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08-102635
E ity o; Federal Way Cctnmunity Development Services Buil g P.O. Box 9718 Federal Way, WA 98063-9718 Ph: (253) 835-2607 Fax: (253) 835-2609 v Single Family Perm: 08 -102635 -00 -SF Inspection Request Line: (253) 835-3050 Project Name: MONTGOMERY Project Address: 1239 S 284TH ST Parcel Number: 720300 0965 Project Description: NEW - Construct 2,788sgft single family residence with 622sgft garage and 36sgft uncovered deck. Includes plumbing and mechanical. ***3 bedrooms; estimated selling price $600,000*** Owner Applicant Contractor Lender FRANK & JESSICA DANIEL CARASELLA NORTHWEST FINISH GROUP INC WASHINGTON FEDERAL SAVINGS MONTGOMERY NORTHWEST FINISH GROUP INC NORTHFG993KI (7/15/09) 2206 S 320TH ST 508 17TH CT SE PO BOX 547 PO BOX 547 FEDERAL WAY WA 98003 AUBURN WA 98002 SUMNER WA 98390 SUMNER WA 98390 onal Sq. Feet - Other.........................0 Census Category: 101 - New Single Family House Includes: #1 #2 #3 #4 Occupancy Class: R.3 U C`nn.gtrn&inn Tvne- Tvne V - B I Tvpe V - B Load: sa. ft. Fans................................................ 5 Hot Water Tank ............................. 1 Bathtubs ......................................... Lavatories ....................................... Water Closets ................................. 3 New ` ZNew / or 2 i Fixtures N s'�S1r}/�cr{FF'R1G New/ Additional Sq. Feet - I st Floor....................1413 O New / Additional Sq. Feet - 3rd Floor...................0 tional Sq. Feet - 2nd Floor...................1375 Occupancy #2 - Area (Sq. Feet) .............................62 #1 - Sq. Feet).............................2824 BasicPlan?........................................................... N Occupancy #2 - Construction Type........................Ty V - B New / Additional Sq. Feet - Garage .......................622 n Sq. Feet - Deck .......................... Number of Bedrooms.............................................3 Included? .................................. Occupancy #2 - Class.............................................0 1 - Class ............................................ Plumbing to be Included?......................................Yes onal Sq. Feet - Other.........................0 Occupancy #I -Use ...............................................Residence family) Zoning Designation ............................................... RS 7.2 Fans................................................ 5 Hot Water Tank ............................. 1 Bathtubs ......................................... Lavatories ....................................... Water Closets ................................. 3 New ` ZNew / or 2 i Fixtures N Fir lace Inserts ............................. 1 Furnaces......................................... 1 Plumbing Fixtures Dishwashers ................................... 1 Laundry Washer Outlets................ 1 Showers.......................................... 1 Sinks.............................................. 2 Hose Bibbs..................................... 2 o��.L0 dos CONDITIONS: �PRIOR TO SCHEDULING ANY INSPECTIONS OR DEVELOPMENT ACTIVITY, an orange construction fence or physical barrier shall be installed that will prevent disturbance of the 25 -foot steep slope buffer. This barrier shall remain in place before and during construction. Please contact Fernando Fernandez at 253-835-2623, minimum 48 hours in advance, to arrange for inspection of the barrier. 2. PRIOR TO SCHEDULING FOOTING INSPECTION, provide field report from The Riley Group, Inc. 0 —:..A, CI. tional Sq. Feet - 2nd Floor...................1375 #1 - Sq. Feet).............................2824 ti a q. eet - Basement...................0 ons ction Type ........................Type V - B n Sq. Feet - Deck .......................... 36 Included? .................................. Yes 1 - Class ............................................ R-3 onal Sq. Feet - Other.........................0 nal Sq. Feet - Total .......................... 3446 - Use...............................................Private Garage Fir lace Inserts ............................. 1 Furnaces......................................... 1 Plumbing Fixtures Dishwashers ................................... 1 Laundry Washer Outlets................ 1 Showers.......................................... 1 Sinks.............................................. 2 Hose Bibbs..................................... 2 o��.L0 dos CONDITIONS: �PRIOR TO SCHEDULING ANY INSPECTIONS OR DEVELOPMENT ACTIVITY, an orange construction fence or physical barrier shall be installed that will prevent disturbance of the 25 -foot steep slope buffer. This barrier shall remain in place before and during construction. Please contact Fernando Fernandez at 253-835-2623, minimum 48 hours in advance, to arrange for inspection of the barrier. 2. PRIOR TO SCHEDULING FOOTING INSPECTION, provide field report from The Riley Group, Inc. ��d sating that, the footings has been observed for compliance with location, design specifications, and 't �• recommendations of soils rep 3. AN APPROVED AUTO! FIRE SPRINKLER SYSTEM IS RERED. No framing inspections shall be performed until the sprinkler system is installed and approved for cover. 4) Right -of -Way permit is required for clearing, grading, or construction within the public right-of-way. Contact Kathleen Messinger at 253.835.2725. Q11-c� 5) All roof downspouts must drain to rock infiltration trench as shown on approved plans. 6) Prior to Occupancy, Concurrency Fees must be paid. Please contact Soma at 253.835.2745. PERMIT EXPIRES Saturday, January 31, 2009 Permit Issued on Monday, August 4, 2008 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 law , r les and regulations of the State of Washington and the ity of Fed r Way. Owner or agent: Date: O 9 - City of Federal Way Certificate of Occupancy This Certificate issued pursuant to the requirements of Section 110.2 of the International 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: MONTGOMERY Permit #: 08 -102635 -00 -SF Address: 1239 S 284TH ST Includes: # l *#, #3 #4 Occupancy Class: R-3 Construction Type: Type V - B Type V - Occupancy Load: ., Floor Area (sq. ft) 2,824 +622 0 0 Owner Name: FRAfTK & JESSICA MONTGOMERY FRANK & JESSWA MONTGOMERY Owner Name: Owner Address: 508 17TH CT19E AUBURN WA 98002 Building Official 3 G�� Date The priority focus in the review and inspection made by the City prior to issuance of this Certificate was on those matters which experience has shown most sevedy 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 lin4tations), 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 of said structure or the land upon which itis situated. Such compliance is the responsibility of the owner and / or occupant of the premises. >� 40 THIS CARD IS T MAIN ON-SITE' CITY OF Community Development Inspection Record. Federal Way IVR INSPECTION REQUEST PHONE # (253) 835-3050 PERMIT #: 08 -102635 -00 -SF Owner: FRANK & JESSICA MONTGOMERY Address: 1239 S 284TH ST FEDERAL WAY, WA 98003 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. ❑ SWM Precon Site Mtg (4400) ❑ Initial Erosion Control (4365) ❑ Footings/Setback (411 Approved To be done prior to breaking ground Approved to place concrete mg By Datea . 1 3 • By G Date X13. By e1J Date z- cug ❑ Foundation Wall (4115) Approved to place concrete By 9j ❑ Slab/Concrete Floor (4255) Approved to place concrete By Date ❑ Shear Walls (4245) Approved to install siding By ate ❑ Mechanical Rough -in (4165) Approved By Date ❑ Drainage/Downspout (4040) Approved to backfill By Date ❑ Underfloor Framing (4285) Approved to sheath floor By `.i KJ Datg?, ' �© U Roof Sheathing (4220) Approved to install roofing By 4 A Date ❑ Gas Piping (4125) Approved to release test By 3,/,, Date ❑ Interim Erosion Control (4370) =and scheduling a Framing (4120) �Approved trical, Plumbing &Mechanical e/Draft Stop inspections must beByDate roved. IBC 109.3.4/UBC 108.5.4 ❑ Insulation (4150) Approved to install wallboard By _,4'/ Date 0-_ff Final - Mechanical (4065) Approved Date 2 — Z, (a 0 ❑ Gypsum Wallboard Nailing (4130) Approved to install mud & tape By � � Date Final - Plumbing (4075) Approved Date 7 - — ❑ Plumbing Groundwork (4190) Approved to cover By Date ❑ Floor Sheathing (4105) Approved to install flooring By Date ❑ Rough Plumbing (4230) Approved By Date „ C ❑ Fire/Draft Stops (4095) Approved By ate ❑ Framing (4120) #3e°niD� Approved to insulate By /'017";/ Date �� Q ❑ Final Erosion Control (4375) Approved By Date ❑ Final - Building (4050) y G Approved By 'f ?Date ' For inspector reference only ❑ Rough Electrical ❑ FINAL - Electrical Approved Approved By Date By Date mo eh 1�11'ay i RECE111ft RML-C�IT�MF -- CO ME EL PL DE EN FP COMMUNITY DEVELOPMENT SERVICES 33325 8*b AVENUE SOUTH • 63 BOX 9718 MAY 2 9AP P L I C AT I O N Tn FEDERAL WAY, X 53435-260 I 259.895-2607• PAX 253.835-2609 r/ www.d9uo-1k*nabqgi The following is re_ irei411 if� ira to application will not be accepted. Please print legibly (in ink) or type. SITE ADDRESS I'j<.r4 I,i4. IJA -[qr0Q3 SUITE/UNIT # -�-- ASSESSOR'S TAX/PARCEL # Z O ® ,Q - -7 LOT SIZE (so l ! �" .. 33 3 O ®_0T6S LEGAL DESCRIPTION (e.g. Acme Estates, Lot 1) P .40 AC6 a' . .aD ; v i 5 j' n ✓I Imo t l Z �t 5-'j LCi Q I o ( 2 I PROJECT INFORMATION TYPE OF PERMIT 24UILDING PLUMBING Z0kECHANICAL ❑ DEMOLITION ❑ ELECTRICAL ❑ ENGINEERING ❑ FIRE PREVENTION SYSTEM PROJECT DESCRIPTION (Provide detailed description of work included on this permit oniul PROPERTY NAME PRIMARY PHONE OWNER Fr -,,X k I- - eb5t'c-0- . M ndlt owl. Gua ) •73 5-X103 MAILING ADDRESS MAILING ADDRESS *-41 CITY, STATE, ZIP E-MAIL ADDRESS i /� 11 G -f' 5,E jo'U,n PIRATION DATE CONTRACTOR APPLICANT PROJECT CONTACT LENDER COMPANY NAME APPLICANT NAME OFFICE PHONE V Y7 o ( ) - MAILING ADDRESS CITY, STATE, ZIP CELL PHONE P--�, 13,7 i /� a25 3 - C CITY OF FEDERAL WAY BUSINESS LICENSE NUMBER PIRATION DATE FAX NUMBER (as3 )?'-14 -'1 -2 0 6 CONTRACTOR'S REGISTRATION NUMBER EXPIRATION DATE E-MAIL ADDRESS Sirrti$(1&—C.aQ �5 fi COMPANY N E APPLICANT NAME OFFICE PHONE V Y7 o ( ) - MAILING ADDRESS CITY, STATE, ZIP CELL PHONE RELATIONSHIP TO PROJECT FAX NUMBER ❑ Architect ❑ Tenant ❑ Agent ❑ Other ( ) - NAME (( PRIMARY PHONE E-MAIL ADDRESS s r"c 9L53 'gA1 - 33 C dC3, 1( Comcast, kic NAME Per RCW 19.27.095. AA'Aac I Lender information is required ifproject value exceeds $5,000 (A5 3 ) (? °11 38'05 - EXISTING USE in 0 U Se PROPOSED USE S !aga e— "—C w L4 y ciL r �,I I 07 EXISTING ASSESSED/APPRAISED VALUE 1Qnnn VALUE OF PROPOSED WORK $ 350- GYRO SPRINKLERED BUILDING? a YES �"0 FIRE SUPPRESSION SYSTEM PROPOSED/REQUIRED? ❑ YES /6'10 WATER SERVIC): PROVIDER �LAKEHAVEN ❑ HIGHLINE ❑ TACOMA a PRIVATE (WELL) SEWER SERVICE PROVIDER 1rLAKEHAVEN 13 HIGHLINE ❑ PRIVATE iSEPTICI AREA DESCRIPTION EXISTING PROPOSED TOTAL FANS SQ. FT. SO. FT. SO. FT. BASEMENT �_ FURNACES DUCTS. O -8- 2 DEMO PERMIT REQUIRED? 