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90-100495r FCITY OF EDEIRA� WAY BUILDING PERMIT gbBu LDING INS SECTION -,., .Mftk.- 1,111116 ADDRESS: 32552 41ST AVE S.W. PERMIT NO. 90-681 OWNER'S NAME JAMES M SCHMITT JOB ADDRESS LOT #4 TWIN LAKES #4 CONTRACTOR SUPERIOR CONTRACTING CAas 6119 PACIFIC HWY E FIFE CONT. PHONE 922-1217 CONT. REG. NO. SUPERC*122Q9 OWNER'S PHONE 8398121 OWNER'S ADDRESS 29707 52ND AVE S AUBURN, W TYPE JOB: NEW RESIDENCE ADDITION NEW INDUSTRIAL NEW COMMERCIAL COMMERCIAL ADD. INDUSTRIAL ADD. _ NEW PUBLIC PUBLIC ADD. NEW MULTI -FAMILY (UNITS ) MULTI. ADD. SIGN GRADING OTHER TAX ACCOUNT NO. 873196-0040-06 LEGAL DESCRIPTION LOT #4 TWIN LAKES #4 KING CO ISSUEDBY JOANNE JOHNSON DATE OF ISSUE DATE OF APPLICATION 6-20-90 BUILDING INFORMATION ZONE RS 7-2 OCCUPANCY B3 TYPE OF CONSTRUCTION _ VN BLDG. SQ. FT. 3 H 3 H SET BACKS: FRONT 20_ SIDE REAR_ _� STORIES HEIGHT LIMIT 30 _ PLUMBING NO. NO. MECHANICAL APPLIANCES AMT. AMT. BOND WATER CLOSETS 4 ELEC. HOT WATER HEATER GAS PIPING FT. 2.00 BOILER 9_00 RECEIVED BATHTUBS _3 LAUNDRY DRAINS —_I COMPRESSOR TANK(S) SHOWERS I_ URINALS FORCED AIR FURNACE 1 0 _ 00 AIR HANDLING UNIT _ NUMBER _ LAVATORIES 4 DRINKING FOUNTAINS GAS HOT WATER HTR. _6_5_0 MISC. SINKS _ 2 MISC. LAUNDRY OUTLET CONVERSION BURNER BASIC FEE RETURNED DISHWASHERS 1 TOTAL FIXTURES17X5= 89-00 UNIT HEATER TOTAL MECHANICAL 2-7-5-a AMOUNT VALUATION 192 _ iS3 _ 5F PLANNING DEPT APPROVAL: CONTACT SOILS ENGINEER TO VERIFY FOOTINGS WHEN PERMIT FEE 962.00 C. SMITH 5-14-90 CONCRETE IS POURED. PLAN CHECK FEE 625.00 PLUMBING FEE 85.00 BUILDING DEPT APPROVAL: SEWER O.K.; WATER WITH CITY OF TACOMA MECHANICAL FEE 27.50 K C 6-20-90 TOTAL BLDG. FEES PART P/C FEE DATE: -14- SEPA REVIEW WATER SERVICE --� AMOUNT: WATER MAIN CHG. S.B.C.C. FEE 4.50' RECEIPT: J OTHER FEES AMOUNT DUE 1,704.00 ALL PERMITS EXPIRE 180 DAYS AFTER ISSUANCE IF NO WORK IS STARTED. RESIDENTIAL AND GRADING PERMITS EXPIRE ONE YEAR AFTER DATE OF ISSUANCE. I CERTIFY THAT THE INFORMATION FURNISHED BY ME IS TRUE AND CORRECT TO THE BEST OF MY KNOWLEDGE AND THE APPLICABLE CITY OF FEDERAL WAY" REQUIREMENTS WILL BE MET: n OWNER OR �t `Ju L L c) AGENT DATE -i r T 0 Penit# CITY OF FEDERAL WAY 4�dA"?'Wee, . BUILDING PERMIT APPLICATION — Please Print — BOX 1 TENANT NAME: OWNER SITE LOCATION l -dl -'r ti , i �� N LAILC S 4 K C: OWNER'S ADDRESS 2-`d o -i S2" A -v r` . 5 . CITY AL./ 6L• R-1-4 i L,,d. PHONE DESCRIBE JOB Sirjc=Le FAIN -OL k., ices, t' uc F THE PROPERTY IS OWNED BY: SINGLE/MARRIED /VtACUTA E L> PARTNERSHIP CORPORATION BOX 2 CONTRACTOR'S NAME SU PL -R -A C iL C`c "T7tAC_1-t NL (' c rLp CONTRACTOR'S REG. Card MUST be presented CONTRACTOR'S ADDRESS 119 A E i L "LL �A - t CITY F+ F E PHONE c1 2 -2- - + z- -1 o EXPIRATION DATE ► - - t 40 f 127 I HAVE READ CHAPTER 18.27.010 RELATING TO DEFINITIONS OF GENERAL CONTRACTORS AND SPECIALTY CONTRACTORS AND CHAPTER 18.27.110 WHICH PROHIBITS ISSUING PERMITS WITHOUT PROOF OF REGISTRATION. BOX 3 CONTACT PERSON J-1 r, -A S( iy 1--+ + PHONE q17 - I Z ( ? BOX 4 SEWER DISTRICT FeoC RAL W4t, WATER DISTRICT Fet)Q A L LL.rA`I BOX 5 ESTIMATED PROJECT COST / 440 , 06 e EXISTING BUILDING VALUATION NA BOX 6 PROPERTY TAX ACCOUNT NUMBER S -fit 9 6 " CSC, `-{ (3 LEGAL DESCRIPTION Lc --C -zt N At4FS kik..! (�•--�r�j t L'OA (If necessary, please submit a separate page with the