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MECHANICAL ROUGH-IN Date /a a'/- 5c7 Byt /14/U1 MECHANICAL (OTHER) Date By FRAMING nA J s 42. Peck iv,vtJt CGc>i� CG L1o1�� o�P clerks' By M/i/ INSULATION Date „44/..1:!/ By fin/ GWB 1ST LAYER Date By GWB;'. 2ND LAYER Date By SUSPENDEE} CEILING Date By PLANNING FINAL ................................................ ...... ..................................................... . Date By ENGINEERING FINAL Date By FIRE FINAL Date By BUILDING FINAL Date OTHER Date By OTHER Date By CD0193 4 . , - s . , . ..,. CI\ ;7 t: 2 i 0 0 ry, 73 1 at • I ... v c.4 - 73 4 ..., 0 se -4 ''" ' gg -, Ill: 4" ,,,,, rn rrt e..., 0,) 0 , ::.-2 L:. — ri 704 i 1 M cn '.1-2 r 1 .... 0 51_, -1 r1 e5 v., .c, = •--* ret 4,...o ,.... 8 t = ...., .„.. 0 O i.,, ,-. — .0 •• - -1 n't • - . , 40 g% E ii 'i% * '4 i El :: Ei ,.., r- 3E rn _. 4> g .. $R ,i 1 2 2E ,, = I El F s tifi„.. 0 ,,2 11 iE x cr,.... . -r ..... - 1 !I '''' '4; '"4 '' "'" "... ii g NS m ; (0 C) N" . r" t'r, 1 Sg ;I • . 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'V III XI ta rri 3 M., 1 ..,o X " CD U) M * ...i Z 1 -0 ..4 1 , 1"4 C IA i ' 1 ; m z n'T CV 0 2! ;74 IL 1 , U) .< C, „ .. to 411 ..4 • r.' -4 iE rr „ co 4. t,5 A rg ,,iIgs . ,— - , -44 0 CZ mit : r, we _, en rm ...4 24 fg . , _ ze•-•-• • • -4 h* . t • O Ot 4 r-• i . n, .... , ,.,, r., n" 0 rm .4 . et" . . ..., , PR ' • 1 . • ' '.0 F) • ' so 4* I ' • -0 ,., 44 ......" , c4 -44 . " .c r•-' 1,4. " " ' O (41 7 ......, I • ^.^1 " 44 I ! 411. *. '••••• •••••• • .4 **, It .0 WO 404 *I' 44. ola 4. . ..•., t : ; S C' 4 1. 54 ••41 *.4 CrA . Zg '' 4'.* 4 C> C. . • ° t; Z ec 4) , , • • ' g g , . .7 ,1 4 -4 4 4- •T 44 1.• •,OW SETBACKS::.& FOOTINGS . Date S.,/a/, c11 By // /r <6'� Si)iL.S AyuiJT Al�Y.Q6if , f� car/ni`T /l/cri s-/--,9,i.9.,_. r FOUNDATION WALLS — / TivL jdiri v-z l9ic/f.T' i; �/ s 23g—�y e VV Date '�=v`f—CV 17.7d.vo/7-7-Tcf,, A/./-//s :ec--in/Fwtc�mti^/7^ re;-4_ �C=2 ,,,0-4....1.,-t----z,.vc- PLUMBING GROUNDWORK .................................................................................. Date By UNDERFLOOR FRAMING £f-/'C'/ (...#4,50A pa.04/.1 Ctr4 e'c ce7f 3717-01/75 c 17%,eue.h #�/. Date ID-2/-c y By*iy SHEAR WALLS >y a. 3C/l Sc�& i /0-79 l�(.yJTr' -c' UnS O.- yc ' ,TSS�'� .�w. ,,:, Date il..-- �W By j Q yr Rt7.►-t t./Yr$ rPLUMBING ROUGH-IN . Date g*.-/..-9y By GAS:PIPING Date g"—/17 9y: By MECHANICAL ROUGH-IN Date /0 o2(-Sy" By ?�ti I MECHANICAL (OTHER) Date By FRAMING Date /12—)/,-.5 By J i INSULATION Date /0-0-? -9`' By/,Zi✓/ GWB 1ST LAYER Date By GWB;- 2ND LAYER Date By SUSPENDEDCEILING L_____ Date By PLANNING FINAL ............................ .. ..... Date By ENGINEERING FINAL Date By FIRE FINAL Date By BUILDING FINAL Date By rimminina' OTHER Date By OTHER Date By CD0193 110 -IP' 40 cc CD 70 07 s 07 Co C7 07'n 07'+'1 .• o •• .-i•• o C7-4 CO rn M 0 0 CN (0 W H rn rn = 9 a 37 CO O s>C a C C7 CPI ...<70 Ci m t r .m Co 1.- CC . po 70 1-4 vi= uv c a CM 70 CA rn C7 a 0 C4 C7 a v v CO o ON -I a `v, 6" Q- (.i -1 0 1� -4 rmv s= flr v �' COM •4.7 _ � 9n m a ..-d '' .�+ '' CA -( r o 70 CO S►-.- -4 p a o a CC o x N m O. -n 70 -r rn rn p ; 0 -C rn a7 -c C-f O 7 s .• = •• -n•. = -n N r O a x CO rn s• o.-I 17 -i = C7 C7 N r `..• 770 = 0 )...1 CO O SU O G', --1 -= =2a• 7'C=m n... -e 9 S N I.+ 4 44 rn = I-•I • rn. • 07 CM r O -1 O = ME CO r 1." CO a N 71 m • •• 70, • "• O 9 Can 700 07 7rn OR CC77 9 = O r P. -ai -gi m ,. ,. ,. .. .. o .. 4 .. -1.. 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O O O a •J D O o ra 70 r y K7 22 I ME a ® ,4 -C CDa r..., ........................ ............/....44 rsn 1 rn 4 O .. rn 72 -4 rn DC r rn1-o 70 om DC COCas CO - n7 .. no .-•1 C a r MI CC C 4-4 r 7c -n x co v o co co 1 7c a -I m a o s co r-- -a 7c rn CO co r-rn 7 7r CO nal o ..... 14- ca rn x a s v) aR 7C 'C1 C 7C: 'O S }< H 3 ...1 r- +4 121 r- s co r- rn rr- ar � -nax -aa � H U) -i C) .-I 7C a m r" rnca � rn CO rr) COrr'IZ r$n avec .�'� m. .R COCU) -G CJ O .O tri ~.1 4 x• .• .. :o w Cm/ •"+r w w 44 9e �►> "s6 "« gat H -ry 0 CO '.,. -�. O H ►-' ..O ni o .... 0 .- U'1 0 W W LA C4 aa. N 0 CT CO N V •� ^� 1 V O O a Ln W .A ••d .0 --.l 44 O a a O Ln u'1 t.r+ o. N 0 I CO O O O a O co co CO co I F-‘ • • .„� City of Federal Way �� � G ED APPLICATION FOR BUILDING PERMIT JUN 3 0 1993 2- `'3 f-- ' r.