0 FIRST _S LAVS path m sk*4 DISHWASHERS D RAINWATER SYST I q [3 iq (3 SECOND ELECTRIC WATER HEATERS riZ SINKS HOSE BIBBS O 3 '7 L37 THIRD 4 ADDITIONAL FLOORS (DESCRIBE) -_ DECK (❑ COVERED OR NCOVERED?) / �O 3 6 GARAGE CARPORT ❑ 0 6 ;--01 6 ;Z 11-7 NUMBER OF FLOORS o rtzoroM TOTAL. Toru saremwo sr MAL racwoeso sr Torus er q to "NEWHOMES ONLY" NUMBER OF BEDROOMS 3 ESTIMATED SELLING PRICE $ ©D . 00(� Indicate. number of each type of fixture to be installed or relocated as part of this project. Do not include existing futures to remain. Value of Mechanical Work $ i� f� CJ �_ (A COPY OF BID OR ESTIMATE MUST BE INCLUDED WITH APPLICATION) AIR HANDLING UNITS b EVAPORATIVE COOLERS BBQS S FANS BOILERS 1 FIREPLACE INSERTS COMPRESSORS �_ FURNACES DUCTS. O GAS LOG SETS 2 DEMO PERMIT REQUIRED? 0 BATHTUBS (orTublsho cbmt* _S LAVS path m sk*4 DISHWASHERS D RAINWATER SYST DRINKING FOUNTAINS �_ SHOWERS ELECTRIC WATER HEATERS riZ SINKS HOSE BIBBS O SUMPS GAS PIPE OUTLETS GAS WATER HEATERS HOODS cDmmerq m c.ro RANGES REFRIG. SYSTEMS PS WOODSTOVES MISC (Describe) hove 61) URINALS _Q_ MISC (Describe) D VACUUM BREAKERS 3 WATER CLOSETS (r.&q WASHING MACHINES I cert{ fy under penalty of poi jin that t am the property owner or authorised agent of thero P perp/ owner. I ll comply that to the best q/my knowledge, the information submitted in City 4f Federal W support � this permit application is true and correct t Certify[ that t will omp� with all applicable Way regulations pertaining to the work authorised by the issuance of a permit. t understand that the issuance of this permit does not remove the owner's responsibility for compliance with local, state, er federal laws regulating construction or environmental laws. I further agree to hold harmless the City of Federal Way as to any claim (including costs, expenses, and attorneys' fees incurred in the investigation and defense of such claim), which may be made by any person, including the undersigned, and pied against the city, but only where such claim arises out of the reliance of the city, including its officers and employees, upon the accuracy of the Wormation supplied to the city as apart of this application. , e SIGNATURE: _ S-:, DATE S ' ' O 9 Pionerty Owner and/or Authorized Avent NEW o ADDITION o ALTERATION a REPAIR q TENANT IMPROVEMENT BUILDING SHELL ONLY? o YES NO BASIC PLAN? a YES 0 ZONING DESIGNATION N, LA V CHANG OF USE? NEW ADDRESS REQUIRED? `;�iiES a NOBEP $U? O PLATTED LOT? o NO DEMO PERMIT REQUIRED? 0 Bulletin #100 - January 1, 2008 Page 2 of 4 k\Handouts\Pennit Application • ` CITY OF � Federal Way June 13, 2008 Northwest Finish Group, Inc. Attn: Mr. Daniel Caraselia PO Box 547 Sumner, WA 98390 RE: File #08 -102635 -00 -SF; MONTGOMERY *NO SITE ADDRESS* Dear Mr. Carasella: is FILE CITY HALL 33325 8th Avenue South Mailing Address: PO Box 9718 Federal Way, WA 98063-9718 (253) 835-7000 www.cityoffederalway com On May 29, 2008, you submitted to the Department of Community Development Services of the City of Federal Way drawings to construct a new single-family residence. I've completed a preliminary planning and building review of the above -referenced permit application. The items listed below need to be addressed before any further review conducted by the City's planning and building review section can commence or continue on your application. 1. State Environmental Policy Act (SEPA) Required — The project proposes development activity, including land surface modification (LSM), within the 25 -foot setback of a steep slope and potentially within the 25 -foot buffer of an erosion hazard and landslide hazard area. Federal Way City Code (FWCC) defines LSM as the clearing or removal of trees, shrubs, groundcover and other vegetation and all grading, excavation and filling activities. Since the proposed development activity is located within 25 feet of a GHA, then FWCC Section 22-1286 will apply to this project site. Also, pursuant to FWCC Section 18-143, single-family construction is subject to SEPA review when the project is located within a critical area; this includes all buffer areas. It was also previously determined that SEPA is required as mentioned in the preapplication meeting conference for this proposal and also in the summary letter from that meeting letter sent to Jonathan Cooper (see enclosed copy of letter dated 10/18/07). Please refer to pages 2 and 3 of that letter for Planning Division issues. Please file the SEPA application at your earliest convenience. Changes or corrections required under the SEPA review will also have to be incorporated into the plans submitted under this building permit. The building permit may not be issued until the SEPA process is complete. 2. Lot Line Elimination — Because the site is made up of multiple legal lots, a lot line elimination (LLE) is required. An application for an LLE was submitted under #08 -101248 -00 -SU. The lot line elimination is necessary prior to building permit approval. 3. Water and Sewer Availability Certificates — Provide a current copy of water and sewer availability certificates from the water purveyor of this area. 4. Soils Report (Geotechnical Engineering Report) — According to the submitted soils report, at the time the report was prepared, grading and building plans were not available to the engineer. Please provide a letter from a geotechnical engineer approving that those portions of the plans and specifications that pertain to grading or foundation are consistent with the recommendations of the soils report. Mr. Carasella June 13, 2008 Page 2 Site Plan Drawing — The site plan submitted shall be redrawn to incorporate the following. However, since this proposal is subject to SEPA review, any changes or corrections required under that review shalt be incorporated into the site plan drawing. a. Label all significant trees on the property and indicate whether the tree(s) will remain or be removed. Significant trees are defined as: • Twelve inches in diameter, or 37 inches in circumference, measured 4'/z feet above ground; • In good health; and • 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. b. Show connection of downspout and footing drain to the approved drainage system (as determined by the City of Federal Way Engineering Plans Reviewer for this project). C. Show the location of all utilities (water, sewer, gas, electricity) and their connections to the building. d. Unless approved under SEPA, all development activities or encroachments (cantilevers, eaves, grading, clearing, downspout lines, silt fencing, etc.) within the 25 -foot buffer shall be removed. In addition, show how the 25 -foot buffer line will be flagged (construction fence or physical barrier) and a note that the ` flagging shall be installed prior to scheduling any inspections or performing development activity. This barrier shall remain in place before and during construction." The purpose of the fence or physical barrier is to prevent disturbance of the 25 -foot steep slope buffer. Structural — Please provide or clarify the following information. a. Only one structural plan sheet was provided - sheet SO/S2. The sheet index calls out plan sheet S1 and S2. b. Please provide reference cut section "callouts" for the structural plan details. C. Clarify detail #203 or provide separate detail for interior shear walls (#2 types) located above floor joist & girder. Show how strap will connect to framing members below. Resubmit 4 sets of site plans and 2 sets of structural drawings that were affected by corrections or changes. If required, provide 2 sets of any accompanying engineering calculations. Please provide a resubmittal form (enclosed) with the documentation. Please note that the items listed above should not be viewed as a comprehensive list. Further corrections may be necessary as a result of submitting additional information. If you have any questions, please feel free to contact me at 253-835-2623, or femando. femandez@cityoffederalway.com. Sincerely, F/mando Fernandez Plans Examiner enc: Letter to Jonathan Cooper dated 10/18/07 Resubmittal Form C: Ann Dower, Senior Engineering Plans Reviewer File #08 -102635 -00 -SF Doc. 1. D. 45835 July 31, 2008 City of Federal Way Attention: Ann Dower Senior Engineering Plans Reviewer 333258 1h Avenue South Federal Way, WA 98063 Re: Folder No. 08 -102635 -SF; Montgomery Dear Ms. Dower: This letter is to serve as a transmittal for the plan and drainage calculation for the above referenced project. The property lies at the northwest corner of 285th Street and 13th Ave S. off of 284th Street. This site is approximately 0.28 acres. Proposed improvements include construction of a home of approximately 2,037 SF, asphalt paved driveway and 15' paved access road from 284th Street to the site. The drainage runoff from the proposed rooftop and driveway is being combined into a single infiltration trench to be located under the paved driveway on-site (see attached plans). The details on the sizing of this trench have been included in the attached calculations and MGS Flood modeling software output. MGS Flood is a proprietary HSPF modeling software approved by the department of ecology and meets the definition of an HSPF model per the 1998 King County Stormwater Manual, Section 3.2.3. An Infiltration rate of 3.1 inches/hour was field collected per the attached soils report. As a conservative rate 1 inch/hour was used in this design. The nearest test pit to the proposed location of the infiltration trench is TP -4. Per the test pit logs, TP -4 has till at 4 - feet below the surface. The design of this trench allows for 1 -foot of separation between the bottom of the trench and the restrictive layer per section C.2.3.2 of the Federal Way Small Site Drainage Requirements. Appropriate erosion control measures will be taken during the on-site construction of all improvements including the infiltration trench (see attached plans). Thank you, and if you have any questions please feel free to call me at 360-926-3400. Sincerely, Erik Paul Martin, PE PacWest Engineering Cc: Daniel Carasella PACWEST ENGINEERING LLC RESUBMITTED JUL 3 12008 CITY OF FEDERAL WAY BUILDING DEPT. 5009 Pacific Highway E, Unit 9-0 Fife, WA 98424 (253) 926-3400 (253) 926-3402 fax MGS FLOOD PROJECT REPORT Program Version: 2.26.0 Run Date: 07/29/2008 11:03 AM Input File Name: Roof -DW Infiltration.fld Project Name Montgomery Residence Analysis Title: Roof/Driveway Infiltration Comments Extended Timeseries Selected Climatic Region Number: 10 Full Period of Record Available used for Routing Precipitation Station 960036 Puget East 36 in MAP 10/01/1939-10/01/2097 Evaporation Station 961036 Puget East 36 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********* Default HSPF Parameters Used (Not Modified by User) 0 Page 2 ********* Watershed Definition ********** Number of Subbasins: 1 ********** Subbasin Number: 1 ********** ***Tributary to Node: 1 ***Bypass to Node : None ---------Area(Acres)------------- ------ Developed ----- Predeveloped To Node Bypass