legal description.) K.C. Plat Recording # (,: 5zC) E= BOX 7 BUILDING SQUARE FOOTAGE: (Existing posed), 1ST FLOOR / c 2ND FLOOR / U(_j 3RD FLOOR / C) 6, c, BASEME / DECK / -3c-,C GARAGE / 5,n<-, BOX 8 (► I SINGLE FAMILY (.) NEW CONSTRUCTION ( ) MULTIFAMILY (NO. OF UNITS = ) ( ) EXISTING STRUCTURE ( ) COMMERCIAL/INDUSTRIAL TOTAL AREA OF PROPERTY 1 % 0 SQ FT BOX 9 PLUMBING FIXTURES (including rough -ins) MECHANICAL APPLIANCES — BASIC FEE $ NO. t -f WATERCLOSETS GAS PIPING, FEET b0 ` $ �Zoa/� 3 BATHTUBS NO. 1 FURNACE, ELEC. GAS $ I�QQ SHOWERS 0 GAS HOT WATER HEATER $ LAVATORIES ti ra CONVERSION BURNER $ 2 SINKS l BOILER, SIZE __ 313 � BTU $ 1DISHWASHERS Nil AIR HANDLING UNITS $ N+a ELECTRIC HOT WATER HEATER N A HEAT PUMPS, SIZE $ LAUNDRY WASHER OUTLET _ ",,t UNIT HEATERS $ N r� URINALS & tk AIR COOLING UNITS, SIZE $ ►v a DRINKING FOUNTAINS COMMERCIAL HOOD $ I101k SUMPS, SPRINKLER VACUUM BREAKERS OTHER _ $ _ ' I DRAINS $ _ OTHER $ J -TOTAL FIXTURES $ _ _ _ TOTAL MECHANICAL FEE $ 2,7, 5 c CERTIFY UNDER PENALTY OF PERJURY THAT THE INFORMATION FURNISHED BY ME IS TRUE AND CORRECT TO THE BEST OF MY KNOWLEDGE AND FURTHER THAT I AM AUTHORIZED BY THE OWNER OF THE ABOVE PREMISES TO PERFORM THE WORK FOR WHICH PERMIT APPLICATION IS MADE. I FURTHER AGREE TO SAVE HARMLESS THE CITY OF FEDERAL WAY AS TO ANY CLAIM (INCLUDING COSTS, EXPENSES, AND ATTORNEYS' FEES INCURRED IN INVESTIGATION AND DEFENSE OF SUCH CLAIM), WHICH MAY BE MADE BY ANY PERSON, INCLUDING THE UNDERSIGNED, AND FILED AGAINST THE CITY OF FEDERAL WAY, BUT ONLY WHERE SUCH CLAIM ARISES OUT OF THE RELIANCE OF THE CITY, INCLUDING ITS OFFICERS AND EMPLOYEES, UPON THEACCURACYOF THE INFORMATION SUPPLIED TO THE CITY -AS A PART OF THIS APPLICATION. OWNER/AGENT: i ti�-cc DATE: ANP -008 3/90 # 0 0 OFFICE USE ONLY (PLEASE DO NOT WRITE BELOW THIS LINE) ZONE SETBACKS: FRONT jc SIDE REAR HEIGHT LIMIT PLANNING DEPARTMENT APPROVAL REMARKS: SEPA: EXEMPT__ NOT EXEMPT FIRE DEPARTMENT APPROVAL DATE REMARKS: PUBLIC WORKS DEPARTMENT APPROVAL K- DATE G " !zo, REMARKS: 5e Lw- ! a t` L, -/CA T IE% Gi/ L- ( r' Y 0 F ( CC C O 6-A- G/( TYPE OF JOB: NEW RESIDENCE_ IES. ADD/ALT NEW INDUSTRIAL IND. ADD/ALT NEW COMMERCIAL COMM. ADD/ALT NEW MULTIFAMILY (UNITS ) MULTIFAMILY ADD/ALT TENANT IMP. OTHER OCCUPANCY K- 3 TYPE OF CONSTRUCTION U Al STORE l -S4 BUILDING SQ. FT. 1.2a25R @ e� 9. ® © a nsy mac BUILDING SQ. FT. I/ a @ A 9.00 gas f_ VK 0- BUILDING SQ. FT. @ ( 0 0 �o Gncc_G -e. BUILDING SQ. FT.c5 �S� @ l 7. 30 =,o 9,5-c dee_ BUILDING SQ. FT. 30 O @ 10,- O O = 3.000 .e)0 BUILDING SQ. FT. @ _ TOTAL SQ. FT. I 38 TOTAL VALUATIO BUILDING DEPARTMENT REMARKS: S'o?3'- 2O RECEIVED ASSIGNED ADDRESS: 32,55-2- (ST �Ve S Q - Amount PARTIAL PLAN CHECK FEE RECEIVED Date Receipt # BUILDING DEPARTMENT APPROVAL BY DATE � - `TC ACCEPTED FOR FILING PERMIT FEE W,460 PLAN CHECK FEEZS- m 0 PLUMBING FEE e MECHANICAL FEE 2 - 0 TOTAL BLDG. FEES PART P/C FEE SEPA REVIEW S.B.C.C. FEE OTHER FEES AMOUNT DUE ASSIGNED ADDRESS: 32,55-2- (ST �Ve S Q - Amount PARTIAL PLAN CHECK FEE RECEIVED Date Receipt # BUILDING DEPARTMENT APPROVAL BY DATE � - `TC ACCEPTED FOR FILING e . REPORT GEOTECHNICAL ENGINEERING INVESTIGATION PLANNED RESIDENCE LOCATED ON JEANE LAKE FEDERAL WAY FOR JIM AND BETSY SCHMITT • RECEIVED MM 2 3 1990 CITY OF FEDERAL WAY BUILDING DEPT. i COUVRETTE GEOTECHNICAL ENGINEERING ' 17406 - 133RD AVENUE NORTHEAST WOODINVILLE, WASHINGTON 98072 ' May 10, 1990 Jim and Betsy Schmitt ' 6119 Pacific Highway E. Fife, WA 98424 I Dear Jim and Betsy: (206)486-1669 Report Geotechnical Engineering Investigation Planned New Residence Jeane Lake, Federal Way CGE File No. 198-01 INTRODUCTION ' This presents the results of my geotechnical engineering investigation at the site of your planned new house near Jeane Lake in Federal Way. The site is located on the south end of Jeane Lake and ' fronts onto 41st Avenue Southwest. The approximate site address is 32550. The site has a steep slope from 41st Avenue down to the lake. You have retained me to provide recommendations for development of the site. A site plan of the property is presented on Figure 1. I understand that the structure will consist of a two story residence with a daylight basement. The first floor level will roughly coincide with the street grade. The structure will be set back 20 feet from the street and extend toward the lake about 50 feet from the setback. The data presented on the site topography map and the building plans indicate the basement level will not exit to the outside at the finished ground surface elevation. I expect that a deck will be required to provide an exit and level area from the basement. This would require that the basement floor area be supported on fill or that a wooden floor with a crawl space be used. The alternative would be to lower the first floor below street level. I have also obtained short geotechnical reports from King County that were written for the existing house to the east. These reports summarize observations made during construction of the house. The lower portion of the site is to be landscaped with benches and rockeries. A bulkhead wall is to be constructed at the shoreline of the lake. ' Report Jim and Betsy Schmitt May 10, 1990 Page 2 ' SCOPE The purpose of my services is to investigate the site surface and subsurface conditions and to ' provide you with an evaluation of the steep slope and recommendations for development in this area. Specifically, my list of services include: ' 1. Excavate test pits using a tractor mounted backhoe. 2. Provide evaluation of the slope stability and general guidelines to maintain slope stability. 3. Provide recommendations for site development and foundation support of anticipated structures. 4. Provide a written report outlining my conclusions and recommendations. SITE CONDITIONS SURFACE CONDITIONS The site slopes moderately to steeply down to the north toward Jeane Lake. The overall slope of the site is approximately 19 degrees or 34 percent. Benches have been cut into the slope at various elevations. These benches appear to be associated with past earthwork on the neighboring properties and the sanitary sewer easement that is located about mid -slope. The lowest bench is located near the lake. This bench appears to be a cut and fill that was constructed to gain access to the bulkhead to the east. Tension cracks were observed at the top of this slope. The down hill fill embankment at this location has a slope of about 45 degrees. The vegetation on site consists mostly of grass with some scattered brush. SUBSURFACE CONDITIONS Subsurface conditions were explored at the site by excavating 3 test pits using a rubber tired