WASHINGTON STATE STATUTES RELATING TO STANDARDIZATION OF RECORDED DOCUMENTS, THE FOLLOWING FORMAT AND CONTENT REQUIREMENTS MUST BE MET. FAILURE TO COMPLY MAY RESULT IN REJECTION OF THE DOCUMENT BY THE RECORDER. FORMAT: MARGINS TO BE 3" ON TOP OF FIRST PAGE, 1" ON SIDES AND BOTTOM - 1" ON TOP, SIDES AND BOTTOM OF EACH SUCCEEDING PAGE. RETURN ADDRESS IS ONLY ITEM ALLOWED WITHIN SAID 3" MARGIN. NOTHING WITHIN 1" MARGINS. FONT SIZE OF 8 POINTS OR LARGER AND PAPER SIZE OF NO MORE THAN 8 1/2" BY 14". NO ATTACHMENTS ON PAGES SUCH AS STAPLED OR TAPED NOTARY SEALS; PRESSURE SEALS MUST BE SMUDGED. INFORMATION WHICH MUST APPEAR ON THE FIRST PAGE: RETURN ADDRESS, WHICH MAY APPEAR WITHIN THE UPPER LEFT HAND 3" MARGIN. TITLE OR TITLES OF DOCUMENT. IF ASSIGNMENT OR RECONVEYANCE, REFERENCE TO RECORDING NUMBER OF SUBJECT DEED OF TRUST. NAMES OF GRANTOR(S) AND GRANTEE(S) WITH REFERENCE TO ADDITIONAL NAMES ON FOLLOWING PAGES, IF ANY. ABBREVIATED LEGAL DESCRIPTION (LOT, BLOCK, PLAT NAME, OR SECTION, TOWNSHIP, RANGE AND QUARTER QUARTER SECTION FOR UNPLATTED). ASSESSOR'S TAX PARCEL NUMBER(S). (continued) Order No. 581703 A.L.T.A. COMMITMENT SCHEDULE B Page 4 4. AN EASEMENT AFFECTING THE PORTION OF SAID PREMISES AND FOR THE PURPOSES STATED THEREIN, INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING: IN FAVOR OF: PURPOSE: AREA AFFECTED: DISCLOSED BY INSTRUMENT RECORDED: RECORDING NUMBER: Not disclosed Ingress and egress The south 30 feet of said premises March 22, 1961 5264479 S. EASEMENT AND THE TERMS AND CONDITIONS REFERENCED THEREIN, INCLUDING, BUT NOT.LIMITED TO, THE FOLLOWING: GRANTEE: PURPOSE: AREA AFFECTED: RECORDED: RECORDING NUMBER: Adjoining property owners Ingress, egress and utilities The southerly portion of said premises and other property April 26, 1963 5575602 Said easement contains a provision for bearing a share in the cost of maintenance, repair or reconstruction of said common road by the common users. 6. RESTRICTIONS CONTAINED IN DECLARATION OF PROTECTIVE RESTRICTIONS AS HERETO ATTACHED: RECORDED: RECORDING NUMBER: November 25, 1959 5106655 7. Right of the state of Washington in and to that portion, if any, of the property herein described which lies below the line of ordinary high water of the Puget Sound. 8. Any prohibition of or limitation of use, occupancy or improvement of the land resulting from the rights of the public or riparian owners to use any portion which is now or has been formerly covered by water. 9. Paramount rights and easements in favor of the United States for commerce, navigation, fisheries and the production of power. (continued) Order No. 581703 A.L.T.A. COMMITMENT SCHEDULE B Page 5 10. GENERAL AND SPECIAL TAXES AND CHARGES, PAYABLE ON FEBRUARY 15TH: YEAR: AMOUNT: TAX ACCOUNT NUMBER: LEVY CODE: 2005 NOT YET AVAILABLE 112103-9031-03 1204 CURRENT ASSESSED VALUE: Land: $228,000.00 Improvements: $0.00 NOTE: General taxes for 2004 in the sum of $2,784.20 have been paid. NOTE: Special taxes for 2004 in the sum of $1.59 have been paid. QUESTION OF THE MARITAL STATUS OF DINAH TRAN, ON DECEMBER 5, 2002, DATE OF ACQUIRING TITLE. f she was then unmarried or married to the spouse .1.. p joining in the execution of the forthcoming instrument, recital therein will be sufficient. Otherwise, the status of the community interest on said date must be determined. NOTE: The name of the spouse of the above party, if married, does not appear of record at the time of acquiring title. The Company has been unable to search for and does not insure against matters relating to the spouse which encumber title to said property. 12. Payment of Real Estate Excise Tax, if required. The property described herein is situated within the boundaries of local taxing authority of City of Federal Way. Present Rate of Real Estate Excise Tax as of the date herein is 1.78%. 13. Evidence of the identity and authority of the officers of Terry Jensen Construction, a Washington corporation, to execute the forthcoming instrument must be submitted. 14. Matters relating to ALTA Extended Policy coverage and/or Homeowners Endorsement coverage: The results of our inspection will be furnished by supplemental report. (continued) �5) A.L.T.A. COMMITMENT SCHEDULE B Page 6 Order No. 581703 NOTE 1: Upon notification of cancellation, there will be a minimum cancellation fee of $50.00 plus tax of $4.40. NOTE 2: A search of the records has disclosed nothing derogatory against Terry Jensen Construction. END OF SCHEDULE B Title to this property was examined by: Nancy Nash Any inquiries should be directed to one of the title officers set forth in Schedule A. Cc: SeaTac Escrow/Federal Way/Nina Coldwell Banker Danforth/Federal Way/Katrina Flanigan MB2/NN/20021211000899 Portion Gov't Lot 3 (NEV4 NW/4) 11-21-3. W.M. PUGETSOUND - +/ ADMIRALTY INLET u7 X :IT 76 LUG 0.75 j i4et& D.37 LAW3 0.09 aL "TE. 0 22 L 0 a, A LIMO0 2 L-4D :.09 �C r -7 . . . . . . waTFR.39 . We. 0. 1: 1 LelO Ll ;V AATt- 797.3 51 ba ,I' :.e2 t. -1L 7. 9M fl U3, 3z 1p A 101eWl; SWst PCL B tat N PACIFIC NORTHWEST TITLE Order No. 581703 Company of Washington, Inc. I IMPORTANT: This is not a Plat of Survey. It is furnished as a convenience to locate the land indicated hereon with reference to streets and other land. No liability is assumed by reason of reliance hereon. CITY of 4§, Federal May 20, 2005 Terry Jensen Terry Jensen Construction PO Box 1326 Issaquah, WA 98027 CITY HALL Way 33325 8th Avenue South • PO Box 9718 Federal Way, WA 98063-9718 (253) 835-7000 www.cityoffederalway.com Re: File 05-100952-00-SF; Proposal to construct a new, SF home at 4334 S.W. 3071h Street, Federal Way Dear Terry: Thank you for meeting with Greg Fewins and me on May 3, 2005. As you know, I am conducting land -use review of your proposal. As part of my preliminary analysis, I examined the material you submitted, visited the building site and reviewed additional relevant information. My preliminary review is now complete. The purpose of this letter is to reiterate the points we discussed during the May 3rd meeting and to provide you with additional information that may help you address following issues, which must be dealt with prior to land -use approval: Legal building site The lot on which you propose to build is smaller than the five -acre minimum lot size required in the Suburban Estates (SE) zone;'" however, you can build a single-family residence on the lot, regardless of its size, if you establish that it meets either of the following two criteria: 1. There is or has ever been a residence on the property; or 2. The lot lines defining the lot or parcel were recorded in the county assessor's office prior to February 28, 1990, and the lot or parcel has not simultaneously been owned by the owner of a contiguous lot or parcel subsequent to that date." Essentially, City code obliges the owner of two or more adjacent, substandard lots to aggregate lots so as to approximate a legal building lot as closely as possible. However, that obligation may be unwarranted in this case because the adjacent properties in question are in different zoning categories, one lot being substandard as to size in its respective zone and -the -other not. As a first step toward determining the extent of the property owner's obligation to aggregate, you must establish ownership history, back through 1990, of all properties adjacent to the property you propose to develop. This can be accomplished in a couple of ways, including a title search or affidavits signed by the owners of those properties. Please submit three copies of the necessary material. Lot CoveragelIm pervious Surface As we discussed at the May 3'd meeting, the amount of impervious surfaces` you are proposing, 7,300 square feet, for the property in question exceeds the maximum lot coverage" allowed in the SE zone." The allowed lot coverage in this zone is 10 percent. Assuming a lot size of 47,044 square feet, as indicated in the King County Assessor's records, you can bring this project into compliance by reducing the amount of impervious surface to 4,704 square feet or less ail You may find the following information helpful in this regard. Ordinarily, City code requires that you surface parking areas and the first 40 feet of driveway from the public right-of-way with material comparable to that on the right-of-way; grass pavers are typically excluded from this application.viii However, the code does allow for surface material to be modified'" to allow use of other surfaces, including grass grid pavers, if the surface meets the following criteria: 1. The surfacing material will not enter into the drainage system, or onto public or other private property; 2. The surfacing material will provide a parking surface which is useable on a year -around basis; 3. Use of the surfacing material will not result in dust or deterioration of air quality; and 4. Runoff from the parking area will not degrade water quality.: Only 50 percent of the area covered by grass pavers will be counted against the impervious surface limit for your lot.` Improvements required by the public works department for an access road serving your lot and other adjacent lots will not count against the impervious surface limit for your lot.xl City code specifies two parking spots per dwelling unit in the SE zone. Spaces in garages, carports or an approved impervious surface can count toward that minimum."'' Please provide three sets of revised site plans showing boundaries sufficient to accurately establish the size of the lot on which you propose to build, or provide other documentation that will establish the lot size with certainty. These will then be used to calculate allowable lot coverage for this site. Also show impervious surface calculations sufficient to determine compliance with lot coverage requirements for the SE zone. If you plan to use grass pavers as an alternate to surfaces preferred in city code, please submit a written request for modified - surface approval pursuant to FWCC 22-1403. c1l The request must address how the alternate surface material meets the four criteria outlined above. Critical areas In my review, I found that your proposed development is within 25 feet of a geologically hazardous area. In particular, our critical areas maps indicate that the site is in or within 25 feet of erosion, landslide and steep slope hazard areas. I cannot continue my review until I have established with certainty if a geologically hazardous area affects your project. Doc. I.D. 31474 2 File No. 05-100952-000-00-SF Please submit to me two copies of a geotechnical report, proportionate to the scope of the projectand advising us whether areas of your project site meet the Federal Way City Code definition of geologically hazardous area, particularly the definitions of erosion and landslide hazards Xlv The report must be prepared and stamped by a state -licensed engineer. Modifying the scope of the proposal to move work at least 25 feet away from obvious steep slope and landslide hazard areas may partially resolve the issues related to geologically hazardous areas. In the event that the engineers report does find the project site to be a geologically hazardous area, you will be required to submit a geotechnical report and analysis proportionate to the scope of the project and addressing the requirements of FWCC 22-1286 (c) (1-4)." The report must be prepared and stamped by a state -licensed engineer. Your proposal also may be subject to environmental review under the State Environmental Policy Act (SEPA). Be advised that the City may need to retain the services of a qualified professional to review technical reports and analyses you are required too submit. If so, the applicant is responsible for the cost of these services, based on a prearranged scope of work and cost estimate. Setbacks Based on the site plan you submitted, the footprint of the proposed residence intrudes on both the east and west sides into the 10-foot minimum side -yard setback required for the SE zone: "I City code does not allow most structures to intrude into the building setbacks, however, the fireplace bump outs as shown on your plan can intrude up to 18 inches into.t. he setback so long asthe combined width of bump outs is no longer than 25 percent of the fagadefto which they: attach'"ll Rockery and retaining walls also may be