Node Till Forest 0.070 0.000 0.000 Till Pasture 0.000 0.000 0.000 Till Grass 0.000 0.000 0.000 Outwash Forest 0.000 0.000 0.000 Outwash Pasture 0.000 0.000 0.000 Outwash Grass 0.000 0.000 0.000 Wetland 0.000 0.000 0.000 Impervious 0.000 0.070 0.000 SUBBASIN TOTAL 0.070 0.070 0.000 *** Subbasin Connection Summary *** Subbasin 1 --------------> Node 1 *** By -Pass Area Connection Summary *** No By -Passed Areas in Watershed Pond Inflow Node : 1 Pond Outflow Node: 99 i Include GW No No No No No No No 0 0 Page 3 ********* Retention/Detention Facility Summary ********** Hydraulic Structures Add-in Routines Used ----------------- Pond Geometry ----------------- Prismatic Pond Option Used Pond Floor Elevation 100.00 ft Riser Crest Elevation 102.00 ft Maximum Pond Elevation Maximum Storage Depth 102.50 2.00 ft ft (qo'X 12x Z� X 3DB%�2o`n288-� Pond Bottom Length 40.0 ft 57oRA�E U°�' Pond Bottom Width 12.0 ft Side Slope 0.00 ft/ft Infiltration Rate 1.00 in/hr Pond Bottom Area 480. sq -ft Area at Riser Crest El 480. sq -ft 0.011 acres Volume at Riser Crest 960. cu -ft 0.022 ac -ft Area at Max Elevation 480. sq -ft 0.011 acres Volume at Max Elevation: 1200.. cu-ft 0.028 ac -ft ----------------- Riser Geometry ----------------- Riser Structure Type Circular Riser Diameter 8.00 in Common Length 0.000 ft Riser Crest Elevation 102.00 ft ---------- Hydraulic Structure Geometry Number of Devices: 0 s 0 Page 4 **** Computed Pond Hydraulic Table ***** Elev Surf Area Volume Discharge Infilt (ft) (acres) (ac -ft) (cfs) (cfs) 100.00 0.011 0.000 0.000 0.011 100.03 0.011 0.000 0.000 0.011 100.05 0.011 0.001 0.000 0.011 100.10 0.011 0.001 0.000 0.011 100.15 0.011 0.002 0.000 0.011 100.20 0.011 0.002 0.000 0.011 100.25 0.011 0.003 0.000 0.011 100.30 0.011 0.003 0.000 0.011 100.35 0.011 0.004 0.000 0.011 100.40 0.011 0.004 0.000 0.011 100.45 0.011 0.005 0.000 0.011 100.50 0.011 0.006 0.000 0.011 100.55 0.011 0.006 0.000 0.011 100.60 0.011 0.007 0.000 0.011 100.65 0.011 0.007 0.000 0.011 100.70 0.011 0.008 0.000 0.011 100.75 0.011 0.008 0.000 0.011 100.80 0.011 0.009 0.000 0.011 100.85 0.011 0.009 0.000 0.011 100.90 0.011 0.010 0.000 0.011 100.95 0.011 0.010 0.000 0.011 101.00 0.011 0.011 0.000 0.011 101.05 0.011 0.012 0.000 0.011 101.10 0.011 0.012 0.000 0.011 101.15 0.011 0.013 0.000 0.011 101.20 0.011 0.013 0.000 0.011 101.25 0.011 0.014 0.000 0.011 101.30 0.011 0.014 0.000 0.011 101.35 0.011 0.015 0.000 0.011 101.40 0.011 0.015 0.000 0.011 101.45 0.011 0.016 0.000 0.011 101.50 0.011 0.017 0.000 0.011 101.55 0.011 0.017 0.000 0.011 101.60 0.011 0.018 0.000 0.011 101.65 0.011 0.018 0.000 0.011 101.70 0.011 0.019 0.000 0.011 101.75 0.011 0.019 0.000 0.011 101.80 0.011 0.020 0.000 0.011 101.85 0.011 0.020 0.000 0.011 101.90 0.011 0.021 0.000 0.011 101.93 0.011 0.021 0.000 0.011 101.95 0.011 0.021 0.000 0.011 101.98 0.011 0.022 0.000 0.011 102.00 0.011 0.022 0.000 0.011 102.01 0.011 0.022 0.010 0.011 102.03 0.011 0.022 0.028 0.011 102.04 0.011 0.022 0.051 0.011 102.05 0.011 0.023 0.079 0.011 102.06 0.011 0.023 0.110 0.011 102.08 0.011 0.023 0.144 0.011 102.09 0.011 0.023 0.181 0.011 102.10 0.011 0.023 0.219 0.011 102.15 0.011 0.024 0.386 0.011 102.20 0.011 0.024 0.548 0.011 102.25 0.011 0.025 0.678 0.011 102.30 0.011 0.025 0.763 0.011 102.35 0.011 0.026 0.828 0.011 102.40 0.011 0.026 0.885 0.011 E Page 5 102.45 0.011 0.027 0.939 0.011 102.50 0.011 0.028 0.990 0.011 102.55 0.011 0.028 1.038 0.011 102.60 0.011 0.029 1.084 0.011 102.65 0.011 0.029 1.129 0.011 102.70 0.011 0.030 1.171 0.011 102.75 0.011 0.030 1.212 0.011 102.80 0.011 0.031 1.252 0.011 102.85 0.011 0.031 1.291 0.011 102.90 0.011 0.032 1.328 0.011 102.95 0.011 0.033 1.364 0.011 103.00 0.011 0.033 1.400 0.011 0 9 Page 6 ****************** Annual Maxima Flow Data *********************** Subbasin 1 Runoff Predevelopment Runoff Date Annual Max (cfs) 1940 04 30 1.619E-03 1941 01 31 5.437E-04 1941 12 15 1.460E-03 1943 02 10 6.338E-04 1944 01 23 2.480E-04 1945 02 07 1.867E-03 1946 02 05 1.161E-03 1947 02 02 1.247E-03 1948 03 21 2.181E-03 1949 02 16 1.046E-03 1950 03 03 4.507E-03 1951 02 09 1.743E-03 1952 02 04 4.068E-04 1953 03 28 5.756E-04 1954 01 22 9.559E-04 1955 04 12 4.560E-04 1956 03 04 1.147E-03 1957 02 25 8.218E-04 1958 01 16 1.079E-03 1959 01 24 1.090E-03 1960 01 29 1.238E-03 1961 02 14 1.094E-03 1962 03 04 5.626E-04 1963 02 03 5.368E-04 1964 01 01 9.850E-04 1965 02 26 1.302E-03 1966 02 27 8.531E-04 1967 01 19 2.087E-03 1968 02 03 1.087E-03 1968 12 03 1.090E-03 1970 01 13 8.168E-04 1970 12 06 9.383E-04 1972 02 28 2.831E-03 1973 01 13 9.291E-04 1974 02 18 1.529E-03 1974 12 26 1.406E-03 1976 02 27 1.253E-03 1977 06 03 0.000 1978 02 02 9.844E-04 1979 03 04 1.027E-03 1979 12 17 1.534E-03 1980 12 26 4.889E-04 1981 10 06 1.591E-03 1983 03 08 1.087E-03 1984 03 14 1.039E-03 1985 02 11 7.192E-04 1986 01 18 2.413E-03 1986 11 24 2.035E-03 1988 04 06 1.044E-03 1989 04 05 1.260E-03 1990 01 09 4.107E-03 1990 11 24 3.301E-03 1992 01 27 9.164E-04 1993 06 09 7.838E-04 1994 03 03 5.133E-04 1995 02 19 1.348E-03 1996 02 09 3.318E-03 Pond Outflow Node Postdevelopment Runoff Date Annual Max (cfs) 1939 10 01 0.000 1941 09 02 0.000 1941 12 15 0.000 1942 10 01 0.000 1943 10 01 0.000 1945 02 07 0.000 1946 01 23 0.000 1946 10 20 0.000 1947 10 18 0.000 1949 02 16 0.000 1950 03 03 0.000 1950 10 01 0.000 1952 06 29 0.000 1953 09 30 0.000 1953 10 01 0.000 1954 10 01 0.000 1955 10 01 0.000 1956 10 01 0.000 1957 10 01 0.000 1958 10 01 0.000 1959 10 01 0.000 1960 10 01 0.000 1961 10 01 0.000 1962 10 01 0.000 1964 09 17 0.000 1964 10 01 0.000 1965 10 01 0.000 1966 11 13 0.000 1968 08 23 0.000 1968 10 01 0.000 1969 10 01 0.000 1970 10 01 0.000 1972 02 27 0.000 1972 10 01 0.000 1973 10 01 0.000 1974 12 27 0.000 1975 10 01 0.000 1976 10 01 0.000 1978 09 22 0.000 1978 10 23 0.000 1979 12 15 0.000 1980 11 21 0.000 1981 10 06 0.000 1982 10 28 0.000 1983 10 01 0.000 1984 10 01 0.000 1986 01 18 0.000 1986 10 26 0.000 1987 10 01 0.000 1988 10 01 0.000 1990 01 09 0.000 1990 11 24 0.000 1992 01 27 0.000 1992 10 01 0.000 1993 10 01 0.000 1994 10 01 0.000 1996 02 08 0.000 0 • Page 7 1997 01 02 1.976E-03 11996 10 01 0.000 1998 02 28 6.879E-04 1997 10 01 0.000 1998 11 25 1.974E-03 11998 11 04 0.000 2000 02 28 1.012E-03 1999 11 04 0.000 2001 05 05 4.676E-04 2000 10 01 0.000 2002 05 03 1.011E-03 12002 05 03 0.000 2003 03 31 2.382E-03 2002 11 23 0.000 2004 01 23 4.218E-04 2003 10 01 0.000 2005 02 07 9.388E-04 12004 10 01 0.000 2006 02 27 1.213E-03 2005 10 01 0.000 2006 12 14 8.408E-04 12006 10 01 0.000 2008 03 21 1.511E-03 2008 03 21 0.000 2009 02 17 2.511E-03 12009 02 17 0.000 2010 01 10 1.630E-03 12010 06 10 0.000 2010 11 17 1.907E-03 2011 09 30 0.000 2012 01 31 1.271E-03 12011 10 22 0.000 2013 01 20 2.981E-03 12013 01 20 0.000 2014 04 05 1.202E-03 12013 11 16 0.000 2015 03 30 7.032E-04 12014 10 01 0.000 2016 01 04 2.276E-03 2016 01 04 0.000 2017 03 07 6.018E-04 2016 10 01 0.000 2018 01 31 1.130E-03 12017 10 01 0.000 2019 03 30 1.141E-03 2018 11 09 0.000 2020 04 14 7.771E-04 12019 10 01 0.000 2021 02 10 1.889E-03 12020 11 24 0.000 2022 03 26 4.855E-04 12021 12 20 0.000 2023 03 30 1.106E-03 2022 10 01 0.000 2024 01 19 8.881E-04 12023 10 01 0.000 2024 12 22 1.937E-03 2024 10 01 0.000 2026 03 09 1.389E-03 12025 10 01 0.000 2027 01 27 1.111E-03 12026 10 01 0.000 2028 02 19 1.415E-03 2027 10 01 0.000 2028 12 04 1.075E-03 2028 10 11 0.000 2030 02 16 1.633E-03 12029 11 04 0.000 2030 12 30 1.362E-03 12031 09 24 0.000 2032 01 20 2.390E-03 2032 01 20 0.000 2033 03 01 5.700E-04 12032 10 01 0.000 2034 01 15 2.785E-03 12033 10 01 0.000 2035 02 19 1.227E-03 2034 10 01 0.000 2036 03 24 1.152E-03 12035 12 04 0.000 2037 03 08 0.000 12036 10 01 0.000 2037 12 15 8.477E-04 2037 11 24 0.000 2039 02 07 6.089E-04 12038 10 01 0.000 2040 01 14 2.274E-03 12040 01 14 0.000 2040 12 25 1.257E-03 12040 10 01 0.000 2042 02 20 1.434E-03 2041 11 11 0.000 2043 03 31 2.070E-03 12043 07 19 0.000 2044 04 10 8.036E-04 12043 10 01 0.000 2045 02 11 8.961E-04 2044 11 02 0.000 2046 02 16 1.187E-03 12045 10 01 0.000 2047 02 01 7.301E-04 12046 10 01 0.000 2048 03 26 5.828E-04 2047 12 02 0.000 2049 03 16 7.376E-04 ( 2048 10 01 0.000 2049 12 04 1.054E-03 12049 12 04 0.000 2051 04 06 8.885E-04 12050 10 01 0.000 2052 04 17 5.771E-04 2051 10 01 0.000 2053 06 04 2.729E-03 ( 2053 06 04 0.000 2054 04 08 3.266E-04 12053 10 01 0.000 2055 02 17 2.074E-03 2054 10 27 0.000 2056 02 07 3.746E-03 2056 02 07 0.000 2056 11 19 4.009E-03 12056 11 19 0.000 2058 01 24 1.371E-03 12058 01 24 0.000 2058 12 28 1.571E-03 12058 11 26 0.000 Page 8 2060 01 19 5.300E-04 12060 05 15 0.000 2061 01 10 1.277E-03 12061 09 01 0.000 2062 02 03 5.067E-03 2062 02 03 0.000 2063 02 26 1.002E-03 12062 10 01 0.000 2063 12 23 1.825E-03 12063 10 01 0.000 2064 11 30 7.862E-04 1 2064 11 29 0.000 2066 01 13 3.780E-04 2065 10 01 0.000 2067 01 19 1.286E-03 12066 10 01 0.000 2068 01 18 2.710E-03 12068 01 18 0.000 2069 01 04 6.819E-04 12068 10 01 0.000 2070 04 09 5.276E-04 2069 10 01 0.000 2071 02 14 5.978E-04 12070 10 01 0.000 2072 02 27 6.960E-04 12071 10 01 0.000 2072 12 25 2.886E-03 2072 12 25 0.000 2074 03 16 1.550E-03 12073 10 01 0.000 2075 02 12 2.525E-04 12074 10 01 0.000 2076 03 24 1.769E-03 12076 03 24 0.000 2077 03 08 1.007E-04 12077 08 24 0.000 2077 12 02 5.252E-04 2077 10 01 0.000 2079 02 25 7.967E-04 12078 11 03 0.000 2079 12 17 3.124E-03 12079 12 17 0.000 2080 12 26 1.312E-03 12080 11 06 0.000 2082 02 13 1.809E-03 2081 10 01 0.000 2083 02 19 1.106E-03 2082 10 01 0.000 2084 01 03 1.311E-03 2083 10 01 0.000 2084 12 14 8.367E-04 12085 09 06 0.000 2086 01 18 1.142E-03 12086 09 23 0.000 2086 12 21 1.105E-03 2086 11 19 0.000 2088 01 14 6.923E-04 2087 10 01 0.000 2089 01 17 1.167E-03 2088 11 05 0.000 2090 03 14 6.806E-04 12089 10 01 0.000 2090 12 04 1.158E-03 12090 10 01 0.000 2092 04 28 2.280E-03 12092 06 29 0.000 2093 03 22 4.634E-04 2092 10 01 0.000 2094 03 01 4.492E-04 2093 10 23 0.000 2094 12 27 7.464E-04 2094 10 01 0.000 2096 01 14 9.074E-04 ( 2096 08 02 0.000 2097 01 29 2.261E-03 12097 01 30 0.000 Page 9 ****************** Ranked Annual Maxima Data******************* Recurrence Interval Computed Using Gringorten Plotting Position Subbasin 1 Runoff Pond Outflow Node Predevelopment Runoff Postdevelopment Runoff Tr(yrs) Q(cfs) Tr(yrs) Q(cfs) 1.00 0.000 1.00 0.000 1.01 0.000 ( 1.01 0.000 1.02 1.007E-04 I 1.02 0.000 1.02 2.480E-04 1.02 0.000 1.03 2.525E-04 1.03 0.000 1.04 3.266E-04 1.04 0.000 1.04 3.780E-04 I 1.04 0.000 1.05 4.068E-04 I 1.05 0.000 1.06 4.218E-04 I 1.06 0.000 1.06 4.492E-04 1.06 0.000 1.07 4.560E-04 I 1.07 0.000 1.08 4.634E-04 I 1.08 0.000 1.09 4.676E-04 I 1.09 0.000 1.09 4.855E-04 1.09 0.000 1.10 4.889E-04 1.10 0.000 1.11 5.133E-04 1.11 0.000 1.12 5.252E-04 I 1.12 0.000 1.12 5.276E-04 I 1.12 0.000 1.13 5.300E-04 I 1.13 0.000 1.14 5.368E-04 1.14 0.000 1.15 5.437E-04 1.15 0.000 1.16 5.626E-04 1.16 0.000 1.17 5.700E-04 1.17 0.000 1.18 5.756E-04 I 1.18 0.000 1.18 5.771E-04 I 1.18 0.000 1.19 5.828E-04 I 1.19 0.000 1.20 5.978E-04 I 1.20 0.000 1.21 6.018E-04 I 1.21 0.000 1.22 