tractor mounted backhoe. The test pits were excavated to depths varying from 7 to 11.5 feet below the ground surface. The approximate location of the test pits are shown on Figure 1. Logs of the explorations were maintained and are presented in Figures 2 and 3. The subsurface conditions observed consist of fill and native soil. The fill appears to be related to the roadway cut and also to the smaller cuts created to construct the benches on the site. The fill was found to consist of loose, silty to slightly silty sand with varying gravel content. Underlying the ' fill, we encountered a loose to medium dense sand with gravel. This has been interpreted to be recessional outwash. Below the recessional outwash, in Test Pit 3, we encountered very stiff sandy silt COUVRETTE GEOTECHNICAL ENGINEERING Report • Jim and Betsy Schmitt May 10, 1990 Page 3 with clay. Below the clay we encountered a dense sand material. Test Pits 1 and 2 did not extend through the recessional outwash. Groundwater was not observed in the test pits. I would expect that ground water will perch on the silt observed in Test Pit 3 at least during the wet portions of the year. CONCLUSIONS AND RECOMMENDATIONS GENERAL The site is suitable for the planned structure. I did not observe stability problems associated with the site or the roads or structures within the site area. Precautions should be taken to maintain the stability. I recommend that foundations be extended through the fill and founded on the underlying medium dense outwash materials. The soils found below the outwash will also be suitable for foundation support. SLOPE STABILITY The underlying soils appear to be stable with respect to deep seated slides. The 19 degree average angle of the slope is considered a stable slope with respect to surficial stability. Portions of the slope are steepened due to the creation of the benches. Currently they appear to be stable. Precautions should be taken to maintain this stability. These precautions include not placing any fill on site, including behind short landscaping walls, without review by myself or another qualified geotechnical engineer. The lower slope just above the lake is not considered stable. The tension cracks indicate past movement. I recommend that the fill material be removed from this area. If this material is left in place, it should be considered at risk to fail at a future date. Although the site appears to be stable in its present condition, care should be taken to maintain this stability. Fill should not be placed on the slope without specific geotechnical engineering. Areas that have been stripped of vegetation should be protected from erosion. This could include hydroseeding or some other ground cover. The vegetation should be maintained until it is established. FOUNDATIONS I recommend that the foundations for the structure extend through the fill and into the medium dense outwash material or the soils observed below this material. This may require excavation COUVRETTE GEOTECHNICAL ENGINEERING ' Report • Jim and Betsy Schmitt t May 10, 1990 Page 4 tadditional to standard depths usually associated with residential structures. I expect that foundations will have to be stepped down the hillside in order to meet this criteria. The past grading that appears ' to have occurred on site may