located in the setback under the'.following conditions: 1. The rockery or retaining wall is not being used as a direct structural support for for a major improvement; and 2. The rockery or retaining wall is reasonably necessary to provide support to a cut or a slope.'"lll Please submit three copies of a revised site plan with the proposed, new construction configured so it does not intrude into the required side -yard setback. Prior to commencing work at this site, you must establish a stringline" l" setback pursuant to FWCC 18-165 "` The stringline must be established by survey, completed by a professional land surveyor or engineer. Significant Trees On a revised site plan, please show any significant trees'xl on the property and label which, if any, you propose to remove "`'I, Xodll If no trees are to be removed, please indicate so on the revised site plan. If you remove more than 75 percent of the significant trees on the subject property, you are required to replace a portion of them "" '0N Doc. I.D. 31474 1 File No. 05-100952-000-00-SF Please submit 3 copies of any revised plans, reports or documents along with the enclosed resubmittal form. Once I have received copies of the requested material, I will continue the land -use review. In the meantime, if you have further questions, please feel free to contact me at jeff.johnson@cityoffederalway.com or 253-835-2625. Best r s Jeff O.Johnson Development Specialist Enclosures cc: Scott Sproul, Building Plans Examiner Ann Dower, Engineering Plans Reviewer Greg Fewins, Deputy Director, Community Development Services i FWCC 22.631 Detached dwelling unit, lot size: In SE — 5 acres. �i FWCC 22.953 Building site (a)(1-3) (a) General. It is a violation of this chapter to erect a structure on or to otherwise use or occupy any lot or parcel unless that lot or parcel is a legal building site. A lot or parcel is a legal building site if it meets all of the following criteria: (1) It was created or segregated=pursuant to all applicable laws, ordinances and regulation then in effect. (2) Except as specified in subsection (b) otthis section, it is at least as large as the minimum lot size established by this chapter.. (3) It is adjacent to a street, providing access to that lot:or parcel, that meets the minimum requirements established by or under this chapter. iii FWCC 22-953 Building site (b)(1&2) (b) Exception, detached dwelling units. Subject to all other requirements of this chapter, an applicant may build one detached dwelling unit on a lot or parcel regardless of the size of the lot or parcel, if: (1) There is or has ever been a residence on the subject property; or (2) The lot lines defining the lot or parcel were recorded in the county assessor's office prior to February 28,1990, and the lot or parcel has not simultaneously been owned by the owner of a contiguous lot or parcel subsequent to that date. iv FWCC 22.1 Definitions: Impervious surface shall mean a hard surface area which either prevents or retards the entry of water into the soil mantle as it entered under natural conditions preexistent to development, and/or a hard surface area which causes water to run off the surface in greater quantities or at an increased rate of flow from the flow present under natural conditions preexistent to development. Common impervious surfaces include, but are not limited to, roof tops, walkways, patios, driveways, parking lots or storage areas, concrete or asphalt paving,qFavekeads,-pasked-aa444-m similarly impede the natural infiltration of surface water. Open, uncovered retention/detention facilities shall not be considered as impervious surfaces for the purpose of this article. FWCC 22.1 Definitions Maximum lot coverage means the maximum percentage of the surface of the subject property that may be covered with materials which will not allow for the percolation of water into the underlying soils. See FWCC 22-955 et seq. for further details. A 22.596(SE) Detached Dwelling Unit, maximum lot coverage: In SE —10 percent A FWCC 22-955 Calculating lot coverage. Doc. I.D. 31474 4 He No. 05-100952-000-00-SF (a) General. Except as specified in subsection (b) of this section, the area of all structures, pavement and any other impervious surface on the subject property will be calculated as a percentage of total lot area, exclusive of the area of any recorded access easements, in determining compliance with maximum lot coverage required in this chapter. If the subject property contains more than one use, the maximum lot coverage requirements for the predominant use will apply to the entire development. (b) Exceptions. The following shall be excepted from the provisions of this section: (1) A wood deck will not be considered as an impervious surface for maximum lot coverage proposed if the deck is constructed with gaps between the boards and if there is a pervious surface below the deck. (2) A vehicular access easement or tract that serves more than one lot will not be used or considered in determining compliance with the maximum lot coverage requirement of this chapter. (3) One-half of the area covered with grass grid pavers will the maximum lot coverage requirement of this chapter. vill FWCC 22,1453 Surface materials. be considered as impervious surface in determining compliance with (a) The applicant shall surface the parking areas, driveways and other vehicular circulation areas with a material comparable or superior to the surface material of the right-of-way providing direct vehicle access to the parking area. (b) Single-family residential uses shall surface the first 40 feet of unpaved driveways measured from the back of the sidewalk or public right-of-way, whichever is greater. (c) Grass grid pavers may be used for emergency access areas that are not used in required permanent circulation and parking areas. Ix FWCC 22.1403 Surface material. The surface material requirements of FWCC 22-1453, may be modified if: (1) The surfacing material will not enter into the drainage system, or onto public or other private property; (2) The surfacing material will provide a parking surface which is usable on a year-round basis; (3) Use of the surfacing material will not result in dust or deterioration of.air .quality; and (4) Runoff from the parking area will not degrade water quality. x 22.955 Calculating lot coverage(b)(3). (3) One-half of the area covered with grass grid pavers will be considered as impervious surface in determining compliance with the maximum lot coverage requirement of this chapter. (Ord. No. 90-43, § 2(115.90), 2-27-90; Ord. No..98-309, § 3,1-6-98) xi 22.955 Calculating lot coverage(b)(2). (2) A vehicular access easement or tract that serves more than one lot will not be used or considered in determining compliance with the maximum lot coverage requirement of this chapter. A FWCC 22-1112 Residential use The purpose of this chapter is to establish standards for outdoor residential uses, storage and activities related to motor vehicles and nonmotorized vehicles.... All motor vehicle and nonmotorized vehicle parking and storage for residential uses containing either detached or attached dwellings shall be in a garage, carport or on an approved impervious surface. AN FWCC 22-1403 Surface material. The surface material requirements of FWCC 22-1453, may be modified if: (1) The surfacing material will not enter into the drainage system, or onto public or other private property; (2) The surfacing material will provide a parking surface which is usable on a year-round basis; (3) Use of the surfacing material will not result in dust or deterioration of air quality; and (4) Runoff from the parking area will not degrade water quality. xlv FWCC 22-1, Definitions: Geologically hazardous areas means areas which, because of their susceptibility to erosion, land slides, seismic or other geological events, are not suited to the location of commercial, residential or industrial development consistent with public health or safety concerns. Geologically hazardous areas include the following areas: (1) Erosion hazard areas are those areas having a severe to very severe erosion hazard due to natural agents such as wind, rain, splash, frost action or stream flow. Doc. I.D. 31474 5 File No. 05-100952-000-00-SF (2) Landslide hazard areas are those areas potentially subject to episodic downslope movement of a mass of soil or rock including, but not limited to, the following areas: a. Any area with a combination of: 1. Slopes greater than 15 percent; 2. Permeable sediment, predominately sand and gravel, overlying relatively impermeable sediment or bedrock, typically silt and clay; and 3. Springs or groundwater seepage. b. Any area which has shown movement during the Holocene epoch, from 10,000 years ago to present, or which is underlain by mass wastage debris of that epoch. c. Any area potentially unstable as a result of rapid stream incision, stream bank erosion or undercutting by wave action. d. Any area located in a ravine or on an active alluvial fan, presently or potentially subject to inundation by debris flows or flooding. e. Those areas identified by the United States Department of Agriculture Soil Conservation Service as having a severe limitation for building site development. f. Those areas mapped as class U (unstable), UOS (unstable old slides), and URS (unstable recent slides) by the Department of Ecology. g. Slopes having gradients greater than 80 percent subject to rockfall during seismic shaking. (3) Seismic hazard areas are those areas subject to severe risk of earthquake damage as a result of seismically induced ground shaking, slope failure, settlement or soil liquefaction, or surface faulting. These conditions occur in areas underlain by cohesionless soils of low density usually in association with a shallow groundwater table. (4) Steep slope hazard areas are those areas with a slope of 40 percent or greater and with a vertical relief of 10 or more feet, a vertical rise of 10 feet or more for every 25 feet of horizontal distance. A slope is delineated by establishing its toe and top, and measured by averaging the inclination over at least 10 feet of vertical relief.' 22-1286 Limitations (c) (1.4) (c) l3efore approving any development activity or land surface modification under this section, the city may require the:applicant to submit the following information: (1) A soils report prepared by a qualified professional engineer licensed in the state which describes how the proposed development will impact each of the following on the subject property and nearby properties: a. Slope stability, landslide hazard and sloughing,. b. Seismic hazards. c. Groundwater. d. Seeps, springs and other surface waters. e. Existing vegetation. (2) Recommended foundation design and optimal location for roadways improvements. (3) Recommended methods for mitigating identified impacts and a description of how these mitigating measures may impact adjacent properties. (4) Any other information the city determines is reasonably necessary to evaluate the proposal. -1 FWCC 22-596: Detached Dwelling Units, Minimum required yards: In SE, Front - 30 feet, Side (each) -10 feet, Rear -10 feet. Xvdl FWCC 22-1133 Structures and improvements(4) No improvement or structure may be in a required yard except as follows: (4) Chimneys, bay windows, greenhouse windows, eaves, awnings and similar elements of a structure that customarily extend beyond the exterior walls of a structure may extend up to 18 inches into any required yard. The total horizontal dimension of the elements that extend into a required yard, excluding eaves, may not exceed 25 percent of the length of the facade of the structure from which the elements extend. Xvill FWCC 22-1133 Structures and improvements: (5) No improvement or structure may be in a required yard except as follows: (6) Rockeries and retaining walls may be located in required yards if: a. The rockery or retaining wall is not being used as a direct structural support for a major improvement; and b. The rockery or retaining wall is reasonably necessary to provide support to a cut or slope. XIX FWCC 18-163 Additional definitions Doc. I.D. 31474 6 File No. 05-100952-000-00-SF Stringline setback means a straight line drawn between the points on the primary buildings having the greatest projection (including appurtenant structures such as decks) waterward on the two adjacent properties. FWCC 18-165 Urban environment. (d) Residential development. Single-family and multiple -family residential development may be permitted in the urban environment subject to the general requirements of Chapter 22 FWCC, Article A, Divisions 3 and 4, and the following: (3) Setbacks. (a) Single-family residential development shall maintain a minimum setback behind the stringline setback, or 50 feet from the ordinary high water mark, whichever is greater... -1 FWCC 22.1 Definitions: Significant trees. A "significant tree" shall be defined as: (1) Twelve inches in diameter or 37 inches in circumference measured four and one-half feet above ground; and (2) In good health; and (3) Not detrimental to the community (e.g., is not diseased, dying, or likely of falling into public open space or right-of-way, etc.) or obscuring safe sight distance requirements. Significant trees shall not include red alder, cottonwood, poplar or big leaf - maple.1568 areas which meet size requirements mentioned above. -11 FWCC 22.1568 Significant trees: (c)(1M There shall be no cutting of significant trees without authorization from the city for the purpose of preparing that site for future development. -Ha FWCC 22-1568 Significant trees: (c)(2) The applicant shall submit a tree retention plan concurrent with the first permit application for that development. The tree retention plan shall consist of the following: a. A tree survey or cluster survey that identifies the location, site, number and species of all significant trees on the site. b. A development plan identifying the significant trees that are proposed to be retained, removed, transplanted, or replaced, including a final report on percentage retained. -m FWCC 22.1568 Significant trees: (c)(1)(a) If the approved development on the subject property will require the removal of more than 75 percent of the significant trees on the subject property, significant trees shall be replaced in amount equal to 25 percent of the significant trees which existed on the subject property prior to commencing any development activity. — FWCC 22-1568 Significant trees: (c)(5) When required significant trees cannot be retained (see subsection (f) of this section), significant trees that are removed shall be replaced with: a. Transplanted or retained on -site trees four -inch caliper or larger, which meet the definition of significant tree in all manner except size, and approved by the community development director, based upon the director's assessment of the location of the tree in relation to the proposed site development; or b. New evergreen trees that are a minimum 10 feet in height, or deciduous trees that are a minimum three-inch caliper. Doc. I.D. 31474 7 File No. 05-100952-000-00-SF r� 24758 SE Alirrornxmt Drh,e Icsagmth, 98027 Phone 425-392-6111 Fax 425-392-6111 lesleirard d holmail. com April29, 2005 Upstream Analysis The upstream area is 0.77 acres. Using a time of concentration of 6.3 minutes (min Tc) and a ten year storm. Using 2 dwelling units per acre the C=0.36(see page 3-13 KCSWDM) Rainfall intensity is 3.1 inches for the ten year storm. Variable from table 3.2.1B are aR = 2.33 and bR = 0.64 I10 = (2.33)(6.3)-0.64 = 0.72 I10=3.1 x0.72=2.22 Q=CI, o A= 0.3 6x2.22x0.77=0.61 cfs Onsite Analysis of Ronald Sloy property The surface drainage on the existing lot flows in a generally southeasterly direction until it encounters a gravel access road. Per King County KCRTS the existing runoff is.. This is less that the 0.1 cfs increase as stated on page 1-27 of the King County Surface Water Design Manual. Therefore this project is exempt from flow control requirements. However a detention tank is installed in order to keep water from flowing into the proposed septic system drain field and the neighbor to the east. The detention tank is sized to pickup the house roof ,driveway + 2000 sf in SW 307`h St. There is 2000 sf of existing gravel that is modeled as 1000 sf of impervious surface. There 9367 sf impervious and 2300 sf of that is used for for the SBUHY2-Lank sizing computer program. This u e, t e 2 and 10 year flows to arrive at a tank size of 4 feet diameter and 42feet long for 491 cu ft of volume The ten year discharge is 0.06cfs and requires a single 1.08 inch orifice. The parameters are Alderwood soil which is Hydrologic type C which in meadow or pasture which has a CN=85. The impervious has a CN = 98 and the time of concentration for both existing and proposed is the minimum of 6.3 minutes as the travel distances are quite short. The 2 year precipitation is 2.1 inches and the 10 year precipitation is taken as 3.0 inches. The 0.06 cfs is shown on the site plan day lighting onto the north side of SW 307Ih St. A 4 inch dia pvc sch 40 pipe discharges to a slight swale on the north side of SW 307'` St. 0- ,7010� Downstream Analysis Beginning at the South Edge of the lot there is a gravel road where the water flows down a slight swale on the north side of SW 307t' St. @2+30 there is a 12 inch diameter concrete culvert that goes about 30 feet to the east. This culvert is about 1/5 full of dirt in the invert. @2+60 a short 15 foot long grass ditch terminates in a 12 inch culvert. @2+75 the culvert begins. @3 +30 there is a large landscape bush that appears to conceal a catch basin where the flow goes from the north side of SW307t` St to the south side in a 12 inch concrete pipe and ends in a small poured concrete wingwall. The wingwall is @3+45. The flow then goes in a grass lined ditch for 25 feet to 3+70 where it flows around a corner to goes southerly along the west side of road at about a 10 percent slope to 5+30 @5+30 Beveled end section or HDPE culvert which goes to a catch basin at 5+55 5+55 Type 1 catch basin 12 inch culvert to 5+90 @5+90 grass lined ditch alongside road to 9+35 at approximately 6 percent grade. @9+35 Enters 12 inch concrete culvert beneath driveway 10+10 culvert empties into approximately 250 foot diameter small lake. Another culvert acts as an overflow for the lake and crosses beneath 44 th Ave SW to approximate station 10+90 10+90 to 13+20 flow through dense forest in ravine. It finally empties into Dumas Bay. CHECK CONVEYANCE FLOWS Use Rational method for conveyance flows using 100 year flows. Assume lawn on north side of house picked up by 2 catch basins and thence directed south. Total lawn area = 2300 sf @ C=0.25 1150 sf going to first catch basin and 1150 sf going to second catch basin Yard catch basin 1 to yard catch basin 2 Time of concentration taken as 6.3 minutes which is the minimum. First pipe is 4 inch Schedule 40 pvc , 50 feet long at 2 percent slope 2.61(6.3) 0.63 = 0.82 I,00 = 4.3(0.82) = 3.5 Q100 = 0.25x3.5x1150/43560= 0.023 cfs Capacity of 4 inch pipe @ 2 percent slope q= 1.486x 0.087 x 0.0833213X 0.021/2/0.009 = 0.4 cfs>0.023 cfs Velocity flowing full is 0.4/0.087= 4.6 feet per second Q/Qfull = 0.023/0.4= 0.06 Proportional velocity = 0.28 Velocity in pipe use K value of 20 20(0.02)'/2 = 2.82 feet per second Time in pipe = 50f/2.82fps= 17.7 seconds = 0.30 minues Yard catch basin 2 to type 1 catch basin 3 74 feet of 4 inch schedule 40 pipe @ 6.08% slope Time of concentration is 6.3 minutes + 0.30 minutes = 6.6 minutes 2.61(6.6) -0.63 = 0.79 1100 = 4.3 (0.79) = 3.4 Q100 = 0.25 x3.4x 2300/43560= 0.045cfs Q capacity = 1.486x0.087 x 0.0833-66 x 0.0608112 /0.009 = 0.69 cfs Qloo / Q capacity = 0.045/0.69 Proportional velocity = to small to accurately determine Use K value of 20 and slope of 6.08 and paved area (sheet flow) and shallow gutter flow 20(0.0608)I�� = 4.93 feet per second Time of concentration at this point is as follows: 74 f/4.93fps= 15 seconds = 0.25 minutes 6.6 minutes + 0.25 minutes = 6.85 minutes to type 1 catch basin. Check flow from house to type 1 catch basin Roof area is 4258 sf Initial time of concentration is 6.3 minutes 2.61(6.3)-0.63 = 0.819 1100=4.3x0.819=3.52 Q100 = 0.90 x 3.52 x 4258/43,560= 0.31 cfs Use orifice flow with head of 1.5 feet for flow in 4 inch downspout collector pipe. Q=CA(2gh)0 5 = 0.63x0.087(2x32.2x1.5)0-5 = 0.54 cfs>0.31 cfs Assume a maximum of 50 feet of flow at this rate Friction loss =(L) x (Q/K)1-85 Where f-- friction loss through pipe in feet L= length of pipe in feet Q= flow in gpm 0.31 cfs x 7.48 gallon/cubic foot x 60 seconds per minute = 139 gallons per minute K= Constant = 1642.9 for Schedule 40- 4 inch pipe 50x(139/1642.9)1.85 = 0.01 feet which is negligible ignore Pipe from downspout collector pipe to type 1 catch basin (3) 41 feet of 4 inch Schedule 40 at 8.5 percent Q capacity = 1.486 x 0.087 x 0.0833.66 x 0.0850-5 /0.009 = 0.81 cfs Velocity full = 0.81/0.087= 9.3 Q/Qcapcity = 0.31/0.81= 0.38 Proportional velocity = 0.9 Velocity = 9.3 x 0.9 = 8.4 fps Time in pipe = 41/8.= 4.88 seconds = 0.08 minutes Time at type 1 catch basin 3 = 6.38 minutes Time of concentration from yard cb 2 to type 1 catch basin 3 = 6.85 minutes Driveway in front of house and garage that is contributory to Type I catch basin 3 1627 sf 1100 = 3.52 (see calculations from above) Q100 = 0.90 x 3.52x(1627/43,560) = 0.12 cfs Adding all flows together there is 0.045 cfs from 2300 sf lawn 0.31 cfs from house roof 0.12 cfs from parking area in front of garage Total is 0.475 cfs Check capacity of 29 feet long of 4 inch Sch 40 pvc @ 24.38 percent slope Q100 = 1.486x0.087x0.0833-66 x 0.24380-5/0.009 = 1.38 cfs>0.475 cfs OK There is a small paved area of driveway that drains to the catch basin at the south end of the detention tank. There is 720 sf of paved area 1100 = 3.52 Q100= 0.9 x 3.52x(720/43,560)= 0.052 cfs Maintenance Instructions See Attachments r f 4738 SEMirrorn ola Drive Issaquah, TLVctshin(ton 98027 Phone 4 25-39?-0111 Fax 423-392-6111 leStelrarcl rrhohnail.com April28, 2005 Attn: Ann Dower CC: William Appleton On the project at 636 SW293rd Place I have ran the KCRTS program with 5679 sq ft of till grass (0.13 acres) and the post development condition of 0.13 acres of impervious and the result was a detention tank that had a volume of 2199 cu ft of storage. A 4 foot diameter pipe with a length of 175 feet was the result. I believe that this is near impossible as this is equivalent to 219915679= 4.64 inches of water over the entire developed site including the easement driveway. This is more than the 100 year 24 hour storm which is about 4 inches in this area. The place to put this is the 1060 sq ft of parking area which has no place for such a structure. Perhaps there is some glitch in the program that comes up with unbelievable results such as this. Running the same areas using the SBUH gives much more believeable results. The resulting structure has 311 cu ft and is 3 feet in diameter and 44 feet long which is much more what I am used to seeing for a single family residence. Also of the almost 600 feet of downstream path for the project there is only about 10 percent which is not manmade. It is predominatly a manmade channel. There is the exception of the ivy covered ravine just below the 36 inch ASR culvert that crosses SW 293rd St. There is a culvert and rock lined stream just as the flow exit's the site on the South side of SW293rd St. This rock lined trench was just installed within the last two years by your own people. The area beyond the ivy wall is a vertical walled concrete block lined section that is obviously a manmade constructed channel. The water appears to run about 30 inches deep in the ivy ravine during high water as the ivy doses not grow below that level for a short distance. The bottom of this ravine is a stair stepped natural course but it is of short length. Regarding the Young project for Terry Jensen a likewise much smaller tank came out of using the SBUH method. The 1509 cu ft. likewise was like having nearly 3 inches of water over the entire developed site. I believe that we together need to work out a reasonable solution. I can be reached at 425-392-6111 and Cell phone 425-765-9962 Fax 425-392-6111 and email @ www. lesteward@hotmail. com Sincerely, Larry E. Steward PE 05/19/2005 17:09 4255579F-r;3 TERRY JENSEN Cr-NST PAGE 03 {" 05-19-' 05 15: 02 FROM-, � T-111 P02/04 U-132 *WrraZan &A.SSOCIA TES,XNC. op-o,rrCHNICAL ENGINEERING a ENVIRONMENTAL FENGINEERING CONSTRUCTION TESTING dt INSPECTION May 19, 2005 11.1[r. Terry