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13-101312
' g -u WC l Way B`dl ' xYll' °ev. SeNi�s Permit #: 13-1( 1312-Ov-tv ve Say,A 98003 Ph: (253) 835-2607 Fax: (253) 835-26(09 FILE Inspection Request Lille: (253)'8'35-3050 Project Name: CELEBRATION SENIOR LIVING APARTMENTS - WEST TOWER Project,Address: 1316 S 328TH ST Parcel Number: 147318 0010 Project Description: NEW - Construction of a 193,403 square foot, 6 -story senior living apartment building. Plumbing & mechanical part of this permit. Separate electrical permit required. Owner _ A i an Con �9/ LemCELEBRATION SENIOR LIVING JOHN PARSAIE INTER -CITY CONTRTORS INC201 27TH AVE SE BLDG A-300 MORGAN DESIGN GROUP LLC INTERCI977PZ (15) OWNER IS LENDER PUYALLUP WA 98374 11207 FREMONT AVE N 17425 68TH AVE NE SEATTLE WA 98133 KENMORE WA 98028 Census Category: 105 - New 5- or More Family Building Building Pre -con. Meeting Required?....................Yes Number of Stories.................................................6 Plumbing to be Included?.......................................Yes New / Additional Sq. Feet - Total .......................... o nformation Mechanical to be Included?....................................Yes Permit for Building Shell Only? ................ .....No Special Inspection(s) Required? ..................... .Yes Zoning Designation................................................BC No Fixtures Associated With This Permit !! CONDITIONS: 1. Prior to issuance of a certificate of occupancy, the applicant will be required to sign and record at King County Records and Elections an affordable housing covenant that has been reviewed and approved by the City's Law department. 2. Prior to issuance of a certificate of occupancy, the applicant will be required to sign and record at King County Records and Elections a covenant stating the housipg is exclusively for the elderly and no children will reside in the development; that must be reviewed and approved by th6 City's Law department. 3. All landscape planting for the west tower shall be verifies for the accurate plant count depicted on the plans and completed prior to issuance of a Certificate of Occupancy. Please contact Becky Chapin, Assistant Planner, at 253-835-2641 to set up a final landscape inspection. 4. Prior to Certificate of Occupancy all frontage improvements along South 328th Street and 13th Place South shall be constructed.. 5. Prior to Certificate of Occupancy, the applicant shall install a pedestrian refuge island crosswalk with °ectangular rapid flashing beacon on 13th Place South north of South 328th Street to improve pedestrian tfety. The applicant needs to coordinate with the Public Works Department to determine the appropriate ration for the crosswalk. *eWrded. icy, all right -of - PERMIT EXPIRES Monday, January 25, 2016 Permit Issued on Wednesday, July 29, 2015 s: I hereby certify that the above information is correct and that the construction on the above described property and the occupancy and the use will be in accordance with the laws, rules and regulations of the State of Washington ,and t�C�G t y f Federal Way. ,h Date: �a � Owner or agent: 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: CELEBRATION SENIOR LIVING APARTMENT Permit #: 13 -101312 -00 -MF Address: 1316 S 328TH ST Includes: #1 #2 #3 #4 Occupancy Class: Construction T e: Occu anc Load 0 0 0 Floor Area (sq. ft.) 0 Owner Name: CELEBRATION SENIOR LIVING Owner Address: 201 27TH AVE SE BLDG A-300 PUYALLUP WA 98374 Building Official Date The priority focus in the review and inspection made by the City prior to issuance of this Certificate was on those matters which e a experience has showna �s reasonably possible (within budgetary time and persongeneral nel limc. itations), itatio s), the City neiththough the City has er guarantee as estnor review and inspection heowner 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. -TIN ANIL cc' 2-vits. V* -Suilr"( r4W W. -_ I ASA tio ce IA4 jAfA*4V.