6.089E-04 1.22 0.000 1.23 6.338E-04 1.23 0.000 1.24 6.806E-04 I 1.24 0.000 1.25 6.819E-04 I 1.25 0.000 1.26 6.879E-04 I 1.26 0.000 1.27 6.923E-04 I 1.27 0.000 1.28 6.960E-04 I 1.28 0.000 1.29 7.032E-04 1.29 0.000 1.30 7.192E-04 1.30 0.000 1.31 7.301E-04 1.31 0.000 1.32 7.376E-04 I 1.32 0.000 1.33 7.464E-04 I 1.33 0.000 1.35 7.771E-04 I 1.35 0.000 1.36 7.838E-04 I 1.36 0.000 1.37 7.862E-04 I 1.37 0.000 1.38 7.967E-04 1.38 0.000 1.39 8.036E-04 I 1.39 0.000 1.40 8.168E-04 I 1.40 0.000 1.42 8.218E-04 I 1.42 0.000 1.43 8.367E-04 I 1.43 0.000 1.44 8.408E-04 I 1.44 0,.000 1.46 8.477E-04 I 1.46 0.000 1.47 8.531E-04 1.47 0.000 1.48 8.881E-04 1.48 0.000 1.50 8.885E-04 I 1.50 0.000 1.51 8.961E-04 I 1.51 0.000 1.53 9.074E-04 I 1.53 0.000 1.54 9.164E-04 I 1.54 0.000 Page 10 1.56 9.291E-04 1.56 0.000 1.57 9.383E-04 I 1.57 0.000 1.59 9.388E-04 I 1.59 0.000 1.60 9.559E-04 I 1.60 0.000 1.62 9.844E-04 1.62 0.000 1.64 9.850E-04 1.64 0.000 1.65 1.002E-03 I 1.65 0.000 1.67 1.011E-03 I 1.67 0.000 1.69 1.012E-03 1.69 0.000 1.71 1.027E-03 I 1.71 0.000 1.73 1.039E-03 I 1.73 0.000 1.75 1.044E-03 1.75 0.000 1.77 1.046E-03 I 1.77 0.000 1.79 1.054E-03 I 1.79 0.000 1.81 1.075E-03 I 1.81 0.000 1.83 1.079E-03 1.83 0.000 1.85 1.087E-03 1.85 0.000 1.87 1.087E-03 I 1.87 0.000 1.89 1.090E-03 I 1.89 0.000 1.92 1.090E-03 1.92 0.000 1.94 1.094E-03 1.94 0.000 1.96 1.105E-03 1.96 0.000 1.99 1.106E-03 I 1.99 0.000 2.01 1.106E-03 I 2.01 0.000 2.04 1.111E-03 2.04 0.000 2.07 1.130E-03 I 2.07 0.000 2.09 1.141E-03 I 2.09 0.000 2.12 1.142E-03 I 2.12 0.000 2.15 1.147E-03 I 2.15 0.000 2.18 1.152E-03 2.18 0.000 2.21 1.158E-03 2.21 0.000 2.24 1.161E-03 I 2.24 0.000 2.27 1.167E-03 I 2.27 0.000 2.31 1.187E-03 I 2.31 0.000 2.34 1.202E-03 2.34 0.000 2.38 1.213E-03 2.38 0.000 2.41 1.227E-03 I 2.41 0.000 2.45 1.238E-03 I 2.45 0.000 2.49 1.247E-03 I 2.49 0.000 2.53 1.253E-03 2.53 0.000 2.57 1.257E-03 2.57 0.000 2.61 1.260E-03 2.61 0.000 2.65 1.271E-03 I 2.65 0.000 2.70 1.277E-03 I 2.70 0.000 2.75 1.286E-03 2.75 0.000 2.80 1.302E-03 2.80 0.000 2.85 1.311E-03 2.85 0.000 2.90 1.312E-03 I 2.90 0.000 2.95 1.348E-03 I 2.95 0.000 3.01 1.362E-03 I 3.01 0.000 3.07 1.371E-03 3.07 0.000 3.13 1.389E-03 3.13 0.000 3.19 1.406E-03 I 3.19 0.000 3.26 1.415E-03 I 3.26 0.000 3.32 1.434E-03 I 3.32 0.000 3.40 1.460E-03 I 3.40 0.000 3.47 1.511E-03 I 3.47 0.000 3.55 1.529E-03 3.55 0.000 3.63 1.534E-03 I 3.63 0.000 3.72 1.550E-03 I 3.72 0.000 3.80 1.571E-03 I 3.80 0.000 3.90 1.591E-03 I 3.90 0.000 4.00 1.619E-03 I 4.00 0.000 i Page 11 4.10 1.630E-03 I 4.10 0.000 4.21 1.633E-03 4.21 0.000 4.32 1.743E-03 I 4.32 0.000 4.45 1.769E-03 I 4.45 0.000 4.58 1.809E-03 I 4.58 0.000 4.71 1.825E-03 4.71 0.000 4.86 1.867E-03 4.86 0.000 5.01 1.889E-03 I 5.01 0.000 5.17 1.907E-03 I 5.17 0.000 5.35 1.937E-03 5.35 0.000 5.54 1.974E-03 5.54 0.000 5.74 1.976E-03 I 5.74 0.000 5.95 2.035E-03 I 5.95 0.000 6.19 2.070E-03 I 6.19 0.000 6.44 2.074E-03 I 6.44 0.000 6.71 2.087E-03 6.71 0.000 7.01 2.181E-03 7.01 0.000 7.33 2.261E-03 I 7.33 0.000 7.69 2.274E-03 I 7.69 0.000 8.08 2.276E-03 I 8.08 0.000 8.52 2.280E-03 8.52 0.000 9.00 2.382E-03 9.00 0.000 9.55 2.390E-03 I 9.55 0.000 10.16 2.413E-03 I 10.16 0.000 10.86 2.511E-03 I 10.86 0.000 11.66 2.710E-03 I 11.66 0.000 12.59 2.729E-03 12.59 0.000 13.68 2.785E-03 13.68 0.000 14.97 2.831E-03 14.97 0.000 16.54 2.886E-03 16.54 0.000 18.47 2.981E-03 18.47 0.000 20.92 3.124E-03 I 20.92 0.000 24.10 3.301E-03 I 24.10 0.000 28.44 3.318E-03 I 28.44 0.000 34.68 3.746E-03 34.68 0.000 44.42 4.009E-03 44.42 0.000 61.77 4.107E-03 I 61.77 0.000 101.36 4.507E-03 I 101.36 0.000 282.36 5.067E-03 I 282.36 0.000 0 Page 12 ************* Flow Frequency Data for Selected Recurrence Intervals ************* Subbasin 1 Runoff Postdevelopment* Flow(cfs) 0.013 0.017 0.022 0.026 0.031 0.036 0.040 0.045 Generalized Extreme Position Pond Outflow Node Postdevelopment** Flow(cfs) 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 Value Distribution Subbasin 1 Runoff Predevelopment* Tr (Years) Flow(cfs) 6 -Month 5.637E-04 2 -Year 1.113E-03 5 -Year 1.826E-03 10 -Year 2.378E-03 25 -Year 3.182E-03 50 -Year 3.867E-03 100 -Year 4.632E-03 200 -Year 5.489E-03 * Recurrence Interval Computed Using ** Computed Using Gringorten Plotting Subbasin 1 Runoff Postdevelopment* Flow(cfs) 0.013 0.017 0.022 0.026 0.031 0.036 0.040 0.045 Generalized Extreme Position Pond Outflow Node Postdevelopment** Flow(cfs) 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+00 Value Distribution Page 13 ****************** Flow Duration Performance*************************** Predevelopment Postdevelopment Discharge Exceedance Discharge Exceedance (cfs) Probability (cfs) Probability 0.000E+00 1.0000E+00 0.000E+00 1.0000E+00 2.534E-05 2.0384E-01 0.000E+00 9.3174E-01 5.067E-05 1.5255E-01 0.000E+00 8.6813E-01 7.601E-05 1.2180E-01 0.000E+00 8.0887E-01 1.013E-04 1.0070E-01 0.000E+00 7.5365E-01 1.267E-04 8.4949E-02 0.000E+00 7.0220E-01 1.520E-04 7.2770E-02 0.000E+00 6.5427E-01 1.774E-04 6.2974E-02 0.000E+00 6.0961E-01 2.027E-04 5.4875E-02 0.000E+00 5.6799E-01 2.280E-04 4.8085E-02 0.000E+00 5.2922E-01 2.534E-04 4.2333E-02 0.000E+00 4.9309E-01 2.787E-04 3.7421E-02 0.000E+00 4.5943E-01 3.040E-04 3.3132E-02 0.000E+00 4.2807E-01 3.294E-04 2.9415E-02 0.000E+00 3.9885E-01 3.547E-04 2.6248E-02 0.000E+00 3.7162E-01 3.800E-04 2.3435E-02 0.000E+00 3.4625E-01 4.054E-04 2.0993E-02 0.000E+00 3.2261E-01 4.307E-04 1.8847E-02 0.000E+00 3.0059E-01 4.561E-04 1.6931E-02 0.000E+00 2.8007E-01 4.814E-04 1.5252E-02 0.000E+00 2.6095E-01 5.067E-04 1.3753E-02 0.000E+00 2.4314E-01 5.321E-04 1.2427E-02 0.000E+00 2.2654E-01 5.566E-04 1.1283E-02 O.000E+00 2.1108E-01 5.827E-04 1.0169E-02 0.000E+00 1.9667E-01 6.081E-04 9.2510E-03 0.000E+00 1.8324E-01 6.334E-04 8.4640E-03 0.000E+00 1.7073E-01 6.587E-04 7.7153E-03 0.000E+00 1.5908E-01 6.841E-04 7.0698E-03 0.000E+00 1.4822E-01 7.094E-04 6.4908E-03 0.000E+00 1.3810E-01 7.348E-04 5.9818E-03 0.000E+00 1.2867E-01 7.601E-04 5.5255E-03 0.000E+00 1.1989E-01 7.854E-04 5.1082E-03 0.000E+00 1.1171E-01 8.108E-04 4.7161E-03 0.000E+00 1.0408E-01 8.361E-04 4.3631E-03 0.000E+00 9.6975E-02 8.614E-04 4.0042E-03 0.000E+00 9.0355E-02 8.868E-04 3.7010E-03 0.000E+00 8.4187E-02 9.121E-04 3.4122E-03 0.000E+00 7.8440E-02 9.374E-04 3.1689E-03 0.000E+00 7.3085E-02 9.628E-04 2.9219E-03 O'.000E+00 6.8096E-02 9.881E-04 2.7039E-03 0.000E+00 6.3448E-02 1.013E-03 2.4974E-03 0.000E+00 5.9116E-02 1.039E-03 2.3198E-03 0.000E+00 5.5081E-02 1.064E-03 2.1508E-03 0.000E+00 5.1321E-02 1.089E-03 2.0101E-03 0.000E+00 4.7817E-02 1.113E-03 1.8893E-03 0.000E+00 4.4553E-02 1.140E-03 1.7581E-03 0.000E+00 4.1512E-02 1.165E-03 1.6339E-03 0.000E+00 3.8678E-02 1.191E-03 1.5364E-03 0.000E+00 3.6038E-02 1.216E-03 1.4418E-03 0.000E+00 3.3578E-02 1.241E-03 1.3523E-03 0.000E+00 3.1285E-02 1.267E-03 1.2808E-03 0.000E+00 2.9150E-02 1.292E-03 1.2108E-03 0.000E+00 2.7160E-02 1.317E-03 1.1372E-03 0.000E+00 2.5306E-02 1.343E-03 1.0859E-03 0.000E+00 2.3578E-02 1.368E-03 1.0267E-03 0.000E+00 2.1969E-02 1.393E-03 9.7470E-04 O.000E+00 2.0469E-02 1.419E-03 9.2055E-04 0.000E+00 1.9072E-02 Page 14 1.444E-03 8.6785E-04 0.000E+00 1.7770E-02 1.470E-03 8.2380E-04 0.000E+00 1.6557E-02 1.495E-03 7.8048E-04 0.000E+00 1.5427E-02 1.520E-03 7.3572E-04 0.000E+00 1.4373E-02 1.546E-03 7.0828E-04 0.000E+00 1.3392E-02 1.571E-03 6.7218E-04 0.000E+00 1.2478E-02 1.596E-03 6.4402E-04 0.000E+00 1.1626E-02 1.622E-03 6.1948E-04 0.000E+00 1.0833E-02 1.647E-03 5.9348E-04 0.000E+00 1.0093E-02 1.672E-03 5.7327E-04 0.000E+00 9.4041E-03 1.698E-03 5.4728E-04 0.000E+00 8.7621E-03 1.723E-03 5.2706E-04 0.000E+00 8.1640E-03 1.748E-03 5.0396E-04 0.000E+00 7.6067E-03 1.774E-03 4.8446E-04 0.000E+00 7.0874E-03 1.799E-03 4.6425E-04 0.000E+00 6.6036E-03 1.826E-03 4.4030E-04 0.000E+00 6.1528E-03 1.850E-03 4.1587E-04 0.000E+00 5.7328E-03 1.875E-03 3.9710E-04 0.000E+00 5.3414E-03 1.900E-03 3.7688E-04 0.000E+00 4.9768E-03 1.926E-03 3.6028E-04 0.000E+00 4.6371E-03 1.951E-03 3.4223E-04 0.000E+00 4.3205E-03 1.976E-03 3.2779E-04 0.000E+00 4.0256E-03 2.002E-03 3.1985E-04 0.000E+00 3.7508E-03 2.027E-03 3.0180E-04 0.000E+00 3.4947E-03 2.052E-03 2.9385E-04 0.000E+00 3.2562E-03 2.078E-03 2.7725E-04 0.000E+00 3.0339E-03 2.103E-03 2.6642E-04 0.000E+00 2.8268E-03 2.128E-03 2.5270E-04 0.000E+00 2.6338E-03 2.154E-03 2.3970E-04 0.000E+00 2.4540E-03 2.179E-03 2.3032E-04 0.000E+00 2.2865E-03 2.204E-03 2.1877E-04 0.000E+00 2.1304E-03 2.230E-03 2.1010E-04 0.000E+00 1.9850E-03 2.255E-03 1.9783E-04 0.000E+00 1.8495E-03 2.280E-03 1.8411E-04 0.000E+00 1.7232E-03 2.306E-03 1.7833E-04 0.000E+00 1.6056E-03 2.331E-03 1.6967E-04 0.000E+00 1.4960E-03 2.356E-03 1.5956E-04 0.000E+00 1.3939E-03 2.382E-03 1.5234E-04 0.000E+00 1.2987E-03 2.407E-03 1.4512E-04 0.000E+00 1.2101E-03 2.432E-03 1.3213E-04 0.000E+00 1.1275E-03 2.458E-03 1.2635E-04 0.000E+00 1.0505E-03 2.483E-03 1.1913E-04 0.000E+00 9.7878E-04 2.508E-03 1.1047E-04 0.000E+00 9.1196E-04 2.534E-03 9.9636E-05 0.000E+00 8.4971E-04 2.559E-03 9.2416E-05 0.000E+00 7.9170E-04 2.584E-03 8.5196E-05 0.000E+00 7.3766E-04 2.610E-03 7.8698E-05 0.000E+00 6.8730E-04 2.635E-03 7.2922E-05 0.000E+00 6.4038E-04 2.660E-03 6.7868E-05 0.000E+00 5.9667E-04 2.686E-03 6.2092E-05 0.000E+00 5.5594E-04 2.711E-03 5.8482E-05 0.000E+00 5.1799E-04 2.736E-03 5.6316E-05 0.000E+00 4.8263E-04 2.762E-03 5.2706E-05 0.000E+00 4.4968E-04 2.787E-03 4.8374E-05 0.000E+00 4.1898E-04 2.812E-03 4.4764E-05 0.000E+00 3.9038E-04 2.838E-03 4.1154E-05 0.000E+00 3.6373E-04 2.863E-03 3.6100E-05 0.000E+00 3.3890E-04 2.888E-03 3.1768E-05 0.000E+00 3.1577E-04 2.914E-03 3.0324E-05 0.000E+00 2.9421E-04 2.939E-03 2.8158E-05 0.000E+00 2.7413E-04 2.964E-03 2.5270E-05 0.000E+00 2.5541E-04 2.990E-03 2.3104E-05 0.000E+00 2.3798E-04 3.015E-03 2.2382E-05 0.000E+00 2.2173E-04 Page 15 3.040E-03 1.9494E-05 0.000E+00 2.0660E-04 3.066E-03 1.9494E-05 0.000E+00 1.9249E-04 3.091E-03 1.8772E-05 0.000E+00 1.7935E-04 3.116E-03 1.7328E-05 0.000E+00 1.6711E-04 3.142E-03 1.5162E-05 0.000E+00 1.5570E-04 3.167E-03 1.4440E-05 0.000E+00 1.4507E-04 3.192E-03 1.2274E-05 0.000E+00 1.3517E-04 3.218E-03 1.1552E-05 0.000E+00 1.2594E-04 3.243E-03 1.0830E-05 0.000E+00 1.1734E-04 3.268E-03 9.3860E-06 0.000E+00 1.0933E-04 3.294E-03 8.6640E-06 0.000E+00 1.0187E-04 3.319E-03 7.2200E-06 0.000E+00 9.4917E-05 3.344E-03 7.2200E-06 0.000E+00 8.8437E-05 3.370E-03 7.2200E-06 0.000E+00 8.2400E-05 3.395E-03 7.2200E-06 0.000E+00 7.6775E-05 3.420E-03 .7.2200E-06 0.000E+00 7.1534E-05 3.446E-03 7.2200E-06 0.000E+00 6.6651E-05 3.471E-03 7.2200E-06 O.000E+00 6.2101E-05 3.496E-03 7.2200E-06 0.000E+00 5.7862E-05 3.522E-03 7.2200E-06 0.000E+00 5.3912E-05 3.547E-03 7.2200E-06 0.000E+00 5.0232E-05 3.572E-03 7.2200E-06 0.000E+00 4.6803E-05 3.598E-03 7.2200E-06 0.000E+00 4.3608E-05 3.623E-03 6.4980E-06 0.000E+00 4.0631E-05 3.648E-03 6.4980E-06 0.000E+00 3.7857E-05 3.674E-03 6.4980E-06 0.000E+00 3.5273E-05 3.699E-03 6.4980E-06 0.000E+00 3.2865E-05 3.724E-03 6.4980E-06 0.000E+00 3.0621E-05 3.750E-03 5.7760E-06 0.000E+00 2.8531E-05 3.775E-03 5.0540E-06 0.000E+00 2.6583E-05 3.800E-03 5.0540E-06 0.000E+00 2.4769E-05 