Jensen 3'RUY MSEN CuSTOU HOMES JP,O. BQx 1326 Issaquah, Washington 98027 RE: AbluNbtUM LZrMA- EROSION ld_A.ZARD Pmposcd 3itigle FamilyResidenee 4334 5W :307a' Street Federal Way, Washington bear Mr. Jensen: 1;KA Projeot No. 092-04086 RESUBMITTED HAY/ ® 2005 As requited by the City of Federal Way, we have prepared this letter to address the classification of the refereaeed site as bring located within a geologically hazardous a=6 specifically with regard to the potential for arosion hazards. As noted in our Geotech ical Engiueerirlg Iaavestigation Report (KA No. 092-04086), dated December 27; 2004, the tnajodty of the site slopes at grades of 5 to 35 percent (central portion of site where proposed home is to be located has gentle slopes). The north edge of the site is marked by a steep bluff' with a slope magnitude on the, carder of 175 percent. The current plan calls for the house to have a horizontal setback of 40 feet or greater fig the steep bluff. The subsurface soils encountered in the previously excavated test pits (performed during the. initial field exploration) geumfly consisted of medium deme, weathered glacial till o'vaw dense to very dense ,glacial till. Tbc weathered glacial till is slightly more prone to erosion as compamd to the deeper, unwwlhered. mwerialt however if covered with normal reFtidenrial landscaping, the weathered soils can be maintained. with very low erosion potential. Steep bluff areas, .if open and i;xpoaed to weather conditions and/or wave action are typically the most susceptible to erosion. The Proposed residential development area is located well away f m the steely slope region. The gentle slope area, where the planned home will b© ,located is cunmtly covered with natural vegetatiota It is our opinion that dais area has very low erosion potential in its current State and that this very lrjw arosion potential can be maintained with proper temporary erosion control measures during construction and perm anent measures (re-planting/hydroseeding, landscaping, geohabrics, etc.) orrery the house construction is'cotmplete. It is our opinion, based on the topography and soil renditions in the area of the proposed house, that this section of the Site does not have a severe to very severe erosion hazard due to natural agents such as wind, min, splash, frost action or stream flow. It is our opal ON' that the lalannW residential work is suitable with regard to the erosion hazard, provided the work is pesl'ormed with b3spection. to verify suitable construction and to provide recommendations for modifications, if+cnn{ditions warrant. Orifices SeMing The Western United States I9501- ;,44'' Avenue NR 0 P-300 • Woodinville, Washington 08072 . (425) 485-5519 ll Fax (425) 485--6837 ooZ,00peea�anrt:s4CM,4a+ TERRY JENSEN CQNST PAGE 04 05/19/2005 17:09 4255579F,93 1 05-19-' 05 15: 02 FROM-, T-111 P03/04 U-132 KA Project Nc,. 092-04086 May 19, 2.005 Pa-oe No_ 2 of - The removal of native vegetation &hvold be miaimized, to the greatest extent possible (outside areas designated fox Jwmdscaping and structural development) and landscaping and other pern an=t crosinn cantmi ka=s sno►Yld In is place to reduce adverse impacts to neighbQr1trg and do%,n slope properties, resulting from urusiou. Vide do not anticipate the need for mmoval of vegetation within th-! bluff areas. No slope areas should be stripped of vegetation arad left open and exposed to wet weather conditions. If vegetation is rerrmovad in any sloped areas, these seotaons should be covered with visqueerz for protection. The plastic sheob-,; g shauK be kept in place with sand Lags or other mear.-s so that the rnateriid is no.. disturbed by wind_ Emsion and sediment control (ESC) is russet to minimize the tmsportation of sediment to wetlands. st-ma,ms, lairds, drainage systems, and adjacent propertics. Erosion and sediment control mewsurca thauld be taken and tbwe measures should be ire accordance with the City of Fadcral Way Mquircments- As Z- 7trzinfnr.ttls, the follo%�,ing basil mornmendations should be incorporated is the design of thr erosion "d sedimem control J5 natures of'the site: Phase tho grading, utility work, and other work requiring excavation or the disturbance of the site soils during the dry season (generally May through September). If precautions arc taken u;;iZLJ Best M%nvg:ement Practices (BMP's), grading activities can be Undertaken dwing the wt, season (Ronearally (?rtober through April), but it should also be known that tlls may increme tbA overall cost of "he project. • All site work should be completed aad stabilized as quickly as pon-61e. • Additional, perimetcr erosion an,d sediment control features may be rewired to mduce the possibility 01" aedrmeut ezu nng the surface water. This may includl - additional silt fences, sill, fences :v th a higher Apparent C] eaaiszg Size (AO5), construction of a berm, or atb.er fulf;atlon system. • Any runoff generated by dawatering disetwge should be ;rested Oxough construczion of a serlimotat trAp if there is suffcicrrt space. If space is limited other filtration methods will Aced to be imwrporated. • A WSUOT ;;ertifled. Erosion C6ntrol Xnspector should be zmigncd to this project to monitor temporary rrosion and sedimentation contrni devices, and make rccDrnme rdations for ESC rtpair� or addi-tioxwl ESC installation if needed. Krazan & Associates, Inc. can provide a Wt SOT m-r eel inspector, if requested_ Kra?= & kssociates, link. OPAces Serving ne westem United stars 05/19/2005 17:09 4255579-%3 * 05-19-' 05 15 : 03 FF3OM - a TERRY JENSEN Cn.�NST PAGE 05 T-111 PO4/04 U-132 KA, Project No. 092-04086 May 19, 2005 pate No. 3 of i Wo hope that this letter provides th© infbrmativso rtquired at this time, If woa have any questions, of if we may be of f ui es assistance, please do act besitate to contact our office at (425) 485-5519. RespWMy submitted, XQXAZAN & ALSSOCTATES, Xl c r 1 a Scan L Gectcchnicai Diviaian 1Vl agor sLO6 C s Behrens, L. ., Z. G. Senior EBiDeering Geologssz WSDOT Certified Erasion and Sedimentation Control Inspector Kra Tan & Assnetates, IsK. Qffwxs Scl'►+ ng f: he Westem United States JENSEN CONST PAGE 02 02101/2006 10:29 4255579553 TERRY= � Ka.n &ASSOCIATES,INC. GEOTECIiNICAL ENGINEERING n ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION June 8, 2005 KA Project No. 092-04086 Mr. Terry Jensen TERRY JENSEN CUSTOM HOMES P.O. Box 1326 Issaquah, Washington 98027 RE: GPLADE CHANGES A,Nn RociCT;RV ADDITION Proposed Single Family Residence 4334 SW 307'h Street Federal Way, Washington Dear Mr. Jensen: Per your request, we have prepared this letter to address the proposed addition of a rookery along the western property line and grading of the area at the top of the bluff located along the northern portion of the property. The bluff' located in the northern portion of the site has a slope magnitude on the order of 175 percent. The current plan calls for the house to have a horizontal setback of40 feet or greater from the steep bluff. We understand that you propose to cut and grade the area near the top of the bluff in order to prevent runoff from going over the slope. The grading would include cuts on the order of 8 feet in the western portion of the top of the bluff area and cuts less than I foot in the eastern portion of the top of the bluff area. Positive drainage would be included to divert water away from the bluff and into the storm system. It is our opinion that the proposed rockery is suitable for the site conditions. The site soils, sassed on our previous geotecbnical exploratory work and review of the available geologic snapping, consist pri-marily of dense, native glacial till. Cuts, such as those proposed, within these soils are typically ideal for facing with rockeries, provided the work is completed in accordance with the plans and applicable Association ofRockcry Contractors (ARC) Guidelines and with inspection of the elements of the rockery installation. Rockeries are not considered retaining structures. Instead, rockeries should only be constructed to face (aDd protect from surface erosion and deterioration) already stable cuts or properly constricted (often geogrid reinforced) fill slopes. Rockeries are not recommended in any areas along the steep bluff, located at the north end of the site. We understand that rockery cross-section drawings have been developed and sealed by a licensed professional engineer (as required by the City of Federal Way). We recommend that the rockeries be constructed in accordance with the design documents and all other applicable elements of the Association of Rockery Contractors (ARC) Guidelines, The key elements of the rockery installation will include using rocks of the appropriate size and stacked orientation shown is the design drawings, placement of drainage tone materials as indicatcd in the design, rockery batter in accordance with the design Offices Serving The Western United States 19501 - 144a Avenuc NE # F-300 I7 Woodinville, Washington 98072 n (425) 485-5519 0 Fax (425) 485-6837 09244086R69k.7Gnd4a La.w RESLA3MITTE® FEB 1 0 2006 CITY OF FEDERAL WAY BUILDING DEPT. KING COUNTY BUILDING AND LAND DEVELOPMENT ROCKERY STANDARDS FOR FLAT BACKSLOPE, SURFACE SHOULD BE IMPERVIOUS & SLOPED TO DRAIN. — 1 TO 2 XSEE Q I NOTES 1-3 c FOR PERMIT & j CERTIFICATION = REQUIREMENTS 111 2 ' { MIN. 12' �••• 4,w i v FIRM, UNDISTURBED SOIL 35 F p I S lh f .r' GENERAL NOTES I . ROCKERIES 4' AND OVER IN HEiGnT REQUIRE A BUILDING PERMIT. 2. FOR ROCKERIES BETWEEN 4' AND 6' HIGH, THE INSTALLER OR CONTRACTOR SHALL PROVIDE A LETTER TO THE BUILDING INSPECTOR PRIOR TO FINAL INSPECTION CERTIFYING THAT THE SUBGRADE AND DRAINAGE HAVE BEEN PREPARED IN ACCORD WITH THESE STANDARDS. 3. ROCKERIES 6' AND OVER IN HEIGHT REQUIRE ENGINEERING SUPERVISION BY SPECIAL INSPECTOR (UBC 306b), WHICH AT MINIMUM SHALL CONSIST OF INSPECTION AND WRITTEN CERTIFICATION OF SUBGRADE PLACEMENT OF BASE COURSE AND DRAINAGE, AND FINISHED ROCKERY. 4. ROCK SHALL BE SOUND AND HAVE A MINIMUM DENSITY OF 160 POUNDS PER CUBIC FOOT. 5. THE LONG DIMENSION OF ALL ROCKS SHALL BE PLACED PERPENDICULAR TO THE WALL. EACH ROCK SHOULD BEAR ON TWO ROCKS IN THE TIER BELOW. 2 (OR FLATTER) 1 TFR4,BE-DRAININIG BACKFILL (MAX. 5% FINES); N. 8WIDE LAYER OF7'- 4" QUARRY 4LLS ADJACENT IS ROC c�Y. '51ABLE CUT FACE IN NATIVE MATERIAL (SEE NOTE 7) I" (OR LESS) DIAMETER WASHED GRAVEL; MIN. 6" COVER OVER PIPE: MIN. 2" GRAVEL UNDER PIPE MIN. 4" DIAM. PERF. PIPE MIN. 1 % — CONTIN000S SLOPE TO OUTLET; PIPE WOR CUT FACE LINED WITH FILTER FABRIC (MIRAR OR EQUIVALENT). NO ROADWAYS OR PARKING LOTS IN THIS AREA 6. IMPROVED WALKING SURFACES ABOVE AND ADJACENT TO ROCKERIES OVER 30" IN HEIGHT SHALL BE PROTECTED BY A GUARDRAIL CONFORMING TO UBC 1711. 7. ROCKERIES ARE EROSION -CONTROL STRUCTURES, NOT RETAINING WALLS. NATIVE MATERIAL MUST BE STABLE AND FREE-STANDING IN CUT FACE 8. ANY DEVIATION TO DESIGN OR IN PLACEMENT OF ADJACENT STRUCTURES MUST BE SUBMITTED WITH THE SEAL OF A CIVIL ENGINEER CURRENTLY LICENSED IN THE STATE OF WASHINGTON. 