- OrTY OF FSDERAL WAY z S� PLEASE PRI/ DEPT APPLICATION #: 15 1 ' - 01 i °-` SITE LOCATION <. Address Iti4,0 0 1 ..'IQ Mise.Aftr �A ape)two .m iiiapTenant (if known) Lot #� � � tO As sessor's essor's Tax #�J Buildi 0 Name Address Q1 c%y��/MC1~ 7 h p /r Co '.JG�ftoNI f toy - i i i' t 19i/. .J City 1 �V 1•('IY/L2, State ,/ `JZP r%I I Phone ,,,ige_22.22. Nature of Work /`/� 3Iy i( .., 1,1411,,g„, rjl�v/t�� 129 / �I N6 w,_f +fes ✓ ill 1/�'tj i APPLICANT Name (F,M,L) , ...1,460. coNfrvocf[om, Address b010 118144 ft,. He VIA City �i�4 ...�� State VIA Zip 9453.611 Contact i'eis r ). . st(D y Phone 4gb- ��z.z Other Phone Fax D�l.� '�`((,,//"")) ,,WW.11 IIIIVVII L �! 1 • BUILDING CONTRACTOR Company Name 6Arig. Address • City 7 State Zip Contact Person /�V' `` Phone M2zz,fax A� — 21✓ IAN N �-- (fG Contractors # ( ust 1\12 p'ese_nted) ,.C__... � Ex iration Date Verified 0 Yes 0 No .61Ap G. ARCHTTECT; Name NAS- 6g P1TTUg Address / / 0 . r/, 1 1 City •G�� State 'J t Zip 9e 1 i 4 ContactPersonh� �1�+ /may (/r"3K V,6ANAN--* 110r--. P'�/nKfS- 197O Fax �! _17.ei LEGAL DESCRIPTION 666 kr/A64-1612 Please Complete Reverse Side CD0492(Rev VTRUCTURE ting Use UseSINl,6 .AM lr/ ' ► - Permit includes. i�Building w Plumbing diloposed. "Mechanical ❑ Other Type of Work: _Residential _New 0 Remodel 0 Number of Units *tack 0 Commercial 0 Addition .....1<darage 0 Shed 0 Other Enter 1st Floor 11j sq ft 2nd Roore14b.�J q ft 3rd Floor sq ft Existing Floor Area_ 0 sq ft , Area Basement fflO.. , sq ft Decks ', sq ft Garage 717 sq ft Proposed Total Area ,4S y))).7 sq ft 4 Aa�6.4 Water Availability Sewer Availability On-Site Septic System Availability 0 Project Valuation $24,495b r Zoning p y, Lot Size )' i / / ",��o � / 0G.,LG Y: Existing Bldg,Valuation $ LENDER'. ' Name Address ' City State Zip MECHANICAL CONTRACTOR •-•'116) fe, IY.jr%I�I Ivl � Contractor Name Address City State Zip Contact Phone Fax License # Expiration Date Verified 0 Yes 0 No PI CJl«ING CONTRACTOR ''`o it ►I'L? Contractor Name Address City State Zip ` Contact Phone Fax I . II License # Expiration Date Verified 0 Yes El No E PLUMBING FIXTURE`COUNT Water Closets Sinks �� Urinals C} Lawn Sprinklers Bathtubs 7- . Dish Washers L Drinking Fountains (j Other Showers I Electric Water Heaters 6 Sumps c) Lavatories Lj Washing Machine I Drains 61 Total Fjzture Count >i l MECHANICAL UNIT COUNT Fuel Type (electric/other) A!:? Gas Dryer Air Handling < = 10,000 CFM 15-30 Tons Length of Gas Piping fi - it Range Air Handling > = 10,000 CFM 30-50 Tons Furn <100K BTUs Gas Log I Unit Heater 50+ Tons Furn >100 BTUs C) • Fans 4 Miscellaneous Fuel Tanks Gas Hwt I Hood I Boilers Above Ground Cony Burner O Duct Work 0-3 Tons Underground BBQ's �) Wood Stoves n 3-15 Tons ... onsTotal Unit Count DISCLAIMER: I 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 the accuracy of the information supplied to the City as a part of this application. \ J Owner/Agent: g^-��L�� ,� ,„/,----",_,.. Date: e. Z' f •-� • TERRA ASSOCIATES, Inc. 4 '---� Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences June 7, 1993 Project No. T-2199 Mr. Dan Lungren Stafford Homes, Inc. 16016 - 118th Place NE Bothell, Washington 98011 Subject: Geotechnical Evaluation Tracts 8, 10, 14 and 16 Pleasant Hill at Redondo Beach Federal Way,Washington Dear Mr. Lungren: As requested, we have conducted a geotechnical evaluation for four single family residential tracts located in the Pleasant Hill Plat in Federal Way, Washington. The purpose of our work was to provide geotechnical consultation for construction of homes on these tracts. We are also addressing the requested criteria relating to general soil stability and foundation bearing conditions. GEOLOGIC CONDITIONS A representative of Terra Associates previously visited the site with Mr. Larry Reichert of Stafford Homes in 1992 to observe conditions on several of the tracts in the subject plat. In addition, we recently provided you with geotechnical design criteria for Tracts 1, 2 and 4 on the plat. As part of our work, we have reviewed our earlier geotechnical information as well two previous soil reports prepared by Associated Earth Sciences (AES)(1987) and Geotech Consultants (1992) for several of the tracts in the development. The AES study was conducted to determine