3.826E-03 5.0540E-06 0.000E+00 2.3078E-05 3.851E-03 5.0540E-06 0.000E+00 2.1502E-05 3.867E-03 4.5356E-06 0.000E+00 2.0035E-05 3.902E-03 4.3320E-06 0.000E+00 1.8667E-05 3.927E-03 3.6100E-06 0.000E+00 1.7393E-05 3.952E-03 3.6100E-06 0.000E+00 1.6205E-05 3.978E-03 3.6100E-06 0.000E+00 1.5099E-05 4.003E-03 3.6100E-06 0.000E+00 1.4068E-05 4.028E-03 2.8880E-06 0.000E+00 1.3108E-05 4.054E-03 2.8880E-06 0.000E+00 1.2213E-05 4.079E-03 2.8880E-06 0.000E+00 1.1379E-05 4.104E-03 2.8880E-06 0.000E+00 1.0603E-05 4.130E-03 2.1660E-06 0.000E+00 9.8789E-06 4.155E-03 2.1660E-06 0.000E+00 9.2045E-06 4.180E-03 2.1660E-06 0.000E+00 8.5762E-06 4.206E-03 2.1660E-06 0.000E+00 7.9907E-06 4.231E-03 2.1660E-06 0.000E+00 7.4452E-06 4.256E-03 2.1660E-06 0.000E+00 6.9370E-06 4.282E-03 2.1660E-06 0.000E+00 6.4635E-06 4.307E-03 2.1660E-06 0.000E+00 6.0222E-06 4.332E-03 2.1660E-06 0.000E+00 5.6111E-06 4.358E-03 2.1660E-06 0.000E+00 5.2281E-06 4.383E-03 2.1660E-06 0.000E+00 4.8712E-06 4.409E-03 2.1660E=06 0.000E+00 4.5387E-06 4.434E-03 2.1660E-06 0.000E+00 4.2288E-06 4.459E-03 2.1660E-06 0.000E+00 3.9402E-06 4.485E-03 1.4440E-06 0.000E+00 3.6712E-06 4.510E-03 7.2200E-07 0.000E+00 3.4206E-06 4.535E-03 7.2200E-07 0.000E+00 3.1871E-06 4.561E-03 7.2200E-07 0.000E+00 2.9695E-06 4.586E-03 7.2200E-07 0.000E+00 2.7668E-06 4.611E-03 7.2200E-07 0.000E+00 2.5779E-06 Page 16 4.637E-03 7.2200E-07 0.000E+00 2.4019E-06 4.662E-03 7.2200E-07 0.000E+00 2.2380E-06 4.687E-03 7.2200E-07 0.000E+00 2.0852E-06 4.713E-03 7.2200E-07 0.000E+00 1.9429E-06 4.738E-03 7.2200E-07 0.000E+00 1.8102E-06 4.763E-03 7.2200E-07 0.000E+00 1.6867E-06 4.789E-03 7.2200E-07 0.000E+00 1.5715E-06 4.814E-03 7.2200E-07 0.000E+00 1.4642E-06 4.839E-03 7.2200E-07 0.000E+00 1.3643E-06 4.865E-03 7.2200E-07 0.000E+00 1.2711E-06 4.890E-03 7.2200E-07 0.000E+00 1.1844E-06 4.915E-03 7.2200E-07 0.000E+00 1.1035E-06 4.941E-03 7.2200E-07 0.000E+00 1.0282E-06 4.966E-03 7.2200E-07 0.000E+00 9.5800E-07 4.991E-03 7.2200E-07 0.000E+00 8.9261E-07 5.017E-03 7.2200E-07 0.000E+00 8.3167E-07 5.042E-03 7.2200E-07 0.000E+00 7.7490E-07 5.067E-03 7.2200E-07 8.933E-07 7.2200E-07 • Page 17 0 *** Flow Duration Performance According to Dept. of Ecology Criteria **** Excursion at Predeveloped 1-�Q2 (Must be Less Than 0%): -99999.0% PASS Maximum Excursion from 17�Q2 to Q2 (Must be Less Than 0%): -99999.0% PASS Maximum Excursion from Q2 to Q50 (Must be less than 10%): -99999.0% PASS Percent Excursion from Q2 to Q50 (Must be less than 50%): 0.0% PASS ************************************************************** POND MEETS ALL DURATION DESIGN CRITERIA: PASS ************************************************************** 0. - ON n cl • Flaw Duration Plot I )NI la-YiJNp 1I I ��z ti�?y� IA{ l Itw+Oo Exreerj:anre Ptoll2t-ib f Prede%eloped / Fostdeveloped fRiaht Mirk GraDh b Edd 0 0.145 ) r- I S e- A w �-i2 5 u -p- r-vkcE 0,w51 3 0 ! (koc k L6") DepN�. o� T Lk (HOIAIT'r.EAC, 1111. HE 1111111111 111111 I )NI la-YiJNp 1I I ��z ti�?y� IA{ l Itw+Oo Exreerj:anre Ptoll2t-ib f Prede%eloped / Fostdeveloped fRiaht Mirk GraDh b Edd 0 0.145 ) r- I S e- A w �-i2 5 u -p- r-vkcE 0,w51 3 0 ! (koc k L6") DepN�. o� T Lk (HOIAIT'r.EAC, • W1 The Riley Group Inc. • GEOTECHNICAL ENGINEERING, REPORT Montgomery Property 12XX South 285t11 Street Federal Way, WA 98003 Project No. 2007-227 Prepared By: The Riley Group, Inc. 17522 Bothell Way NE Bothell, WA 98011 Prepared for: Mr. Frank Montgomery Cooper Development, LLC 27013 Pacific Highway S., PMB 302 Des Moines, WA 98198 September 28, 2007 Serving the Pacific Northwest Main Office: 17522 Bothell Way NE, Bothell, WA 98011 Tel (425) 415-0551 • Fax (425) 415-0311 Fri The Riley Group Inc. September 28, 2007 Mr. Frank Montgomery Cooper Development, LLC 27013 Pacific Highway S., PMB 302 Des Moines, WA 98198 Subject: Geotechnical Engineering Report Montgomery Property 12XX South 285`" Street Federal Way, WA 98003 Project No. 2007-227 Dear Mr. Montgomery: As requested, The Riley Group, Inc. (Riley) has performed a geotechnical engineering study for the above referenced subject site. Riley understands that you are planning to develop a parcel of land and build a single-family residence with associated parking and utilities. The attached report presents our findings and recommendations for the geotechnical aspects anticipated of the project design and construction. Our field exploration indicates that the site is underlain by 2 to 6 feet of loose to medium dense silty SAND with gravel to silty find SAND overlying dense to very dense silty SAND with gravel (glacial till) to SAND with gravel and silt. Groundwater seepage was not encountered in the test pits during the field exploration. Based on the soil conditions observed, we recommend supporting the proposed residential building on conventional spread footing foundations bearing on the medium dense to dense native soil or structural fill if needed. Slab -on -grade and pavements can be similarly supported. Riley also performed an infiltration study on the site. Based on our study, the native soil will not be efficient for on-site infiltration at a shallow depth. Riley recommends that the design team seeks alternative solution for disposal of storm water. We trust the information presented is sufficient for your current needs. If you have any questions or require additional information, please call. Sincerely yours, THE RILEY GROUP, INC. YAM Chien -Lin (Johnny) Chen, P.E. Project Engineer JC/RW Serving the Pacific Northwest Ricky R. Wang, Ph.D., P.E. Principal Engineer Main Office: 17522 Bothell Way NE, Bothell, WA 98011 Tel (425) 415-0551 • Fax (425) 415-0311 TABLE OF CONTENTS 1.0 PROJECT DESCRIPTION...................................................................................................... i 2.0 SCOPE OF WORK...................................................................................................................... I 3.0 SITE CONDITIONS....................................................................................................................2 3.1 SURFACE............................................................................................................................................2 3.2 SOILS.......................................................................................................................2 3.3 GROUNDWATER ...............................................................................................................................2 3.4 GEOLOGIC HAZARDS......................................................................................................................2 4.0 DISCUSSION AND RECOMMENDATIONS..................................................................3 3 4.1 GENERAL ........................................................................................................................................... 3 4.2 SITE PREPARATION AND GRADING............................................................................................. 4.3 EXCAVATIONS AND SLOPES..........................................................................................................4 5 4.4 FOUNDATIONS................................................... .............................................. ................................. 5 4.5 RETAINING WALLS............................................................................ ............................................. 4.6 SLAB -ON -GRADE CONSTRUCTION..............................................................................................6 4.7 DRAINAGE.........................................................................................................................................7 4.8 UTILITIES ......................................... ............7 8 4.9 PAVEMENTS...................................................................................................................................... 5.0 ADDITIONAL SERVICES...................................................................................................... 9 6.0 LIMITATIONS..............................................................................................................................9 LIST OF FIGURES Figure1.................................................................................................................... Site Vicinity Map Figure 2..............................................................................................Geotechnical Exploration Plan Figure3............................................................................................ Retaining Wall Drainage Detail Figure 4.............................................................................................. Typical Rockery Section Detail Figure 5................................................................................................ Typical Footing Drain Detail APPENDICES Appendix A....................................................................... Field Exploration and Laboratory Testing The Riley Group, Inc. Geotechnical Engineering Report September 28, 2007 Montgomery Property, Federal Way, WA 1 Project No. 2007-227 1.0 PROJECT DESCRIPTION The property is located at the northwest corner of South 285th Street and 13th Avenue South in Federal Way, Washington. The approximate location of the site is shown on the Site Vicinity Map, Figure L Riley understands that you are planning to develop a parcel of land approximately 0.28 acres into a single-family residence with basement and associated utilities in the north portion of the site. Our understanding of the project is based on a preliminary site sketch provided by Cooper Development, LLC dated August 24, 2007. At the time of preparing this report, site grading and building plans were not available for our review. Based on our conversation with the client, we understand that the residence will be a two-story, wood - framed structure with basement and associated utilities. Riley expects that excavation approximately 8 feet will be needed to reach the basement floor elevation. Riley also expects that the proposed residence will be supported on perimeter walls with a bearing load between 2 to 3 kips per linear foot and a series of interior columns with a maximum load up to 75 kips per column. The recommendations in the following sections of this report are based upon our current understanding of the proposed site development. If actual features vary or changes are made, we should review them in order to modify our recommendations as required. In addition, Riley requests to review the site grading plan, final design drawings and specifications when they are available to verify that our project understanding is correct and that our recommendations have been properly interpreted and incorporated into the project design and construction. 