2101/2006 10:29 4255579553 TERRY JENSEN CONST PAGE 03 ( KA Project No. 092-04086 June 8, 2005 Page No. 2 of 3 constructed in accordance with the design documents and all other applicable elements of the Association of Rockery Contractors (ARC) Guidelines. The key elements of the rockery installation will include using rocks of the appropriate size and stacked orientation shown in the design drawings, placement of drainage zone materials as indicated in the design, rockery batter in accordance with the design documents (if indicated) and keyway dimensions and subgrade conditions (beneath the bottom row of rocks) as noted in the design documents. It is our opinion that full time inspection,, by the geotechnical engineer, for rockery installation, for the types and heights of the features proposed at this site is not needed. We recommend that periodic inspection of the rockery construction be performed by a representative of the rockery designer (i£ independent of the rockery contracLor), a city inspector or a representative of the geotecbstical engineer, primarily to verify conformance with the design drawings. This periodic inspection work should focus primarily on verifying stable cut faces, establishment of the proper keyways for the bottom rocks and the placement of the drainage zones. We hope that this letter provides the information required at this time. If you have any questions, or if we may be of further assistance, please do not hesitate to contact our office at (425) 485-5519. Respectfully submitted, ICRAZAN & ASSOCIATES, INC. S L. araway, P.L. Geotechnical Division Manager SLC/ph Phil Haberman, L.G. Senior Engineering Geologist WSDOT Certified Erosion and Sedimentation Control Inspector Kraxsn & Associates, Inc. Offices Serving The Western United States RECEIVED = -May 3; 2005 City of Federal Way Building Department.' PO Box 9718' Federal Way WA '98063 Re: Parcel # 1121039031 Lot 3, 4334 SW 307" St MAY. 11265 GITY OF FEDERAL: WAY BUIL.DINd DEPT. I am the original owner of this property. I purchased the property in 1967" and sold it in 2001. At -no time have I ever owned property abutting this parcel. I understand that the current zoning on this parcel was changed to suburban estate, five acres. Although I owned the property at the time of the rezone, I was not notified of the substantial zoning change; I was not made aware of the zoning change until today. The lot I d❑ still own is just across 307th Street, but the zoning is completely different, Thank you for your consideration. Sincerely, Jim F. Stevenson 4343 SW 307'h, St Federal Way WA 98023 RECEIVED FEB 2 8 Z005 im�'MJ<XaZan& ASS0CIATES,INC. Y GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEIWJ"G DEPT. CONSTRUCTION TESTING & INSPECTION December 27, 2004 :_ KA Project No. 092-04086 n 1 Mr. Terry Jensen TERRY JENSEN CUSTOM HOMES UPU P.O. Box 1326 Issaquah, Washington 98027 UM RE: GEOTECHNICAL ENGINEERING INVESTIGATION Proposed Single Family Residence 0 5— 1 0 0 9 5 2 4334 SW 307ih Street Federal Way, Washington Dear Mr. Jensen: This letter report presents the results of our Geotechnical Engineering Investigation for the proposed single family residence at the above referenced site. The scope of this study was outlined in our Proposal No. G04- 146WAW, dated December 14, 2004. Authorization to proceed with this investigation was given by you on December 15, 2004, and the fieldwork portion of the study was undertaken on December 16, 2004. Site Conditions The southern portion of the subject property gently slopes downward to the south towards Southwest 307th Street. The central portion of the subject property (proposed residential structure location) is relatively level. The northern portion of the lot, immediately south of the bluff area, gently slopes towards the west. The bluff area steeply slopes toward Puget Sound. The majority of the slopes within the proposed development area vary between approximately 5 and 35 percent. The bluff has a slope of approximately 175 percent or greater. 'The property appears to have been partially developed in the past, but is undeveloped at this time and covered with grass, blackberry bushes, fruit trees and alder and fir trees. Single-family residential properties bound the subject property on the west and east sides. Poverty Bay bounds the property to the north, and Southwest 307th Street bounds the property to the south. Figure 1 shows the approximate site location. Proposed Construction We have not yet received specific information regarding the proposed residential structure. Preliminarily, it is our understanding that the proposed home will be a two story slab on grade structure with an attached garage. Footing loads are expected to be light to moderate. We have not yet received a grading plan for the project. Preliminarily, we anticipate maximum cut and/or fill depths on the order of approximately 6 feet or less. In the event that the structural or grading information detailed in this report is inconsistent with the final design, the geotechnical engineer should be notified so that we may update this writing as applicable. Eleven Offices Serving The Western United States 19501 144th Ave. NE, #F-300; Woodinville, WA 98072 • (425) 485-5519; Fax (425)485-6837 KA No. 092-04086 December 27, 2004 Page No. 2 of 13 Field. Investigation A field investigation consisting of excavating and sampling two exploratory test pits, that provided general coverage of the property to be developed, was completed to evaluate the subsurface soil and groundwater conditions. The exploratory test pits reached a depth of approximately 4 feet below the existing site grades. Jenson Custom Homes provided the excavation equipment. The excavation work was performed on December 16, 2004. The exploratory test pits were excavated with a John Deere 120C Excavator. Figure 2 shows the approximate locations of the exploratory test pits. Representative samples of the subsurface soils, encountered in the test pits, were collected and sealed in plastic bags. These samples were transported to our laboratory for further examination and verification of the field classifications. The soils encountered, in the exploratory test pits, were continuously examined and visually classified in accordance with the Unified Soil Classification System (USCS). Laboratory tests were performed on selected soil samples to evaluate their physical characteristics and engineering properties. The laboratory testing program was formulated with an emphasis on the evaluation of natural moisture content and gradation of the materials encountered. The results of the laboratory tests are attached with this report. This information, along with the field observations, was used to prepare the attached final exploratory test pit logs During our site visit, the slopes within and adjacent to the proposed residential construction area, were visually observed for signs of potential instability, such as head scarps,' hummocky terrain, vegetation patterns conducive to slope destabilization, tension cracks, surface runoff, and groundwater seepage emanating from the slope surfaces. During our visit, we did not observe any signs of recent instability and the existing slopes appear to have been stable for some time. Geologic 5ettin The site lies within the central Puget Lowland. The lowland is part of a regional north -south trending trough that extends from southwestern British Columbia to near Eugene, Oregon. North of Olympia, Washington, this lowland is glacially carved, with a depositional and erosional history including at least four separate glacial advances/retreats. The Puget Lowland is bounded to the west by the Olympic Mountains and to the east by the Cascade Range. The lowland is filled with glacial and nonglacial sediments consisting of interbedded gravel, sand, silt, till, and peat lenses. Based on our test pit excavations and our review of the United States Geological Survey (USGS), Geology of the Poverty Bay Quadrangle, Washington (Geologic Map), and the Washington Division of Geology and Earth Resources Geologic Map GM-50 Geologic Map of Washington Northwest Quadrant, it appears that the property is located in an area that is predominantly underlain by Vashon Glacial Till. The Vashon Glacial Till is typically characterized by an unsorted, nonstratified mixture of clay, silt, sand, gravel, cobbles and boulders in variable quantities. The Glacial Till is usually dense to very dense. Krazan & Associates, Inc. Eleven Offices Serving The Western United States KA No. 092-04086 December 27, 2004 Page No. 3 of 13 Soil Profile and Subsurface Conditions The subsurface conditions, observed within the exploratory test pits, appear to be typical of those encountered in the geologic region of the site. Our exploratory test pits revealed that the site is generally underlain by approximately 6 inches of loose, fine sandy silt (topsoil). The topsoil is underlain by approximately 2 to 2.5 feet of loose to medium dense, olive brown to grayish brown, fine to medium grained sand with variable amounts of silt and gravel to olive brown to grayish brown, silty, fine to medium grained sand with variable amounts of gravel (Weathered Vashon Glacial Till). These soils are underlain by dense to very dense, grayish brown to olive gray, silty fine to medium grained sand with variable amounts of gravel (Vashon Glacial Till) down to the termination depth of the exploratory test pits TP-1 and TP-2 (approximately 4 feet below the existing site grades). For additional information about the soils encountered, please refer to the attached logs of the exploratory test pits. Geologic Hazard/Erosion Concern The site is located within a City of Federal Way Critical Areas Map region that is designated as an Erosion Hazard Area and Landslide Hazard Area. These sensitive areas are designated as such, due to the topography, geology and erosion factors. The Natural Resources Conservation Service (NRCS) classifies the site soils to be of "Slight to Severe" erosionpot in the disturbed state. It has been our experience that the erosion potential for soils that are similar to those encountered at this site can be reduced through normal residential landscaping along with undisturbed native vegetation on the slopes. Typically, erosion of exposed soils will be most noticeable during periods of rainfall and may be controlled by the use of normal erosion control measures, i.e., silt fences, hay bales, mulching, control ditches or diversion trenching, and contour furrowing. Erosion control measures should be in place before the onset of wet weather. Accordingto the Department of Ecology Slope Stability Maps — Coastal Zone Atlas for King County the subject property to be developed is located within a designated_ stable slope area however the bluff area is mapped as unstable due to the topography, geology and erosion factors. UMer Bluff Area During our field assessment, we traversed the upper bluff area on the subject property. As we conducted the slope traverses we looked for any signs that would indicate past slope failures or features indicating possible future instability. We did not observe visible signs of relatively recent large rotational movement or features indicating possible future large rotational instability during our site visit. The bluff area is well vegetated with grass, ferns and other herbaceous plants, blackberry bushes, as well as maple, alder, and other deciduous trees. Overall, the bluff area appears to be relatively stable based on our limited observations from the top of the bluff, and the upper slope appears to have been stable for some time. However, shallow parallel separations of the bluff face, also known as soil slips, may occur at any time due to the general steepness of the bluff. These separations typically occur along joints, bedding contacts and/or weathered/non-weathered soil contacts. These features develop due to the naturally occurring weathering processes. Krazan & Associates, Inc. Eleven Offices Serving The Western United States KA No. 092-04086 December 27, 2004 Page No. 4 of 13 It should be understood, that due to natural geologic processes such as weathering and erosion due to precipitation, drying, wind, and other natural weathering processes, that the bluff area will slowly retreat toward the south, however these are long term processes that may have a limited affect on the building during the design life of the structure (50 to 75 years maximum), provided proper drainage, erosion control features, and structure setback from the bluff area are in place. Erosion and retreat of the slopes is typically maintained at a relatively low rate with this type of slope environment, if the natural vegetation is left in place, to the greatest extent possible (outside areas designated for landscaping and structural development) and landscaping and other permanent erosion control features are in place. It should be noted that the rate of bluff retreat may accelerate if shallow slides and slope movement take place at locations that cannot be properly mitigated. Slope Setback The scope of this investigation does not include a complete slope stability analysis of the described bluff area, located north of the proposed_ single-family residence site. A full slope stability study requires relatively deep drilling (to a depth of about 2/3 of the slope height; about 50 feet below grade), sampling, laboratory testing and engineering calculations. The costs for such a study are typically greater than the benefits, unless the proposed location of the structure is required to be very near