the feasibility of developing 35 to 40 lots on the "Buenna Project". The Pleasant Hill plat is a part of the larger Buenna parcel. The soil conditions on the plat appear to be highly variable. The site lies along the margin of an upland plateau, just south of the Puget Sound shoreline. The plat lies between approximate Elevations 110 and 210 feet. The soil conditions consist of interbedded clean to silty sands which vary to silts and some laminated clayey silt soils. A detailed description of the soil types under the lots and throughout the plat is provided in the Buenna Project report by AES. FiLti rtL Oth 12525 Willows Road, Suite 101, Kirkland, Washington 98034 • Phone (206) 821-7777 C?-1F) J Mr. Dan Lungren ; line 7, 1993 Numerous occurrences of seepage and small springs contribute to the two drainage courses which flow through the property to the north. Typically, groundwater seepage and small springs within this area are created by groundwater exiting the slope from within the cleaner sand lenses which are interbedded with the fine grained relatively impermeable silts and clays under the hillside. These small seepage zones join the existing flows and small streams which flow northward under South 294th and 292nd Streets, north of the site. The soil units are part of an advanced glacial outwash deposit and the Salmon Springs pre-glacial drift as mapped on the USGS Poverty Bay Quadrangle. These soil conditions occasionally generate localized instability if appropriate procedures are not used in the design and construction of residences. We were provided a detailed site plan for construction of a residence on Tract 8. However, specific layouts and exact grades were not available for Tracts 10, 14 and 16. The final lower level grades were estimated for these tracts. DISCUSSION AND RECOMMENDATIONS Following a review of the site soil conditions and previous geotechnical reports, we are providing geotechnical design criteria for residences to be constructed on the subject tracts. The incorporation of this geotechnical information will be an integral part of site development to maintain and enhance the existing stability of the hillside tracts during and following house construction. Previous soil reports list several of the tracts as being marginally stable and requiring special techniques for construction. Adequate drainage provisions will be necessary to dewater some of the wetter tract areas and to enhance longer term stability conditions. Tract 8 The Tract 8 building pad lies just west of a moderate slope which descends into a swale to the east. Based on a site plan prepared by Stafford Homes, the house pad will be based near the western setback line and extend over to near the top of the east slope. Several large fir trees exist on this lot at the top of the slope next to the house pad. The main floor will be at approximate Elev. 156 which will be near the existing grade at the west end. The east side of the house will be about five feet above the grade as the house steps up the slope. An existing sewer line and easement pass next to the northwest house corner. Foundations may bear directly on the firm native sands and silts which are anticipated to underlie this tract. An allowable bearing capacity of 2,000 pounds per square foot (psf) may be used to design conventional spread footings. The lower east footing wall should be extended to a depth that will provide adequate footing embedment. We recommend that the wall footing be deepened along the east house wall to provide a minimum horizontal distance of 12 feet between the footing and the face of the existing slope. In addition, the footing at the northeast house corner may require deepening next to the sewer line. A specific evaluation should be made of the sewer trench excavation at this location prior to construction. Project No. T-2199 Page No. 2 Mr. Dan Langren i ' June 7, 1993 The placement of fills to the east and southeast of the house should be as limited as much as possible near the top of the slope area. Fills should not be placed in this area within the crawl space to raise grades. All fills and backfills should be compacted to 95 percent of the maximum dry density as determined by ASTM D-698. Small rockeries up to four feet in height may be