influence these excavations as deeper thicknesses of fill than that observed may exist. ' Continuous and isolated column footings should have minimum widths of 12 and 18 inches respectively. The footings should be buried a minimum of 18 inches below the adjacent grade. For tfoundations founded on the outwash as outlined, I recommend using a soil bearing value of 2000 pounds per square foot (psf). I estimate total settlements of less than .5 inches for these foundation ' conditions. ' The soils found below the outwash in Test Pit 3 are considered moisture sensitive. If groundwater is encountered during excavation or if the excavation is done during the wet season, I recommend that the excavation surface be protected. This protection could include overexcavation and placement of a minimum of 6-8 inches of clean gravel below the footings. All footing areas should be free of soft or loose material prior to placing gravel or poured concrete. EXCAVATION ' Excavations on site will require temporary cut slopes during the construction of foundations. I recommend using the following temporary slopes for the on site materials: ' 1:1 (H:V) For the soils underlying the recessional outwash. 1.5:1 (H: V) For the recessional outwash and fill. ' These values should be considered guidelines. The actual slope inclinations may require modifications based on performance observed in the field. These embankments should be covered with ' plastic during the wet season to resist erosion. The on site soils are very susceptible to erosion. Any exposed soils should be planted with a ' suitable vegetation cover. This cover should be protected from surface water as needed by straw, jute netting or some other means until the vegetation is established. Embankments constructed on site ' should consist of soil compacted to a minimum of 90 percent (ASTM D-1557). These embankments should have a maximum slope of 2.5:1 (H:V). ICOUVRETTE GEOTECHNICAL ENGINEERING ' Report • • Jim and Betsy Schmitt t May 10, 1990 Page 5 IRETAINING WALLS ' The lateral pressure acting on retaining walls is dependent on the nature and density of the soil behind the wall, the amount of lateral wall movement which can occur as backfill is placed, and the ' inclination of the backfill. For walls that are free to yield at the top at least one thousandth of the height of the wall, soil pressures will be less than if movement is limited by such factors as wall stiffness or bracing. I recommend that yielding walls supporting horizontal backfill be designed using an equivalent fluid density of 35 pounds per cubic foot (pcf), while nonyielding walls be designed using an equivalent fluid density of 50 pcf. The above -recommended lateral soil pressures do not include the effects of surcharges such as traffic loads or other surface loads. Surcharge effects should be considered, if appropriate. 