the edge of the bluff area (less than approximately 40 feet for this type of slope environment). Based on our knowledge of the site geology and region as well as the observed bluff conditions, and also on the existing residential string line setback from the bluff .area we recommend a minimum horizontal setback of 40 feet (in general accordance with the City of Federal Way Municipal Code building slope setback requirements and existing residential setbacks from the bluff area) from the nearest footing edge to the bluff face, on the north side of the proposed structure. Depending on the proposed construction, slightly deeper footing embedment may be considered to increase the horizontal setback (footing stemwall may need design to retain lateral soil pressure). If the proposed location of the residential structure requires that the structure be placed less than 40 feet horizontally from the slope face, a more detailed slope stability analysis may be needed. This evaluation work may reveal that deeper foundation elements are needed for foundation support, at least on the north side of the residential structure, to maintain global stability. If the final plan indicates that the residential structure will be placed nearer than 40 feet from the bluff face, Krazan & Associates, Inc. should be notified so that we can review the conditions and complete further evaluation work. The above buffer/building setback incorporates the understanding that the native vegetation on the existing bluff areas will not be removed (except for surveying purposes and the removal of hazard trees (per City Codes)) and that the buffer/building setback area will be landscaped and incorporate other permanent erosion control features. Groundwater The test pits were checked for the presence of groundwater during and immediately following the excavation operations. At the date and time of our investi ation &Lctundwater was not encountered. It should be recognized that water table elevations may fluctuate with time. The groundwater level will be dependent upon seasonal precipitation, irrigation, land use, and climatic conditions, as well as other factors. Krazan & Associates, Inc. Eleven Offices Serving The Western United States KA No. 092-04086 December 27, 2004 Page No. 5 of 13 Therefore, water levels at the time of the field investigation may be different from those encountered during the construction phase of the project. The evaluation of such factors is beyond the scope of this report. Groundwater flow may become heavier during construction, which takes place during the wet weather season. This may cause difficulties with the grading and excavation work. Certain remedial and/or de -watering measures may be required. Seismic Conditions The glacial soils encountered in the exploratory test pits, primarily below a depth of about 2.5 to 3 feet, were generally dense to very dense. The overall soil profile generally corresponds to a site class soil profile of C as defined by Table 1615.1.1 of the 2003 International Building Code (IBC). A site class soil profile of C applies to a profile consisting primarily of dense to very dense soils within the upper 100 feet. CONCLUSIONS AND RECOMMENDATIONS General Based on the findings of this investigation, it is our o inion that the proposed residential structure and detached garage may be supported on shallow foundation systems bearing on the medium dense to very dense native soils or properly compacted, structural fill. placed on medium dense to very dense native soils. Site Prevaration Site clearing should be limited to the areas necessary for construction of the single family home and associated driveways and structures. Native vegetation should be left in place to the maximum extent possible along slope surfaces. Clearing should include removal of vegetation; trees and associated root systems; wood; existing utilities; structures including foundations, basement walls and floors; rubble; and rubbish. Site stripping should extend to a minimum depth of 6 inches (preliminary; based on our test pit locations), or until all organics in excess of 3 percent by volume are removed. These materials will not be suitable for use as structural fill. However, stripped topsoil may be stockpiled and reused in landscape or non-structural areas. After stripping operations and removal of any undocumented fill, the building pad areas should be visually inspected to identify any loose areas. Any remaining loose soils should be overexcavated to the level of the medium dense to very dense, native soils. The resulting excavations should be filled with approved on site material, or imported structural fill. Structural fill material should be within f 2 percent of the optimum moisture content, and the soils should be compacted to a minimum of 95 percent of the maximum dry density based on ASTM Test Method D1557. During wet weather conditions, typically October through May, subgrade stability problems and grading difficulties may develop due to excess moisture, disturbance of sensitive soils and/or the presence of perched groundwater. Construction during the extended wet weather periods could create the need to overexcavate exposed soils if they become disturbed and cannot be recompacted due to elevated moisture contents. The on site native soils have variable silt contents and are considered moisture sensitive. If overexcavation is necessary, it should be confirmed through continuous monitoring and testing by a qualified geotechnical engineer or senior Krazan & Associates, Inc. Eleven Offices Serving The Western United States KA No. 092-04086 December 27, 2004 Page No. 6 of 13 geologist. Soils that have become unstable may require drying and recompaction. Selective drying may be accomplished by scarifying or windrowing surficial material during extended periods of dry, warm weather (typically' during the summer months). If the soils cannot be dried back to a workable moisture condition, remedial measures may be required. General project site winterization should consist of the placement of aggregate base and the protection of exposed soils during the construction phase. It should be understood that even if Best Management Practices (BMP's) for wintertime soil protection are implemented and followed there is a significant chance that moisture disturbed soil mitigation work will still be required. Any buried structures encountered during construction should be properly removed and backfilled. Excavations, depressions, or soft and pliant areas extending below the planned finish subgrade levels should be cleaned to firm undisturbed soil, and backfilled with structural fill. In general, any septic tanks, underground storage tanks, debris pits, cesspools, or similar structures should be completely removed. Concrete footings should be removed to an equivalent depth of at least 3 feet below proposed footing elevations or as recommended by the geotechnical engineer. The resulting excavations should be backfilled with structural fill. A representative of our firm should be present during all site clearing and grading operations to test and observe earthwork construction. This testing and observation is an integral part of our service, as acceptance of earthwork construction is dependent upon compaction and stability of the material. The geotechnical engineer may reject any material that does not meet compaction and stability requirements. Further recommendations, contained in this report, are predicated upon the assumption that earthwork construction will conform to the recommendations set forth in this section and in the Structural Fill Section. Temoorary Excavations The on site glacial soils have variable cohesion strengths, therefore the safe angles to which these materials may be cut for temporary excavations is limited, as the soils may be prone to caving and slope failures in temporary excavations deeper than 5 feet. Temporary excavations in the medium dense to dense glacial soils should be sloped no steeper than 1H:1V (horizontal to vertical) where room permits. Temporary excavations in very dense glacial soils should be sloped no steeper than 3/4H:1 V (horizontal to vertical) where room permits. If the soil in the excavation is subject to vibration from heavy traffic, the temporary excavation should be sloped no steeper than 1 %2H:1 V. All temporary cuts should be in accordance with Washington Administrative Code (WAC) Part N, Excavation, Trenching, and Shoring. The temporary slope cuts should be visually inspected daily by a qualified person during construction work activities and the results of the inspections should be included in daily reports. The contractor is responsible for maintaining the stability of the temporary cut slopes and minimizing slope erosion during construction. The temporary cut slopes should be covered with visqueen to help minimize erosion during wet weather and the slopes should be closely monitored until the permanent retaining systems are complete. Materials should not be stored and equipment operated within 10 feet of the top of any temporary cut slope. A Krazan & Associates geologist or geotechnical engineer should observe, at least periodically, the temporary cut slopes during the excavation work. The reasoning for this is that all soil conditions may not be fully delineated during the previous geotechnical exploratory work. In the case of temporary slope cuts, the existing soil conditions may not be fully revealed until the excavation work exposes the soil. Typically, as excavation work progresses the maximum inclination of the temporary slope will need to be reevaluated by the geotechnical Krazan & Associates, Inc. Eleven Offices Serving The Western United States KA No. 092-04086 December 27, 2004 Page No. 7 of 13 engineer so that supplemental recommendations can, be made. Soil and groundwater conditions can be highly variable. Scheduling for soil work will need to be adjustable, to deal with unanticipated conditions, so that the project can proceed smoothly and required deadlines can be met. If any variations or undesirable conditions are encountered during construction Krazan & Associates should be notified so that supplemental recommendations can be made. Structural Fill Best Management Practices (BMP's) should be followed when considering the suitability of native material for use as structural fill. The native glacial soils have variable fines (silt and clay) contents and are considered moisture sensitive. The native glacial soils may also have elevated natural moisture contents, and may need to be dried back during dry, warm weather (typically during the summer months). The native glacial soils are generally considered suitable for reuse as structural fill, provided the soil is relatively free of organic material and debris, and it is within t 2 percent of the optimum moisture content. If the native glacial soils are stockpiled for later use as structural fill, the stockpiles should be covered to help protect the soil from wet weather conditions. We recommend that a representative of Krazan & Associates be on site during the excavation work to determine which soils are suitable for structural fill. It should not be taken for granted that the onsite soils may be used as the sole source for structural fill (especially during winter construction activities). During wet weather conditions the soils with higher silt and clay contents will be moisture sensitive, easily disturbed and most likely will not meet compaction requirements. Furthermore, during the winter the native soils typically have elevated natural moisture contents, which will limit the use of these materials as structural fill without proper mitigation measures. The contractor should use Best Management Practices to protect the soils during construction activities and be familiar with wet weather and wintertime soil work. An allowance for importing structural fill should be incorporated into the construction cost of the project (for wintertime construction this may be as high as 100 percent import). Imported structural fill material should consist of well -graded gravel or a sand and gravel mixture with a maximum grain size of 1'/2 inches and less than 5 percent fines (material passing the U.S. Standard No. 200 Sieve). All structural fill