2.0 SCOPE OF WORK On September 17, 2007, Riley excavated a total of five test pits (TP -1 through TP -5) to a maximum depth of 11.0 feet below ground surface (bgs). Test pits were excavated using a track -mounted excavator. Test pits TP -1 through TP -4 were excavated approximately in the proposed building footprint and parking areas. Infiltration tests were performed 4 feet bgs in test pit TP -5. Approximate test pit locations are shown on Figure 2. Using the information obtained from our subsurface exploration and laboratory testing, we performed analyses to develop geotechnical recommendations for project design and construction on the following: The Riley Group, Inc. Soil and groundwater conditions ➢ Retaining walls - ➢ Geologic hazards ➢ Slab -on -grade ➢ Site preparation and grading ➢ Drainage ➢ Excavations and slopes ➢ Utilities ➢ Foundations ➢ Pavements The Riley Group, Inc. • s Geotechnical Engineering Report September 28, 2007 Montgomery Property, Federal Way, WA 2 Project No. 2007-227 3.0 SITE CONDITIONS 3.1 Surface The subject site is a trapezoid -shaped parcel of land and is bound to the north by two single-family residences (1227 & 1235 South 284th Street), to the east by a residential backyard (future 13th Avenue South), to the south by a steep slope (future South 285th Street), and to the west by an undeveloped property. The existing site is heavily vegetated and covered with trees and bushes. The north portion of the site is relatively flat with an overall elevation difference of approximately 5 feet. The south portion of the site is a south -facing steep slope with a slope gradient approximately 50%. 3.2 Soils Based on our field exploration, the site is underlain by 2 to 6 feet of loose to medium dense silty SAND with gravel to silty find SAND with a interbedded silt layer overlying dense to very dense silty SAND with gravel (glacial till) to SAND with gravel and silt. _ Approximately 2 feet of fill was encountered in the test pits TP -4 and TP -5 which is located at northeast portion of the site. The fill consists of loose silty sandy GRAVEL to silty SAND with gravel and wood debris. Riley reviewed the Soil Survey, King County Area, Washington issued by U.S. Department of Agriculture Soil Conservation Service (SCS) (1973). The review indicated that the native soils were mapped as Alderwood gravelly sandy loam (AgB). In a representative soil profile, the surface layer subsoil are dark -brown to grayish -brown gravelly sandy loam about 27 inches thick. The substratum is grayish -brown, weakly to strongly consolidated - glacial till that extends to a depth of 60 inches and more. These descriptions are similar to the findings during the field exploration. More detailed descriptions of the subsurface conditions encountered are presented in the Test Pit Logs Figures A-2 through A-4 in Appendix A. Sieve analysis was performed on a soil sample from test pit TP -5. Grain size distribution curve is included in Figures A-5. 3.3 Groundwater Groundwater seepage was not encountered during field exploration to a maximum depth of 11.0 feet bgs. The groundwater level appears to be deeper than the test pit termination depth. 3.4 Geologic Hazards Slope Stability Riley reviewed the Sensitive Areas Map Folio (Maps) prepared by King County dated March 21, 2001. The review indicates that the site is not mapped as landslide and erosion hazard areas. The Riley Group, Inc. Geotechnical Engineering Report September 28, 2007 Montgomery Property, Federal Way, WA 3 Project No. 2007-227 Riley performed a site reconnaissance and evaluated the slope stability condition on September 17, 2007. During our field observations, we did not find any obvious features suggesting past or recent deep-seated landslides in this area. The site is covered with _. intermittent heavy vegetation and the potential of soil erosion is low. The site and the adjacent slopes appeared to be in generally stable condition. In our opinion, the proposed development will not impact slope stability of the existing steep slope if the construction is in accordance with project design and recommendations. Riley recommends that a building setback of 25 feet from the top of steep slope be used. Seismic Considerations Based on 2003 International Building Code (IBC), the site soil is Class D from Table 1615.1.1. The earthquake spectral response acceleration at short periods (SS) is 125%g and at 1 -second period (SI) is 41 % g. Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength due to an increase in water pressure induced by vibrations from a seismic event. Liquefaction mainly affects geologically recent deposits of fine-grained sands that are below the groundwater table. Soils of this nature derive their strength from intergranular friction. The generated water pressure or pore pressure essentially separates the soil grains and eliminates this intergranular friction, thus reducing or eliminating the soil's strength. We reviewed the results of the field exploration and laboratory testing and assessed the potential for liquefaction of the site's soil during an earthquake. Since the native soil is relatively dense silty sand with gravel, Riley considers that the possibility of liquefaction - during an earthquake is minimal. 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 General Based on our study, the site is suitable for the proposed construction from a geotechnical standpoint. Foundations for the proposed residential building can be supported on conventional spread footings bearing on medium dense to dense native soil or structural fill if needed. Slab -on -grade and pavements can be similarly supported. Riley expects that excavation approximately 8 feet will be needed to reach the basement floor elevation. Detailed recommendations regarding the above issues and other geotechnical design considerations are provided in the following sections. These recommendations should be incorporated into the final design drawings and construction specifications. 4.2 Site Preparation and Gradin To prepare the site for construction, all vegetation including trees and bushes within the perimeter of the proposed development area should be removed. Stripping up to 12 inches should be performed to remove the organic topsoil. Once clearing, grubbing, and other The Riley Group, Inc. Geotechnical Engineering Report Montgomery Property, Federal Way, WA 4 September 28, 2007 Project No. 2007-227 preparing operations are complete, cuts and fills can be made to establish desired building grades. The on-site excavated soils without organic materials may be suitable for use as structural fill. However, the native soil contains a significant amount of fines and is moisture sensitive. If the constuction occurs in wet weather, the native soil would be difficult to be compacted. If the construction occurs in wet season, Riley recommends use imported structural fill for site grading. The imported material should meet the grading requirements listed in the table below. U.S. Sieve Size Percent Passing 3 inches 100 percent No. 4 sieve 0 - 75 percent No. 200 sieve 0 - 5 percent *Based on minus 3/4 inch fraction. Prior to use, a geotechnical engineer should examine and test all materials imported to the _ site for use as structural fill. Structural fill materials should be placed in uniform loose layers not exceeding 12 inches and compacted to a minimum of 95 percent of the soil's maximum density, as determined by ASTM Test Designation D-1557 (Modified Proctor). The moisture content of the soil at the time of compaction should be within about two percent of its optimum, as determined by this ASTM method. 4.3 Excavations and Slopes Excavations at the site with confined spaces, such as basements, footings, utility trenches, etc., must be completed in accordance with local, state, or federal requirements. Based on Occupational Safety and Health Administration (OSHA) regulations, the upper fill and loose native soil are classified as a Group C soil and medium dense to dense native soil would be classified as Group B soil. Accordingly, for excavations more than four feet but less than 20 feet in depth, the temporary side slopes should be laid back with a minimum slope inclination of 11/2 :1 (Horizontal: Vertical) in the upper fill and loose soil and 1: 1 (H: V) in medium dense to dense soil. Following excavation, all exposed slopes must be covered with reinforced plastic sheeting that is securely anchored to the slope face. This sheeting will contain loose soil conditions that may develop on the slope face and ravel off, therefore, preventing erosion of the slope face during periods of precipitation. If there is insufficient room to complete the excavations in this manner, temporary shoring will be required along the proposed building perimeter to support the adjacent properties and street. The Riley Group, Inc. i • Geotechnical Engineering Report September 28, 2007 Montgomery Property, Federal Way, WA 5 Project No. 2007-227 4.4 Foundations Following the site preparation and grading, the proposed residential building can be supported on conventional spread footings bearing on medium dense to dense native soil. If the loose soil is encountered below the proposed footing subgrade, it should be over - excavated and replaced with structural fill. Perimeter foundations exposed to the weather should be at a minimum depth of 1.5 feet below final exterior grades. Interior foundations can be constructed on any convenient depth below the floor slab. We recommend designing foundations for a net allowable bearing capacity of 3,000 pounds per square foot (psf) in dense native soil. For short-term loads, such as wind and seismic, a 1/3 increase in this allowable capacity can be used. For designing foundations to resist lateral loads, a base friction coefficient of 0.25 can be used. Passive earth pressures acting on the side of the footing and buried portion of the foundation stern wall can also be considered for resisting lateral loads. We recommend calculating this lateral resistance using an equivalent fluid weight of 250 pounds per cubic foot (pcf). At perimeter locations, we recommend not including the upper 12 inches of soil in this computation because they can be affected by weather or disturbed by future grading activity. This value assumes the foundation will be constructed neat against competent fill soil or backfilled with structural fill as described in the Site Preparation and Grading section. The recommended friction and passive resistance values include a safety factor of 1.5. With spread footing foundations as recommended in this section, you should expect maximum total and differential post -construction settlements of one inch and 1/Z inch, respectively. 