1 The above lateral pressures may be resisted by friction at the base of the wall and passive ' pressure against the foundation. A coefficient of friction of 0.5 should be used to determine the base friction. I recommend using an equivalent fluid pressure of 350 pcf for passive pressure design. An ' appropriate safety factor should be applied to the above frictional coefficient and passive pressure values. All backfill for subgrade walls should be compacted to between 90 and 92 percent of the maximum dry density determined in accordance with ASTM D-1557. Care should be taken to prevent ' the buildup of excess lateral soil pressures due to overcompaction of the backfill behind the wall. This can be accomplished by placing the backfill located within 18 to 24 inches of the wall in lifts not ' exceeding 8 inches in loose thickness and compacting this zone with hand operated vibrating plate compactors. Permanent drainage systems should be installed for subgrade walls. We recommend that these ' drainage systems consist of 18 inches of clean (less that 3 percent fines), free -draining granular material placed along the back of the wall. The granular material should be placed up the back of the ' wall to within 1 foot of the ground surface. A less permeable soil should be placed in the last one foot. I recommend that a fine pea gravel be used for the drain material, considering the type of native soil expected on site. Slotted drainpipe having a minimum diameter of 4 inches should be embedded within the granular material at the base of the wall along its entire length. This drain pipe should discharge into tight lines leading to appropriate collection and disposal systems. ICOUVRETTE GEOTECHNICAL ENGINEERING ' Report • Jim and Betsy Schmitt ' May 10, 1990 Page 6 ' Roof drains should be connected to a tight line system independent from the subgrade wall drain. The ground surface adjacent to the building should be sloped so that surface runoff flows away from ' the structure. ' LANDSCAPING THE LOWER SLOPE Typically, landscape walls are not considered retaining structures. They are used to create benches and flat areas on slopes that are essentially stable. The on site soils at depth are considered stable. However, the fill when undercut for terracing should not be considered stable. I recommend that even the short walls be designed to support the lateral pressures described above. For walls supporting the loose fill with a sloping backfill of 19 degrees, I recommend that the design lateral pressure be increased to 50 pcf. Timber walls may be used but they should be properly designed. Landscaping should make use of minimal fills if possible. Fills placed on this slope should be considered unstable unless the fill placement and any associated retaining has been reviewed by myself or a qualified geotechnical engineer. Short (less than 4 feet) rockeries may be used to face cuts and retain some fills. These rockeries should be build in accordance with King County and the Associated Rockery Contractors (ARC) standards. I should be retained to review rockery design and bench construction using ' rockeries. ' DRAINAGE I recommend that footing drains be installed around the perimeter of the structures. The drains should be located at or below the bottom of the footing level and a minimum of 12 inches below slab on grade floors. The drains should be constructed as described in the RETAINING WALL section. ' Surface water and roof drain water should be collected and routed to an appropriate discharge system. These systems should be kept separate from the foundation drains until they are significantly ' down gradient so as not to influence flow into or out of the foundation drains. If storm drains are to be routed into the lake, they should be confined in a tight line. I do not recommend discharge of storm drains onto the slope. 