material should be submitted for approval to the geotechnical engineer at least 48 hours prior to delivery to the site. Fill soils should be placed in horizontal lifts not exceeding 8 inches loose thickness, moisture -conditioned as necessary, (moisture content of soil shall not vary by more than f2 percent of optimum moisture) and the material should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. In place density tests should be performed on all structural fill to verify proper moisture content and adequate compaction. Additional lifts should not be placed if the previous lift did not meet the compaction requirements or if soil conditions are not considered stable. Krazan & Associates, Inc. Eleven Offices Serving The Western United States KA No. 092-04086 December 27, 2004 Page No. 8 of 13 Erosion and Sediment Control During construction and until fully landscaped the exposed site soils will be subject to erosion. Erosion of the exposed soils will be most noticeable during periods of rainfall and may be controlled by the use of normal erosion control measures, i.e., silt fences, hay bales, mulching, control ditches or diversion trenching, and contour furrowing. Erosion control measures should be in place before the onset of wet weather. Erosion and sediment control (ESC) is used to minimize the transportation of sediment to ,wetlands, streams, lakes, drainage systems, Puget Sound, and adjacent properties. Requirements and regulations to control erosion should be in general accordance with the City of Federal Way stormwater management and site development regulations. Additional erosion control requirements per Puget Sound Water Quality Control Manual and Puget Sound Storm Water Management Manual, Volume 2, 1992, and SSC Title 24.may also need to be met: As a minimum, the following basic recommendations should be incorporated into the design of the erosion and sediment control features of the site: 1) Phase the soil, foundation, utility, and other work, requiring excavation or the disturbance of the site soils, to take place during the dry season (generally May through September). 2) All site work should be completed and stabilized as quickly as possible. 3) Additional perimeter erosion and sediment control features may be required to reduce the possibility of sediment entering the surface water. This may include additional silt fences, silt fences with a higher Apparent Opening Size (AOS), construction of a berm, or other filtration systems. 4) Any runoff generated by dewatering discharge should be treated through construction of a sediment trap if there is sufficient space. If space is limited other filtration methods will need to be incorporated. Groundwater. Influence on Structures/Construction Groundwater was not encountered at the date and time of our investigation. If groundwater is encountered during the construction work, the groundwater is most likely perched. This perched groundwater develops where vertical infiltration of surface precipitation is impeded by a relatively impermeable soil layer, resulting in horizontal migration of the groundwater within overlying more permeable soils. If groundwater is encountered during construction, we should observe the conditions to determine if de -watering will be needed. Design of temporary dewatering systems to remove groundwater should be the responsibility of the contractor. If earthwork is performed during or soon after periods of precipitation, the subgrade soils may become saturated. These soils may "pump," and the materials may not respond to densification techniques. Typical remedial measures include: discing and aerating the soil during dry weather; mixing the soil with drier materials; removing and replacing the soil with an approved fill material. A qualified geotechnical engineering firm should be consulted prior to implementing remedial measures to observe the unstable subgrade conditions and provide appropriate recommendations. Krazan & Associates, Inc. Eleven Offices Serving The Western United States KA No. 092-04086 December 27, 2004 Page No. 9 of 13 Drainage and Landscaping The ground surface should slope away from building pads and pavement areas, toward appropriate drop inlets or other surface drainage devices. It is recommended that adjacent exterior grades be sloped a minimum of 2 percent for a minimum distance of 5 feet away from structures. Roof drains should be tightlined away from foundations and slope surfaces. Roof drains should not be connected to the footing drains, but may use the same outfall piping if connected well away from the structure such that roof water will not backup into the footing drains. Subgrade soils in pavement areas should be sloped a minimum of 1 percent and drainage gradients should be maintained to carry all surface water to collection facilities, away from slope surfaces. These grades should be maintained for the life of the project. Yard drains may also need to be incorporated into the stormwater system to help limit surface water runoff and infiltration into the steep bluff slopes. The collection facilities should be tightlined away from slopes and disposed of where down slope properties, structures and slopes are not jeopardized. Specific recommendations for and design of storm water disposal systems or septic disposal systems are beyond the scope of our services and should be prepared by other consultants that are familiar with design and discharge requirements. Infiltration systems should not be located on slopes that exceed 30 percent nor should systems be "stacked" or lined up with one another down the slope. Infiltration systems should not be located up slope of residences or retaining structures. Utility Trench Backfifl Utility trenches should be excavated in accordance with Occupational Safety and Health Administration (OSHA) standards, by a contractor experienced in such work. The responsibility for the safety of open trenches should be borne by the contractor. Traffic and vibration adjacent to trench walls should be minimized; cyclic wetting and drying of excavation side slopes should be avoided. Depending upon the location and depth of some utility trenches, groundwater flow into open excavations could be experienced, especially during or shortly following periods of precipitation. Although dense glacial soils, which generally have cohesive strength, were encountered below the overlying topsoil, bedding and joint (fracture) planes in these soils may still cause caving in trench wall excavations. Shoring or sloping back trench sidewalls may be required within these soils. All utility trench backfill should consist of imported structural fill or suitable on -site material. Utility trench backfill placed in or adjacent to buildings and exterior slabs should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. The upper 5 feet of utility trench backfill placed in pavement areas should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. Below 5 feet, utility trench backfill in pavement areas should be compacted to at least 90 percent of the maximum dry density based on ASTM Test Method D1557. Pipe bedding should be in accordance with the pipe manufacturer's recommendations. The contractor is responsible for removing all water -sensitive soils from the trenches regardless of the backfill location and compaction requirements. The contractor should use appropriate equipment and methods to avoid damage to the utilities and/or structures during fill placement and compaction. Krazan & Associates, Inc. Eleven Offices Serving The Westem United States KA No. 092-04086 December 27, 2004 Page No. 10 of 13 Floor Slabs and Exterior Flatwork In areas where it is desired to reduce floor dampness, such as areas covered with moisture sensitive floor coverings, we recommend that concrete slab -on -grade floors be underlain by a water vapor retarder system. The water vapor retarder system should be installed in accordance with ASTM Specification E164-94 and Standard Specifications E1745-97. According to ASTM Guidelines, the water vapor retarder should consist of a vapor retarder sheeting underlain by a minimum of 4-inches of compacted clean (less than 5 percent passing the U.S. Standard No. 200 Sieve), open -graded coarse rock of Y4-inch maximum size. The vapor retarder sheeting should be protected from puncture damage. Foundations The proposed single family residence may be supported on a shallow foundation system bearing on the medium dense to very dense native soils or properly compacted, structural fill, placed on medium dense to very dense native soils. Continuous wall or column footings may be designed for a net allowable bearing pressure of 4,000 pounds per square foot (psf) dead plus live load, if the footings bear directly on very dense native soils (Unweathered Glacial Till). We recommend an allowable bearing pressure of 2,500 psf for footings bearing on medium dense to dense Weathered Glacial Till or on structural fill, placed on the medium dense to very dense native soils. A 1/3 increase in the above values may be used for short duration, wind and seismic loads. Structural fill placed on bearing, native subgrade should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. Footing excavations should be inspected to verify that the foundations will bear on suitable material. Exterior footings should have a minimum depth of 18 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Interior footings should have a minimum depth of 12 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Footings should have a minimum width of 12 inches regardless of load. If constructed as recommended, the total settlement is not expected to exceed 1 inch. Differential settlement, along a 20-foot exterior wall footing, or between adjoining column footings, should be less than %z inch, producing an angular distortion of 0.002. Most settlement is expected to occur during construction, as the loads are applied. However, additional post -construction settlement may occur if the foundation soils are flooded or saturated or if a strong seismic event results in liquefaction of the underlying soils. It should be noted that the risk of liquefaction is considered low, given the composition and density of the native, on site soils. Seasonal rainfall, water run-off, and the normal practice of watering trees and landscaping areas around the proposed structures, should not be permitted to flood and/or saturate footings. To prevent the buildup of water within the footing areas, continuous footing drains (with cleanouts) should be provided at the bases of the footings. The footing drains should consist of a minimum 4-inch diameter perforated pipe, sloped to drain, with perforations placed down and enveloped by 1-inch sized washed rock in all directions and filter fabric to prevent the migration of fines. Krazan & Associates, Inc. Eleven Offices Serving The Western United States KA No. 092-04086 December 27, 2004 Page No. 11 of 13 Resistance to lateral footing displacement can be computed using an allowable friction factor of 0.32 acting between the bases of foundations and the supporting subgrade. Lateral resistance for footings can alternatively be developed using an allowable equivalent fluid passive pressure of 250 pounds per cubic foot (pcf) acting against the appropriate vertical footing faces. The allowable friction factor and allowable equivalent fluid passive pressure values include a factor of safety of 1.5. The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. A 1/3 increase in the above values may be used for short duration, wind and seismic loads. Lateral Earth Pressures for Basement/Retaining Walls We have developed criteria for the design of retaining or below grade walls, in case this information is required. Our design parameters are based on retention of the in place soils. The parameters are also based on a level backfill condition. Walls may be designed as "restrained" retaining walls based on "at -rest" earth pressures, plus any surcharge on top of the walls as described below, if the walls are attached to the buildings and/or movement is not acceptable. Unrestrained walls may be designed based on "active" earth pressure, if the walls are not part of the buildings and some movement of the' retaining walls is