4.5 Retaining Walls Based on our conversation with the client, an excavation approximately 8 feet will be needed to reach the basement floor elevation. Riley recommends cast -in-place concrete walls for building basement walls and rockeries for non -building walls for protecting the slopes and retaining fills (if needed). The retaining walls should be designed and constructed following the recommendations in this section. Concrete Walls The basement walls should be designed and constructed as retaining walls. The magnitude of earth pressure development on retaining walls will partly depend on the quality of the wall backfill. We recommend placing and compacting wall backfill as structural fill. Wall drainage will be needed behind the wall face. A typical retaining wall drainage detail is shown in Figure 3. With wall backfill placed and compacted as recommended, and drainage properly installed, we recommend designing unrestrained walls for an active earth pressure imposed by an equivalent fluid weighing 35 pcf. For restrained walls, an earth pressure imposed by an The Riley Group, Inc. i 0 Geotechnical Engineering Report September 28, 2007 Montgomery Property, Federal Way, WA 6 Project No. 2007-227 equivalent fluid weighing 55 pcf should be used for design. For seismic design, an addition uniform load of 5 to 7 H (H is wall height) should be applied to the wall surface. These values assume a horizontal backfill condition and that no other surcharge loading, such as traffic loading, sloping embankments, or adjacent buildings, will act on the wall. If such conditions will exist, then the imposed loading must be included in the wall design. Friction at the base of foundations and passive earth pressure will provide resistance to these lateral loads. Values for these parameters are provided in the Foundations section of this report. Rockeries Rockeries are not intended to function as engineered structures to resist lateral earth pressures like retaining walls. The primary function of rockeries is to cover exposed excavated surface and thereby retard the erosion process. Individual rockery heights should be limited to 8 feet against cut in dense native soil. The cut slope above the rockery should be graded with a maximum gradient of 2:1 (Horizontal: Vertical). A typical rockery detail is shown on the attached Figure 4. The rockery should be constructed by an experienced rockery contractor following guidelines as published by Associated Rockery Contractors (ARC). Rockery backfill should be compacted as structural fill as recommended in the Site Preparation and Grading section. Riley recommends that a geotechnical engineer be present on the site to monitor site work. 4.6 Slab -on -Grade Construction With site preparation completed as described in the Site Preparation and Grading section, - suitable support for slab -on -grade construction should be provided. Riley recommends that the concrete slab be set on top of medium dense soil. Immediately below the floor slab, we recommend placing a four -inch thick capillary break layer of clean, free -draining sand or gravel that has less than five percent passing the No. 200 sieve. This material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slab. Typically, an eight to ten -mil thick plastic membrane is placed on a four -inch thick layer of clean gravel to avoid moisture by vapor transmission. The membrane should be covered with one to two inches of clean, moist sand to guard against damage during construction and to aid in curing of the concrete. For the anticipated floor slab loading, we estimate post -construction floor settlements of 1/4 to %2 inch. The Riley Group, Inc. 0 Geotechnical Engineering Report Montgomery Property, Federal Way, WA 4.7 Drainage Surface 7 September 28, 2007 Project No. 2007-227 Final exterior grades should promote free and positive drainage away from the building area. Water must not be allowed to pond or collect adjacent to foundations or within the immediate building area. For non -pavement locations, we recommend providing a minimum drainage gradient of three percent for a minimum distance of ten feet from the building perimeter. In paved locations, a minimum gradient of one percent should be provided unless provisions are included for collection and disposal of surface water adjacent to the structure. Subsurface We recommend installing perimeter foundation drains. A typical recommended drain detail is shown on Figure 5. The foundation drains and roof downspouts should be tightlined separately to an approved discharge facility. Subsurface drains must be laid with a gradient sufficient to promote positive flow to a controlled point of approved discharge. Infiltration Riley understands that an infiltration system is being considered for the on-site treatment and disposal of storm water run-off. Riley performed infiltration tests in test pit TP -5 at depths of 4 feet bgs. Soil encountered at depth of 4 feet was medium dense silty gravelly sand. The tests were performed in accordance with the EPA falling head percolation test procedure (Onsite Wastewater Treatment and Disposal Systems, 1980). The table summarizes our field infiltration test results: Test No. 11 2 Field Rate (Inches/Hour) 3.8 3.1 The native soil at 4 feet bgs contains 25 percent of fines. Riley believes that on-site infiltration system in the native soil is not very efficient at this depth. Riley recommends that the design team seek alternative solution for disposal of the storm water. If on-site infiltration system has to be used, the design rate of 1.0 to 1.5 inches per hour may be used. Relative designs can found in Surface Water Design Manual by King County Department of Natural Resources and Parks (2005). 4.8 Utilities Utility pipes should be bedded and backfilled in accordance with American Public Works Association (APWA) specifications. For site utilities located within the City of Federal Way right-of-ways, bedding and backfill should be completed in accordance with City of Federal Way specifications. At a minimum, trench backfill should be placed and compacted as structural fill, as described in the Site Preparation and Grading section. The Riley Group, Inc. 9 • Geotechnical Engineering Report September 28, 2007 Montgomery Property, Federal Way, WA 8 Project No. 2007-227 Where utilities occur below unimproved areas, the degree of compaction can be reduced to a minimum of 90 percent of the soil's maximum density as determined by the referenced ASTM standard. As discussed above, soils excavated on-site without organics may be suitable for use as backfill. The backfill material should satisfy the structural fill requirements listed in the Site Preparation and Grading section. 4.9 Pavements Pavement subgrades should be prepared as described in the Site Preparation and Grading section of this report. Regardless of the relative compaction achieved, the subgrade must be firm and relatively unyielding before paving. This condition should be verified by proof -rolling with construction equipment or hand probe by inspector. The required pavement thickness is not only dependent upon the supporting capability of the subgrade soils, but also on the traffic loading conditions which will be applied. For driveway and parking lot with typical passenger vehicle traffic, two inches of asphalt concrete (AC) over four inches of crushed rock base (CRB) can be used. The paving materials used should conform to the Washington State Department of Transportation (WSDOT) specifications for Class B asphalt concrete, and CRB surfacing. Long-term pavement performance will depend on surface drainage. A poorly drained pavement section will be subject to premature failure as a result of surface water infiltrating into the subgrade soils and reducing their supporting capability. For optimum pavement performance, surface drainage gradients of no less than two percent are recommended. Also, some degree of longitudinal and transverse cracking of the pavement surface should be expected over time. Regular maintenance should be planned to seal cracks when they occur. The Riley Group, Inc. 6 Geotechnical Engineering Report September 28, 2007 Montgomery Property, Federal Way, WA 9 Project No. 2007-227 5.0 ADDITIONAL SERVICES We are available to provide further geotechnical consultation as the project design develops. We should review the final design and specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and incorporated into project design and construction. We are also available to provide geotechnical engineering and monitoring services during construction. The integrity of the foundation depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field in the event that variations in subsurface conditions become apparent. Construction monitoring services are not part of this scope of work. If these services are desired, please let us know and we will prepare a cost proposal. 6.0 LIMITATIONS This report is the property of The Riley Group, Inc. and was prepared in accordance with generally accepted -geotechnical engineering practices. This report is intended for specific application to the Montgomery Property in Federal Way, Washington and for the exclusive use of Mr. Frank Montgomery and his authorized representatives. No other warranty, expressed or implied, is made. The analyses and recommendations presented in this report are based upon data obtained from the test pits excavated on-site. Variations in soil conditions can occur, the nature and extent of which may not become evident until construction. If variations appear evident, The Riley Group, Inc. should be requested to reevaluate the recommendations in this report prior to proceeding with construction. The Riley Group, Inc. 0 The Riley Group, Inc. 17522 BOTHELL WAY NE BOTHELL, WASHINGTON 98011 Montgomery Property Site Vicinity Map Figure 1 Site Address: 12XX South 285th Street, Federal Way, Washington 0 U1 W C) ct� U) °= m cn z x I LC o -ggnos anaUAV T'IPI X �r� a CD Cc) Do 0 Ol i� �--- . ' ` IL �— v 09.2 L9 U CL N 98'!3"C CL F- ` rr; tiv>4ti a f YY T F- a ccs .a Z on'b9B 'ZZi Lei > (f) y _o .Oe CMV C7 o ti Lir o0 y 0 N Lt J Lt) N N V Q. .O+ N N C7 O CL f - N, 9 12" MINIMUM WIDE FREE—DRAINING GRAVEL SLOPE TO DRAIN t � ��� a ..._ _ � .• _ 12" MIN. e o .. - c?° .. FILTER FABRIC MATERIAL° :��:• ao _ - EXCAVATED SLOPE '-� - (SEE REPORT FOR :•_._ all r APPROPRIATE o , INCLINATIONS) o r COMPACTED STRUCTURAL BACKFILL (NATIVE OR o IMPORT) -. O tae • • .,• . 