used. However, these should not be located within ten feet of the top of the slope. Any rockeries greater than four feet in height should be designed and constructed in accordance with the Association of Rockery Contractors (ARC) guideline procedures. Based on our review of the site conditions, it appears that the building lot is in a currently stable configuration. Downspout drainage, footing drains and yard drain flows of runoff should be collected and tightlined to an appropriate downslope outfall location. Surface flow should not be allowed to impound around the residence or flow down any of the steeper site slopes. Tracts 10 and 14 No specific house and lot plans have been provided to us. Tract 10 lies along the west margin of the plat area just above a small spring-fed creek. The building "envelope" on this particular tract is quite narrow due to the presence of some 40 percent slopes and Native Growth Protection Easement (NGPE) areas with a 15 foot wide buffer. The 40 percent slopes vary from 10 to 20 feet in height. The building pad will be located below the cul- de-sac roadway and abut a sloping sewer easement just to the south. The preliminary concept for this house location involves the construction of a partial lower level basement at about Elev. 160. This will necessitate cuts of up to 10 or 15 feet for the mid-point of the house. No significant fills should be placed in the side yard areas or on the lower slopes behind the house. The current slope lies across gradients of 20 to 40 percent with numerous small springs and wet soil conditions observed below the house pad. The Buenna Geologic Hazard report indicated that the house site lies in a difficult development zone. It is recommended that the area around the swale should not be developed. The slope and setback conditions under the existing Tract 14 to the south are similar to those at Tract 10. The sewer line from the cul-de-sac descends the slope along the north property line and connects with the sewer main in the swale. An existing house and new fill slope lies directly above the southeast lot line. The toe of this new fill is located along the Tract 14/15 line but is not well delineated. Care will need to be taken during the excavation for houses on Tracts 10 and 14 to limit any potential of undermining of the adjacent house pad, sewer lines, and upslope roadway easement. We recommend that the houses be based in excavations which step down the slope as much as possible rather than constructing large lower level foundation excavations. Temporary slopes at 1:1 (Horizontal:Vertical) inclinations may be used up to a height of 10 feet. All cuts should be monitored by Terra Associates to evaluate the cut stability. The specific locations of all moderate to deep cuts should be discussed with us prior to construction. Following the development of detailed plans, we can provide any supplemental recommendations relating to temporary slope cuts and subgrade drainage. Project No. T-2199 Page No. 3 Mr. Dan Lungren41111 . Pune 7, 1993 Foundations may bear on the anticipated firm native sands and silts which underlie Tracts 10 and 14. An allowable design bearing capacity of 2,000 psf may be used. The lower west house footings should be extended to a sufficient depth to provide a minimum horizontal distance of 12 feet between the base of the footing and the existing slope. Alternatively, drilled piers may be used along this foundation wall for this purpose. As noted earlier, the use of new fills should be severely limited within the crawl space, lower level and backyard areas of the new houses. All house footings and retaining walls should be provided with perimeter drains and gravel backfill layers to collect and divert drainage away from the house areas. Lower level walls may be designed for an equivalent fluid weight of 40 pounds per cubic foot (pcf) with no slope surcharge. All retaining walls should be provided with a free-draining backfill zone for the full height of the wall and be tied to the drain system. Additional interceptor drains may also be required around the lots to collect the anticipated moderate naturally occurring groundwater flows. At the present time, no appreciable fills are thought to underlie these house sites. All foundations will probably bear