1 COUVRETTE GEOTECHNICAL ENGINEERING ' Report • • Jim and Betsy Schmitt ' May 10, 1990 Page 7 SLAB ON GRADE I recommend that all floor slabs be underlain by 6 inches of free draining sand or gravel for use as a capillary break. A suitable vapor barrier such as heavy plastic sheeting should be placed over the sand or gravel. Any fill should be compacted to 95 percent (ASTM D-1557) under floor slabs. If existing fill is present it should be removed and recompacted or replaced with compacted fill. A common problem with this type of structure is the placement of loose fill against the basement wall in the garage area. The future settlement and performance of the slab is impossible to predict without proper compaction. W USE OF THIS REPORT ' This report has been written for Jim and Betsy Schmitt for their use on a portion of this project. The data and report should be provided to prospective contractors for their bidding or estimating ' purposes, but my report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. The scope of my services does not include services related to construction ' safety precautions, and my recommendations are not intended to direct the contractors' methods, techniques, sequences or procedures, except as specially described in my report for consideration in design. ' Subsurface conditions other than those discussed could be possible. I recommend that I be ' retained during construction to evaluate soil or groundwater conditions exposed and to provide recommendations should conditions differ from what is described in this report. ' The actual design for the landscaping and associated structures was not available at the time this report was written. I recommend that I be retained to review the final plans and specifications to ' determine if the design is in conformance with my recommendations. Within the limitations of scope, schedule and budget, my services have been executed in ' accordance with generally accepted practices in this area at the time the report was prepared. No other conditions, express or implied, should be understood. 1 COUVRETTE GEOTECHNICAL ENGINEERING Report • • Jim and Betsy Schmitt May 10, 1990 Page 8 It has been a pleasure to provide service to you on this project. If you have any questions or require further information, please call. WA SFJ• OP s� �i r 14'rX/ONAL Er :••. Three copies submitted Yours very truly, Couvrette; Geotechnical Engineering Charles P. Couvrette COUVRETTE GEOTECHNICAL ENGINEERING i - - - -- - SITE PLAN SCALE: 1 INCH = 20 FEET 2/O _ N ' 220 -- --- ----- --- --- - ---1TEST PIT NUMBER AND APPROXIMATE -- - - - --- -- - -- -- - LOCATION SE W'6R--- 23 0 -_ -- - -- 1 J 240 COUVRETTE GEOTECHNICAL ENGINEERING REFERENCE: PHOTOCOPY OF SITE PLAN; '�- UNTITLED; UNDATED FILE NO. 198-01 MAY, 1990 / FIGURE 1 DEPTH (FEET) 0.0-4.5 4.5-7.0 0.0-0.3 0.3-5.4 5.4 - 11.5 UNIFIED SOIL CLASSIFICATION LOG OF TEST PITS TEST PTT ONE 0 SOIL DESCRIPTION SM SPARSE SOD AND WEEDS OVER GRAY, POORLY SORTED SILTY SAND WITH SCATTERED GRAVELS, OCCASIONAL ROOTS (LOOSE, MOIST TO WET) (FILL) SP BROWN WELL SORTED SLIGHTLY SILTY SAND (LOOSE, MOIST TO WET) TEST PIT COMPLETED AT 7.0 FEET ON 03/16/90 NO GROUND WATER OBSERVED TEST PTT TWO SPARSE SOD AND ROOTS SM