0000 epe Oe ° pvena pri/o°��OOQ.1• NX - L— 12" OVER THE PIPE 4" DIAMETER PVC 3" BELOW THE PIPE PERFORATED PIPE NOT TO SCALE Montgomery Property The Riley Group, Inc. 17522 BOTHELL WAY NE Retaining Wall Drainage Detail Figure 3 BOTHELL, WASHINGTON 98011 Site Address: 12XX South 285th Street, Federal Way, Washington CI Slope 2:1(H:V) max. —� _ �/' . . . . . . Swale for surface drainage control H = 8' 6 ti� �iy=aH/3 1$ in. min` ~— +S Firm undisturbed soil to be verified12 in by Geotechnical Engine Keyway min. Keyway should be sloped down towards the face being protected 3 in, min. gravel bedding 4 in. minimum diameter drain pipe surrounded by clean washed 3/4" drain grovel NOT TO SCALE The Riley Group, Inc. 17522 BOTHELL WAY NE BOTHELL, WASHINGTON 98011 Montgomery Property Typical Rockery Section Detail I Figure 4 Site Address: 12XX South 285th Street, Federal Way, Washington BUILDING SLAB /. / "COMPACTED _ \\ '•r' •:STRtTCT`I.TRAI." � BACKFILL \ FILTER / FABRIC • O O \ 4" PERFORATED PIPE 3/4" WASHED ROCK OR PEA GRAVEL NOT TO SCALE The Riley Group, Inc. 17522 BOTHELL WAY NE BOTHELL, WASHINGTON 98011 Montgomery Property Typical Footing Drain Detail I Figure S Site Address: 12XX South 285th Street, Federal Way, Washington Geotechnical Engineering Report September 28, 2007 Montgomery Property, Federal Way, WA Project No. 2007-227 APPENDIX A FIELD EXPLORATION AND LABORATORY TESTING Montgomery Property 12XX South 285`x' Street Federal Way, WA 98003 On September 17, 2007 we performed our field exploration using a track -mounted excavator. We explored subsurface soil conditions at the site by excavating five test pits to a maximum depth of 11.0 feet below existing grade. The test pit locations are shown on Figure 2. The test pit locations were approximately determined by measurements from existing building and property boundaries. The Test Pit Logs are presented on Figures A-2 through A-4. A geologist/engineer from our office conducted the field exploration and classified the soil conditions encountered, maintained a log of each test pit, obtained representative soil samples, and observed pertinent site features. All soil samples were visually classified in accordance with the Unified Soil Classification System (USCS) described on Figure A-1. Representative soil samples obtained from the test pits were placed in closed containers and taken to our laboratory for further examination and testing. The moisture content of typical sample was measured and is reported on the Test Pit Logs. Grain size analysis was performed on one of the samples, the results of which are shown on Figure A-5. The Riley Group, Inc. • MAJOR DIVISIONS 0 _ C: SILTS AND CLAYS W z CLEAN U5 o Liquid limits ca E q GRAVELS GRAVELS O o L - More than 50% <5% fines zof SILTS AND CLAYS coarse m Q Liquid limits greater I.L0 m fraction is larger GRAVELS (L (n T Z (D than No. 4 sieve with fines U —1Co o z Q Medium dense W Shelby tube Q U) cam" SANDS CLEAN Water level (date) O &1 z More than 50% Q Torvane reading, tsf ar Consistency SPT (Blows/Foot) of coarse <5° fines Very soft U Pp -� L o fraction is SANDS 2-4 DD o I— smaller than No. with fines 4-8 LL :2 4 sieve Stiff 0 _ a) ' a� SILTS AND CLAYS W z a) ca U5 o Liquid limits 07 E q N o less than 50% o L Z Peat. c WO U) SILTS AND CLAYS Z m a) Liquid limits greater I.L0 f 0o/ LETTER TYPICAL DESCRIPTION SYMBOL G� e -graded gravels, grave or no fines. GP Poorly -graded gravels, gral little or no fines. Silty gravels, gravel -sand GM nnn_nlnQtin finPS_ GC SW SP SM SC r„ Mastic fines. Well -graded sands, gravelly sands, little or no or , little or no fines. Silty sands, sand -silt mixtures, non -plastic fines. Clayey sands, sand -clay mixtures, plastic fines. ML ,, Jul yo,,,%,,l,V.,, -.-, - -- - .. plasticity. CLinorganic clays o owto—medium plasticity, can clay). OL Organic silts and organic clays of low plasticity. MH Inorganic silts, elastic. CH Inorganic clays of high plasticity, (fat clays). The Riley Group, Inc. Montgomery Property 17522 BOTHELL WAY NE Unified Soil Classification System Figure A-1 BOTHELL, WASHINGTON 98011 Site Address: 12XX South 285th Street, Federal Way, Washington M E than 5 o OH Organic clays of high plasticity. co PT Peat. HIGHLY ORGANIC SOILS DEFINITION OF TERMS AND SYMBOLS Density SPT (Blows/Foot) 2" Outside diameter split spoon p W Very loose 0-4 T Z sampler p > Loose 4-10 10-30 2.4" Inside diameter ring sampler or z Q Medium dense Shelby tube Q U) (D Dense 30-50 >50 Water level (date) Very dense Tr Torvane reading, tsf Consistency SPT (Blows/Foot) Very soft 0-2 Pp Penetrometer reading, tsf L o }- Soft 2-4 DD Dry density, pcf I— J Medium stiff 4-8 LL Liquid limit, percent U Stiff 8-15 pl Plasticity index Very stiff 15-30 N Standard penetration, blows per foot Hard The Riley Group, Inc. Montgomery Property 17522 BOTHELL WAY NE Unified Soil Classification System Figure A-1 BOTHELL, WASHINGTON 98011 Site Address: 12XX South 285th Street, Federal Way, Washington ..A o. 11� • Date: 9/17/07 -- The Riley Group, Inc. 17522 BOTHELL WAY NE BOTHELL, WASHINGTON 98011 Test Pit Logs Figure A-2 Site Address: 12XX South 285th Street, Federal Way, WA Test Pit No. Depth (ft) Soil Description Sample TP -1 Surface Tree and bushes covered surface (Forest). Depth (moisture) 2" duff over 12" topsoil. 1-3.5 Brown silty SAND with some gravel, 2.5 ft (3.2%) tree roots up to 2', dry, loose to medium dense, (SM). 3.5-5.5 Light brown silty fine SAND with silt layer, 5 ft (10.1%) dry, medium dense to dense, (SM). 5.5-8.5 Gray silty SAND with some gravel, 7.5 ft (9.1 %) damp, dense, (SM). 8.5-11 Brown SAND with trace silt, damp, 10 ft (7.0%) medium dense, (SP). Bottom of test pit at 11 feet. No groundwater seepage encountered. TP -2 Surface Tree and bushes covered surface (Forest). 2" duff over 12" topsoil. 1 - 4 Brown silty SAND with some gravel, 2.5 ft (5.1 %) tree roots up to 15, dry, loose to medium dense, (SM). 4-6 Light brown silty fine SAND with silt layer, 5 ft (10.8°/x) dry, medium dense to dense, (SM). 6-9 Gray silty SAND with some gravel, 7 ft (4.3%) damp, dense, (SM). 9-11 Brown SAND with some gravel and silt, 10 ft (9.1%) damp, dense, (SM). Bottom of test pit at 11 feet. No groundwater seepage encountered. -- The Riley Group, Inc. 17522 BOTHELL WAY NE BOTHELL, WASHINGTON 98011 Test Pit Logs Figure A-2 Site Address: 12XX South 285th Street, Federal Way, WA Longed Bv_ JC Date: 9/17/07 .Test Pit No. Depth (ft) Soil Description Sample TP -3 Surface Tree and bushes covered surface (Forest). Depth (moisture) 2" duff over 12" topsoil 1 - 4 Brown silty SAND with trace gravel, tree roots up to 4', one three feet diameter boulder at 3' below ground surface, dry, loose to medium dense, (SM). 4-6 Light brown silty SAND, dry, medium dense, (SM). 6 - 8 Gray silty SAND with some gravel, damp, dense, (Till). Bottom of test pit at 8 feet. No groundwater seepage encountered. TP -4 Surface Tree and bushes covered surface (Forest). 2" duff over 12" topsoil. 1 - 2 Brown silty sandy GRAVEL with wood debris and tree roots, damp, loose, (Fill). 2-4 Brown silty SAND with trace gravel and 2.5 ft (5.6%) tree roots, dry, medium dense, (SM). 4-6 Gray silty gravelly SAND, damp, dense, 5 ft (3.2%) (Till). 6-9 Gray silty SAND with some gravel, 8 ft (10.9%) damp to moist, very dense, (Till). Bottom of test pit at 9 feet. No -groundwater seepage encountered. -r The Riley Group, Inc. 17522 BOTHELL WAY NE BOTHELL, WASHINGTON 98011 Montgomery Property Test Pit Logs I Figure A-3 Site Address: 12XX South 285th Street, Federal Way, WA 1 nnnPd Rv- JC Date: 9/17/07 Test Pit No. Depth (ft) Soil Description Sample TP -5 Surface Tree and bushes covered surface (Forest). Depth (moisture) 2" duff over 12" topsoil. 1 - 2 Brown silty SAND with some gravel, some wood debris and tree roots, damp, loose, (Fill). 2 - 5 Brown silty gravelly SAND with some 4 ft (6.5%) tree roots, dry, medium dense to dense, (SM). Bottom of test pit at 5 feet. No groundwater seepage encountered. '— The Riley Group, Inc. 17522 BOTHELL WAY NE BOTHELL, WASHINGTON 98011 Test Pit Logs I Figure A-4 Site Address: 12XX South 285th Street, Federal Way, WA 4 � i THE RILEY GROUP, INC. 17522 Bothell Way NE Bothell, WA 98011 GRAIN SIZE ANALYSIS ASTM D 421, D 2217, D 1140, C 117, D 422, C 136 PROJECT TITLE 0.00 r Montgomery Property PROJECT NO. 26.60 2007-227 14.68 TECH/DATE 26.81 JC 9/21/07 N/A WATER CONTENT (Delivered Moisture) #VALUE ! Wt Wet Soil & Tare (gm) (wl) 528.90 Wt Dry Soil & Tare (gm) (W2) 497.50 Weight of Tare (gm) (w3) 15.90 Weight of Water (gm) (w4=w1 vt2) 31.40 Weight of Dry Soil (gm) (w5---w2-w3)1 481.60 Moisture Content (%) (w4/w5)*100 6.52 % COBBLES % C GRAVEL % F GRAVEL C SAND % M SAND % F SAND % FINES % TOTAL D10 (mm) D30 (mm) D60 (mm) Cu Cc 0.00 12.0'' 3.0' 2.5' 2.0' 1.5' 1.0' 0.75' 0.50' 0.375' #4 #1C #2C #4C #6C 6.52 26.60 12.81 14.68 12.58 26.81 100.00 N/A 0.17 3 #VALUE ! #VALUE ! #10C #20C PAN PHONE: (425) 415-0551 FAX: (425) 415-0311 SAMPLE ID/TYPE TP -5 I SAMPLE DEPTH 4.0' Weight Of Sample (gm) Tare Weight (gm) (W6) Total Dry Weight (gm) SIEVE ANALYSIS Cumulative Wt Ret t -Tare (%Retained) % PASS +Tare uw[revw6)*roof (100 "/oret) 15.90 0.00 100 100.00 % 0.00 0.00 100.00 90 80 _ P 15.90 70--- 0.00 A 60 47.30 S 6.52 93.48 50 S 116.50 100.60 20.89 40 175.40 I 33.12 66.88 237.10 30 45.93 N 20 307.80 G 60.61 39.39 10 0 #10C #20C PAN PHONE: (425) 415-0551 FAX: (425) 415-0311 SAMPLE ID/TYPE TP -5 I SAMPLE DEPTH 4.0' Weight Of Sample (gm) Tare Weight (gm) (W6) Total Dry Weight (gm) SIEVE ANALYSIS Cumulative Wt Ret t -Tare (%Retained) % PASS +Tare uw[revw6)*roof (100 "/oret) 15.90 0.00 0.00 100.00 15.90 0.00 0.00 100.00 15.90 0.00 0.00 100.00 47.30 31.40 6.52 93.48 116.50 100.60 20.89 79.11 175.40 159.50 33.12 66.88 237.10 221.20 45.93 54.07 307.80 291.90 60.61 39.39 357.30 341.40 70.89 29.11 368.40 352.50 73.19 26.81 497.50 481.60 100.00 0.00 497.50 15.90 481.60 cobbles coarse gravel coarse gravel coarse gravel coarse gravel coarse gravel true gravel tine gravel tme gravel coarse sand medium sand medium sand tme sand tine sand (me sand tines silt/clay 1000 100 10 1 0.1 Grain size in millimeters DESCRIPTION Silty gravelly SAND DesE. ive Terms trace 0 to 5% little 5 to 12% USCS SM some 12 to 30% and 30 to 50% The Riley Group, Inc. 0.01 0.001 FIGURE A-5 101 IT S.F. 209568 5F. = IIJ15s ROOF DOWNSPOUT INFILTRATION SPECS. .—.—._._*TOTAL ROOF AREA = 2555 SF._._._, LOT AREA: 12,186.55 5.F. *INSTALL TRENGHE5 PER FIG. A THIS SHEET 'TRENCH BOTTOM NOT TO EXCEED 24 BELOW EXISTING GRADE TO MAINTAIN 12 SEFERATION LLLiii el .,e °,w• mens, rck m TO IMPERMEABLE 501L LAYER Ip44 S.F. TOTAL AREA: •INSTATLL OVERFLOW 5TEFDOANS PER 5ECTION A \ " — eE-.A — — --- —�--- —� =--go I 10 9 8 7 6 . 5 4 3 2 1 °I I I I I NOTE: THERE ARE NO SIGNIFICANT TREES LOCATED i WITHIN THE PROPOSED BUILDING FOOTPRINT 1-0 I a ---- --- �o wn•w�000 y - �n ® EL =, 28500 EL -x§86 EL 12 13 14 South Street FLA661 NG SHALL BE INSTALLED PRIOR TO SGHEDUL I NG ANI' INSPECTIONS OR FERFORMING DEVELOPMENT AG7IVI7'. THIS BARRIER SHALL REMAIN IN PLACE IN PLAGE BEFORE AND DURING GONSTRUGTION. South 284th Street �n --------- — --- _. ___�� ' N89°5q'25"W 4Tq.gq' � FDuntl PK a 1 -/Edge of asphalt southRP for mon lost Ument VI W In SILT FENCE ELEVATION ro E FOR TEMP. EROSION CONTROL South 28l th Street UW W U rr0 Q Z LEGAL DESCRIPTION LOTS IT, I8 E 19 OF THE REDONDO' .BEACH CONFERENCE DIVISION BLOCK f2 4�+� ��13Eo exsf OWNER FRANK 8 JESSICA MONTGOMERY 5 5 - I TH CT. 5E RESUBMITTED AUPJURNi WA 98002 (253) 7 5-4034 JUL 16 200B CITY OF FED— WAY BUILDINGDEPT. LOT COVERAGE LOT AREA. 12,186.33 S.F HOU5E/GARAGE AREA: 1994515F. FORCH/DECK AREA: TOTAL AREA: 101 IT S.F. 209568 5F. = IIJ15s IMPERVIOUS AREA LOT AREA: 12,186.55 5.F. HOU5E/GARAGE AREA: 1,994.51 S.F. FO:RCH/FATIO/DECK AREA: 191.83 S.F. DRIVEWAY AREA Ip44 S.F. TOTAL AREA: 3230 34 5 F = 26.50%