- &CVe4VftAA. at I% lit, vw 6(,,VAw 6,",,A. 6WfL.6xrA- -)CxAe-,c B"IL4>1 bidor. •! °t °1� is INSPECTORDATE � • 1 TYPE OF `�avk1'�1 1Ahd��vouw� • k-� � 1—le to Inc( ✓bu+Ni . - 0•5 1= 5 to^e—^�0.4 i o � zti l t d Wg - S vtK 41 tv fLiccv V-0a'. D W V. t o b-; Ie; IM►9 . �/ �l Tiru P r� vu►cv . Fbis-WQ ' Un DM ik t•� S y r 1. 144 Pc.vh'k - 1_t, u5 (Akc Pi tH - LI. rlw � f(AVK&I l;,&vvC - 1-6 rk 'w WF 1 Pc,v W" v, S� pavko 1 Ff��s- Dv� s w aaf•k. ' s? s�cti�re 1 P�vr-rGi .� - L40 (4w+tA V- eb I, '''$ J► P a I� Ptk1�1�,�, Som 5110 11, 5 2'l 1 t• 1, a Is, IMa � �/_ bus-Prpt'Hc� Wo 1-kvA l'Z Ohl . so%.�k. � -- 12u'`� 1�. - "1�i�l,s 1-b S'o � . _.—. �, .L - L4 N64 ti 10 - c, 2.1L4 50w4 . -a . I- s bwv V4 "��11,— G16S Pi�cy►(� - LA y* -s%A T6 GtnLvlhly, ViV Wt We-4 LM ji L*ftlgj *jA &I`IV `l iv KA Fi v►G) .. 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Se�.�-(� Bok�at N��I� �, (� _ M`'k �► l-3 (Aovkk f v%te*, w CV,"v We-t( 3 o t� . lsttlwx W el �Vti DATE P r ti ps tas'tAQPavtiat � a--s�cti - lam_ 3' ttKc - tNkt� s•s-) Pavt-ic�1 t�c�skul - T. 1.s-�•� is fi6Z` 2 • (, g•� �.4- k t 2 I'LL` 1c- w✓1i 1" l'rh*6f SlAt-a- 14.5% 9.5 ASS-'< . - �'•5 - t � S•L• - 1.•4 1 5r - g 5- t1� 3, t� u'+b Pav�•u,lS►�wwt� Na►•{-I� W � �%0'/111/1�i (�nWNt •� SOa.T'N �tL . t t, ll(. Pa*wlsWf*U(.W - Kw�k Tv Of i is 1 l%T tt, P�vkiat Rt-tktct - P•t• DeCIL fevv pw din i r s. 1� t t. ►Mg PGv}j 5ba44vwu - <L ro CoV4jr p4Wfjh%mN • W 11 Tor of WA -11 W To stW IFW AA L3 - � 'Lo CV � t _f �► - Votdln�i 1�=hili �ZIArw�h;N rvov�'�n• -Toe Of WAt t -AAA Wf44 Qf�vltiG� Oyait�. u w s � - gun.c,� w � n Som} Si do t to I w9 Pf�rtirit sincovl�v4lt - Tor (w ws'(1 t4ilox La 50t.* c� t 2-1• l t Pcu�hal Sl/ttuK�u(1 -Top 0 WattNGiilih� t.2 lbw► ivw"� ►�2 - SCUKAMM Na't, V*X 5 . .N �h . V� r - �- swtw Waits Plica - L5 t4wTatDO: Wat VA-tAitt - t1. *4.14atf %I it Ito BRIL >1 Q S. i t; - 'aV WK.. Povv% . DATE INSPECTOR AREA `� it � (� w� Partial t�-Si'CG�' ' �k•`•Ltht ir•S-i0 (S•,t•- _ �,, • � • - L.i H� 3..35- � C -� 214 1 1'r - - 5 lull "LAM -44 C S•I- t3 - �i •3 L of ww�.v� P�•�l CS•S vi 1 Io tT ` 2 CS.r t l 1 V IS kb - �' a • 3 Goy u, ua,,t • (S. S 111 11 1 it- Ids L - b - c,, µ t+s .L.) - �► u N.-, � S s) F6c.T- 1; t+. -i �5•t ez ov-sti h u <, Nw i p A Wt4 Fw j! it 20 t �• � 4 . - 10111T- e. (4 , t4--1 6�LAWA Or-ta t+-•rs K l S•Z 44--1 &OWAV^IJ •Itiwwia�tr� s•z- l?. Z i� � Pwvkt'�( t�•c•S�u1 - P.T• ptar-w Pow. #�3 S,S. tti'� �ts tn.� L - I�aor��a fit, � 3 S•�• 14 0 - Fr•1� 6 -CF K- S.r. �I�t11.p11J�i 11 t I1 ATE INSPECTOR AREA 1':ND TYPE OF 1'%'—"ECTION t low V+fat tzc-s+et, f . Ic-•Gs �- b (s. Y 9 � (t5' Wr3 Pa✓+t'at �c-s�c•�(- tF - 2• 3 -S-�i S•= . to- � t � ts! W8 P��t'al t�-skz,cl - Q •S - F � Lta� S .Z. tA4 cva+vy o$ . �l I i.1 1 S' bw�j � - Col b11U�4AS — 5 e-15 G n FOLVWot bV&ik Downs or~ 4 - F- y- t, 5 3 0 l is W F- L Paveal R.c-sk•ct - G' b �s- VA, i - -1 . 6-- lo I t q kdrIH►7 Jr - p T DW Powtr- t W <C• � O IE -F l.�vl•rk rt s I b l �! ,� � � — , - �•' iii - � H to LIKe, - S.