acceptable. Acceptable lateral movement equal to at least 0.2 percent of the wall height would warrant the use of "active" earth pressure values for design. The following table, titled Wall Design Criteria, presents the recommended soil related design parameters for retaining walls with level backfill. Contact Krazan & Associates,. Inc. if an alternate retaining wall system is used. Wall Design Criteria "At -rest" Conditions 55 psf /foot of depth "Active" Conditions 35 psf/foot of depth Passive Earth Pressure on Low Side of Wall (Allowable; F.S. = 1.5 included) Neglect upper 2 feet; then 250 psf/linear foot of depth. Soil -Footing Coefficient of Sliding Friction (Allowable; F.S. = 1.5 included) 0.32 The stated lateral earth pressures do not include the effects of hydrostatic pressure (from water accumulation), seismic loads or loads imposed by construction equipment, roadways or foundations (surcharge loads). To minimize the lateral earth pressure and prevent the buildup of water pressure against the walls, continuous footing drains (with cleanouts) should be provided at the bases of the walls. The footing drains should consist of a minimum 4-inch diameter perforated pipe, sloped to drain, with perforations placed down and enveloped by 6 inches of pea gravel in all directions and filter fabric to prevent the migration of fines. The backfill adjacent to and extending a lateral distance, behind the walls, of at least 2 feet should consist of free -draining granular material. All free draining backfill should contain less than 3 percent fines (passing the U.S. Standard No. 200 Sieve) based upon the fraction passing the U.S. Standard No. 4 Sieve with at least 30 percent of the material being retained on the U.S. Standard No. 4 Sieve. It should be realized that the primary purpose of the free - draining material is the reduction of hydrostatic pressure. Some potential for the moisture to contact the back Krazan & Associates, Inc. Eleven Offices Serving The Western United States KA No. 092-04086 December 27, 2004 Page No. 12 of 13 face of the wall may exist, even with treatment, which may require that more extensive waterproofing be specified for walls, which require interior moisture sensitive finishes. We recommend that the backfill be compacted to at least 90 percent of the maximum dry density based on ASTM Test Method D1557. In place density tests should be performed to verify adequate compaction. Soil compactors place transient surcharges on the backfill. Consequently, only light hand operated equipment is recommended within 3 feet of walls so that excessive stress is not imposed on the walls. Rockeries It is our understanding that a terraced rockery will be placed along the western property line. It is our opinion that rockeries are not retaining structures, provide only minimal slope support, serve to primarily protect an already stable slope from erosion and should be used only for landscaping purposes. Rockeries are constructed by stacking large (200 to 8000 lbs) rocks against a steep, typically 6V:1H, slope which are held in place primarily by gravity. Since their construction is a craft depending on the skill and experience of the builder, rockeries are not generally considered engineered structures, rather their design and construction is more of an "art." As such, the performance of rockeries particularly during a seismic event is difficult to predict. There are a number of rockery detail drawings available and various designers and jurisdictions use any one of a variety of details. Generally we recommend that persons having demonstrable experience and success on projects of similar size and complexity complete rockery design and construction. Additionally, the contractor should review our recommendations for temporary cut slopes prior to starting work. Rockeries should not be used in areas where structures located above or below the rockery are any nearer to the rear of the rockery than twice the rockery height, measured horizontally. A qualified geotechnical engineer should inspect the rockeries during their construction. Testing and Inspection A representative of Krazan & Associates, Inc. should be present at the site during the earthwork activities to confirm that actual subsurface conditions are consistent with the exploratory fieldwork. This activity is an integral part of our services as acceptance of earthwork construction is dependent upon compaction testing and stability of the material. This representative can also verify that the intent of these recommendations is incorporated into the project design and construction. Krazan & Associates, Inc. will not be responsible for grades or staking, since this is the responsibility of the Prime Contractor. LIMITATIONS Geotechnical engineering is one of the newest divisions of Civil Engineering. This branch of Civil Engineering is constantly improving as new technologies and understanding of earth sciences improves. Although your site was analyzed using the most appropriate current techniques and methods, undoubtedly there will be substantial future improvements in this branch of engineering. In addition to improvements in the field of geotechnical engineering, physical changes in the site either due to excavation or fill placement, new agency regulations or possible changes in the proposed structure after the time of completion of the soils report may require the soils report to be professionally reviewed. In light of this, the Owner should be aware that there is a practical limit to the usefulness of this report without critical review. Although the time limit for this review is strictly arbitrary, it is suggested that two years be considered a reasonable time for the usefulness of this report.. Krazan & Associates, Inc. Eleven Offices Serving The Western United States KA No. 092-04086 December 27, 2004 Page No. 13 of 13 Foundation and earthwork construction is characterized by the presence of a calculated risk that soil and groundwater conditions have been fully revealed by the original foundation investigation. This risk is derived from the practical necessity of basing interpretations and design conclusions on limited sampling of the earth. The recommendations made in this report are based on the assumption that soil conditions do not vary significantly from those disclosed during our field investigation. If any variations or undesirable conditions are encountered during construction, the geotechnical engineer should be notified so that supplemental recommendations can be made. The conclusions of this report are based on the information provided regarding the proposed construction. If the proposed construction is relocated or redesigned, the conclusions in this report may not be valid. The geotechnical engineer should be notified of any changes so that the recommendations can be reviewed and reevaluated. This report is a limited geotechnical engineering investigation with the purpose of evaluating the soil conditions in terms of foundation design. The scope of our services did not include any environmental site assessment for the presence or absence of hazardous and/or toxic materials in the soil, groundwater or atmosphere, or the presence of wetlands. Any statements, or absence of statements, in this report or on any test pit log, regarding odors, unusual or suspicious items, or conditions observed are strictly for descriptive purposes and are not intended to convey engineering judgment regarding potential hazardous and/or toxic assessments. The geotechnical information presented herein is based upon professional interpretation utilizing standard engineering practices and a degree of conservatism deemed proper for this project. It is not warranted that such information and interpretation cannot be superseded by future geotechnical developments. We emphasize that this report is valid for this project as outlined above, and should not be used for any other site. We hope that this report provides the information required at this time. If you have any questions, or if we may be of further assistance, please do not hesitate to contact our office at (425) 485-5519. Respectfully submitted, KRAZA,N & ASSOCIATES, INC. j Cam" Chris Behrens L.G., L.E.G Senior Engineering Geologist CB/slc Attachments: 6 Figures can L. Caraway, P.E. Geotechnical Division Manager Krazan & Associates, Inc. Eleven Offices Serving The Western United States ote: Figure generated from TOPO USA& KRAZAN & ASSOCIATES 19501 144" Avenue Northeast #F-300 Woodinville, WA 98072 425-485-5519 FIGURE 1- VICINITY MAP Location: Federal Way, Washington Job No.:092-04086 Client: Jenson Custom Homes Date: 12-22-04 Project: 4334 SW 307th St. Log Of Test Pit TP-1 Project No: 092-04086 Client: Jenson Custom Homes Surface Elevation: Approx. 100 ft. Figure No: Location: Federal Way Datum: Logged By: CB Depth to Water Initial: Not Encountered At Completion: SUBSURFACE PROFILE SAMPLE Dynamic Cone Water Content E a) `m C' m a) Penetration N 0 Description Z C9IF E ° Test (Blows/1-3/4 in) 5. E E C. n c"Pc.4WP —0---I WI m 0 >, un ca (n >, a) a) F 0 a_ 20 40 60 80 20406080 0 Ground Surface GRASS and TOPSOIL POORLY GRADED SAND W/SILT AND GRAVEL S-1 Grab (SP-SM) Loose to medium dense, fine to medium grained sand, S-2 Grab olive brown to grayish brown, moist. ........ SWeathered Glacial TiIIZ__________ 5 SILTYSAND WITH GRAVEL (SM) Dense to very dense, very fine to medium grained sand, grayish brown to olive gray, damp to moist. Glacial Tiil End of Test Pit 10 15 20 25� Excavation Method: Deere 120C Exc. Contractor: Jenson Custom Homes Krazan and Associates 19501 144th Ave. NE #F-300 Woodinville, WA 98072 Test Pit Date: 12-16-04 Sample Method: Grab Sheet: 1 of 1 Project: 4334 SW 307th St. Log Of Test Pit TP-2 Project No: 092-04086 Client: Jenson Custom Homes Surface Elevation: Approx. 98 ft. Figure No: Location: Federal Way Datum: Logged By: CB Depth to Water Initial: Not Encountered At Completion: SUBSURFACE PROFILE SAMPLE Dynamic Cone Penetration Water Content Test N (Blows/1-3/4 in) WP--0--1 WI 20 40 60 80 20 40 60 80 Y a o E rn Description E z a E in �' m c9 a I c" H ) E m 2 C cYi c" ri a 0 5 10i 15 20 25 Ground Surface GRASS and TOPSOIL ' SILTY SAND WITH GRAVEL (SM) Loose to medium dense, fine to medium grained sand, olive brown to grayish brown, moist. ________ (Weathered Glacial TiIIZ__________ SILTY SAND WITH GRAVEL (SM) Dense to very dense, very fine to medium grained sand, grayish brown to olive gray, damp to moist. Glacial Till S-1 Grab S-2 Grab End of Test Pit Excavation Method: Deere 120C Exc. Contractor: Jenson Custom Homes Krazan and Associates 19501 144th Ave. NE #F-300 Woodinville, WA 98072 Test Pit Date: 12-16-04 Sample Method: Grab Sheet: 1 of 1 Particle Size Distribution Report 100 90 s0 70 0r W 60 Z LL Z 50 W U [r LLJ 40 0. 30 20 10 0 %COBBLES %GRAVEL %SAND %FINES CRS. FINE CRS. MEDIUM FINE SILT CLAY 0 37 20 6 12 1 19 6 SIEVE SIZE PERCENT FINER SPEC." PERCENT PASS? (X=NO) 2 in. 100 1.5 in. 80 .75 in. 63 .625 in. 58 .375 in. 51 .25 in. 45 #4 43 #10 37 #20 32 #40 25 #60 17 #100 11 #200 5.7 Soil Description Olive brown gravely sand with silt Rtterherg Limits PL= LL= CoefFiclents D85= 41.4 ❑60= 17.1 D30= 0,662 D15= 0,216 Cu= 127.22 CC= 0.19 CI_as_sificatlon USCS= GP -GM AASHTO= Remarks Sample ID 18008-A Tested by Chris Hanson (no specification provided) Sample No.: 18008-A Source of Sample: Test Pits Location: TP-1/S-1 11 Client: Jensen Custom Homes KRAZAN & ASSOCIATES, INC. project: 4334 SW 307th am D50= 8.87 D10= 0.134 Date: 12/16/04 ElevJDepth: No: 092-04086 Particle Size Distribution Report 100 90 80 70 0z LU 60 Z LL Z 50 LLI U rr LU 40 n 30 20 10 0 % COBBLES % GRAVEL % SAND % FINES CRS. FINE CRS. MEDIUM FINE SILT CLAY 0 0 2 4 15 43 36 SIEVE SIZE PERCENT FINER SPEC." PERCENT PASS? (X=NO) .375 in. 100 .25 in. 99 #4 98 #10 94 #20 89 #40 79 #60 62 #100 48 #200 36 Soil Description Brown silty sand with minimal gravel Atterberg Limits PL= LL= Coefficients D85= 0.577 DB0= 0.235 D80= D15= CU= CC= Classification USCS= SM AASHTO= Remarks Sample ID 18008-D Tested By Chris Hanson (no specification provided) Sample No.: 18008-D Source of Sample: Test Pits Location: TP-2/S-2 Client: Jensen Custom Homes KRAZAN & ASSOCIATES, INC. project: 4334 SW 307th WE D50= 0.164 D10= Date: 12/16/04 ElevJDepth: roject No: 092-04086