GRAY BROWN POORLY SORTED SILTY FINE SAND WITH SCATTERED GRAVEL (LOOSE, MOIST TO WET) SP GRAY BROWN WELL SORTED FINE TO MEDIUM SAND WITH TRACE SILT (LOOSE TO MEDIUM DENSE, MOIST)(RECESSIONAL OUTWASH) TEST PIT COMPLETED AT 11.5 FEET ON 3/16/90 NO GROUND WATER OBSERVED COUVRETTE GEOTECHNICAL ENGINEERING FILE NO. 198-01 MAY, 1990 FIGURE 2 fLOG OF TEST PITS 0 DEPTH (FEET) UNIFIED SOIL CLASSIFICATION SOIL DESCRIPTION TEST PTT THREE 0.0-0.3 SPARSE SOD AND ROOTS 0.3-0.6 SM GRAY BROWN SLIGHTLY SILTY FINE TO MEDIUM SAND (LOOSE, DAMP) (FILL) 0.6-2.8 SM BROWN AND DARK BROWN POORLY SORTED SILTY FINE SAND WITH SCATTERED GRAVEL (MEDIUM DENSE, DAMP) (FILL) 2.8-4.2 SM BROWN AND DARK BROWN POORLY SORTED SILTY FINE SAND WITH SCATTERED GRAVEL (MEDIUM DENSE TO DENSE, DAMP) (FILL) 4.2-5.0 SM BROWN POORLY SORTED WITH WELL SORTED ZONES, FINE SAND WITH SCATTERED GRAVEL (MEDIUM DENSE, DAMP TO MOIST) (RECESSIONAL OUTWASH) 5.0-6.0 ML GRAY GRADING TO BROWN FINE SANDY SILT WITH SOME CLAY (VERY STIFF, MOIST) 6.0-10.0 SP TAN BROWN LIGHTLY MOTTLED WELL SORTED SLIGHTLY SILTY FINE TO MEDIUM SAND (MEDIUM DENSE TO DENSE, DAMP) TEST PIT COMPLETE AT 10.0 FEET ON 03/16/90 NO GROUND WATER OBSERVED COUVRETTE GEOTECHNICAL ENGINEERING FILE NO. 198-01 MAY, 1990 FIGURE 3 CITY OF FEDERAL WAY BUILDING PERMIT BUILDI41 NG IN SSECTION PERMIT NO. OWNER'S NAME JOB ADDRESS CONTRACTOR ADDRESS CONT PHONE _ CONT. REG. NO. OWNER'S PHONE OWNER'S ADDRESS TYPE JOB: NEW RESIDENCE ADDITION NEW INDUSTRIAL NEW COMMERCIAL COMMERCIAL ADD. INDUSTRIAL ADD. NEW PUBLIC PUBLIC ADD. NEW MULTI -FAMILY (UNITS ) MULTI. ADD. SIGN GRADING OTHER TAX ACCOUNT NO. LEGAL DESCRIPTION ISSUED BY __ DATE OF ISSUE DATE OF APPLICATION BUILDING INFORMATION ZONE_ OCCUPANCY TYPE OF CONSTRUCTION BLDG. SO. FT. SET BACKS: FRONT SIDE REAR_ STORIES _ HEIGHT LIMIT _. PLUMBING NO. NO. MECHANICAL APPLIANCES AMT. AMT. BOND WATER CLOSETS ELEC. HOT WATER HEATER GAS PIPING FT s BOILER RECEIVED _ BATHTUBS LAUNDRY DRAINS COMPRESSOR TANK(S) SHOWERS URINALS FORCED AIR FURNACE AIR HANDLING UNIT _ NUMBER LAVATORIES DRINKING FOUNTAINS GAS HOT WATER HTR. MISC RETURNED SINKS MISC. CONVERSION BURNER _ BASIC FEE DISHWASHFRS TOTAL FIXTURES UNIT HEATER TOTAL MECHANICAL AMOUNT VALUATION PLANNING DM31T APPROVAL: CONTACT SOILS ENGINSEP rte. VKRiFY FO3Ti,'�z�� PERMIT FEE �La • u C. MKZTH 5_14-90 ICRnT r` 19 ik-44 V-, PLAN CHECK FEE PLUMBING FEE ? s TD Bt ILDI%, % DEPT APP SIEVER 0. X • i WATER WITi CITY OF TACOMA MECHANICAL FEE j �. 6-20-90 TOTAL BLDG, FEES PART P/C FEE SEPA REVIEW WATER SERVICE2: ! WATER MAIN CHG. S.B.C.C. FEE ,SCa3Ii�`x'S OTHER FEES AMOUNT DUE ALL PERMITS EXPIRE 180 DAYS AFTER ISSUANCE IF NO WORK IS STARTED. RESIDENTIAL AND GRADING PERMITS EXPIRE ONE YEAR AFTER DATE OF ISSUANCE. I CERTIFY THAT THE INFORMATION FURNISHED BY ME IS TRUE AND CORRECT TO THE BEST OF MY KNOWLEDGE AND THE APPLICABLE CITY OF FEDERAL WAY REQUIREMENTS WILL BE MET: OWNER OR AGENT DATE SET BACKS AND FOOTINGS DATE -�` --BY % � — O.K TO POUR FOUNDATION WALLS DATE _. ( 3=.yQ BY .-.� ... PLUMBING GROUNDWORK DATE BY PLUMBING ROUGH IN DATE. /_ r ��' / .BY WATER LINE O.K..'.�y"� _"s GAS PIPING O.K. MECHANICAL INSPECTION DATE - BY O.K. TO ENCLOSE FRAMING DATE _a���!'' y/__.BY /�L. INSULATION DATE �/y _�%�_BY— WALL BOARD ANDFIREWALL D DATE_-_" i�BYV _ NAO.K. 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