in firm native soils. Alternatively, some footings may be based on a layer of railroad ballast/clean crushed rock placed over wet excavation grades. No unstable soil areas were observed on these two tracts although the anticipated groundwater seepage in the lower west lot areas will create unstable temporary cut slopes if not controlled. The existing stability should be enhanced with drainage improvements such as the placement of yard drains and lower level wall drains which should be incorporated into the house construction. Structural fill placed around the two houses should be severely limited. Additional loads placed on the slopes by filling should be limited with the house and in backyards. Backfill should be compacted to at least 95 percent of the maximum dry density. Tract 16 Tract 16 is characterized by a gently sloping bench located approximately 10 feet above the cul-de-sac roadway. The proposed house site will lie on the existing bench located approximately 20 feet from the south property line of the plat. The preliminary sketch for the lot indicates that the pad will be based at approximate Elev. 204. This will necessitate cuts of about 8 feet across the back with at-grade conditions along the front. The house will be located approximately 15 to 20 feet back from the top of a moderately steep slope which drops into the existing drainage swale to the northeast. Some springs and old sloughs are noted on some of the swale sides in this area. Foundations for the residence may bear on the anticipated sands and silts which probably underlie the lot area. An allowable bearing capacity of 2,000 psf may be used for design of foundations based on firm native soils. Foundations along the northeast corner of the house should be deepened to provide a of 12-foot minimum horizontal distance from the footing base to the face of the existing slope. Project No. T-2199 Page No. 4 • Mr. Dan LungrenISO • lune 7, 1993 Drainage should be provided around all foundation areas and lower level walls. Lower level walls should be designed to resist pressures imposed by an equivalent fluid weighing 40 pcf. Foundation drainage and runoff should be controlled and tightlined to an appropriate discharge location. The use of fills along the east side of the house should be severely limited due to the presence of a slope area which have previously exhibited near surface sloughing at some locations. All fills placed in other areas should be compacted to a minimum of 95 percent of the maximum dry density. Fills should be limited in extent as much as possible on this lot. The tract appears to be a generally stable condition with no signs of recent slide or sloughing noted. The existing site stability will be improved with the creation of drainage conduits around the house and dewatering of the slope with additional subsurface drainage. CLOSURE Based on our review of the site conditions, it is our opinion that construction of residences on the subject tracts is feasible from a geotechnical standpoint. The addition of foundation drainage and the removal of excavated soils from the tract slope areas will tend to enhance the existing stability of the site areas. As noted earlier, careful foundation embedment and the control of grading with only limited use of side and backyard fills will also assist in maintaining stable soil conditions. As discussed with you, test holes can be excavated by the contractor after clearing of the lots to verify that the anticipated soil and groundwater conditions are as expected. At this time, the project superintendent can familiarize himself with the soil and groundwater conditions which relate to excavations. Terra Associates should review the observed soil conditions in these holes and provide ongoing consultation for the grading and construction on the individual tracts. Supplemental recommendations can be made at that time based on any observed changes of the conditions. We trust that this letter has provided you with sufficient geotechnical information to proceed with design and construction on the subject tracts. Please call if you have any questions. Sincerely yours, TERRA ASSOCIATES, INC. Paul K. Bonifaci, P.G. Vice President 1 ' AVM Ilk -i Anil Butail, P. . President PKB/AB:jb Project No. T-2199 Page No. 5