� l�ivti b-6 slz�tlrs s• . A-8•�� - s - 3.5 11 A S -D E - elwahW t- t _ F.F. (S -z to 2a! t�- vtr3 L - CQINwwts Ull, 8 -F f -1-[; lgl&lW lwq T1H,4'CARDrIS REMAIN ON-1$ITE ,.,� �rt„ of Construction s lection Record r %-o ' Federal way INSPECTION REQUESTS: (253) 835-300 PERMIT #: 13 -101312 -00 -MF Address: 1316 S 328TH ST Project: CELEBRATION SENIOR LIVING FEDERAL WAY, WA 98003 Scheduled inspections may be failed if this card is not on-site. DO NOT LOSE THIS CARD. Inspections are listed as close to sequential order as possible (read left to right, top to bottom). Please schedule inspections as appropriate. Work must not be covered until it is approved. Check with your inspector if you are unsure about any of the inspections or the inspection sequence. On-going inspections are logged on the back of this card. Footings/Setback (4110) Foundation Wall (4115) Drainage/Downspout (4040) Approved to place concrete Approved to place concrete Approved to backfill By V-14 Date 10 1 J 16 By y.A Date 1b 1 (V � I t. By " Date wt pAvkal R"l - yip, Iv114ItL. No- Tb jSStiw nV V..' lo(tLiltL Rough Electrical Re -steel (4215) 11 Right of Way Plumbing Groundwork (4190) Approved ❑ Slab/Concrete Floor (4255) Approved Approved to place concrete or grout Approved Approved to cover Date Approved to place concrete By W4 Date G 1 Z011,-' 1 t- By By Y44 Date 1 2-('L-- ' 196 By W40, Date t b` t t m Underfloor Framing (4285) Floor Sheathing (4105)El Shear Walls (4245) Approved to sheath floor Approved to install flooring Approved to install siding By �4 Date l,1016 4 [ L(. By tri Date . 1,0 IV 110 By V.,U$ Date SIM ❑ E] Roof Sheathing (4220) Rough Plumbing (4230) Mechanical Rough -in (4165) Approved to install roofing Approved Approved By 44; Date S- 1 I ( V By t�W Date 1016 116 By V.4* Date Ib Gas Piping (4125) Fire/Draft Stops (4095) Prior to scheduling a Framing inspection, Approved to release test Approved Electrical, Plumbing & Mechanical Rough -in and By Ul/; Date Gi 12 V By Date Fire/Draft Stop inspections must be signed -off and IBC 1.09.3.4 approved. ® Framing (4120) Insulation (4150) Gypsum Wallboard Nailing (4130) Approved to insulate Approved to install wallboard Approved to install mud & tape By tUA Date to I It Its By VA* Date 10 (tt (� By Vwt Date (b 1 I t !,b Suspended Ceiling Grid (4265) Final - S K F & R (4060) Final - Planning Approved to drop the Approved Approvedy By V* Date �t ?� (1, By Date By Date 'l TA06 ® ® Final - Public Works (4080) Final - Mechanical (4065) Final - Plumbing (4075) Approved Approved Approved By Date By Date to I tt (. By t Date W It(—kj Final - Building (4050) LO) Approved By MO/ Date W y-1 I t pAvkal R"l - yip, Iv114ItL. No- Tb jSStiw nV V..' lo(tLiltL Rough Electrical ® Final Electrical 11 Right of Way Approved Approved Approved By Date By Date By Date RECEIVED 40 MAR 21 2013 My CW PERMIl"A PPLI CATION r Federal Way CITY OF FEDERAL WAY CDS •PERMIT NUMBER 3 _ / O / 3 � � M TARGET DATE BITE ADDRESS SUITE/UNIT M 32723 Pacific Highway South West Tower PROJECT VALUATION ZONING ASSESSOR'8 TAR/PARCEL N $ 15,000,000 BC 1 721 04 -9004-09 TYPE OF PERMIT [BUILDINGPLUMBINGY�-MECHANICAL 'BLMC>faYiON IXENGINEERING ff FIRE PREVENTION NAME OF PROJECT Celebration Senior Living Apartments - West Tower The Project is a residential development comprised of 189 -unit independent rental retireme PROJECT DESCRIPTION Detailed description of work to communely with varmous income levels with structured parking as well as Indoor & outdoor be included on this permit only amenities fort he use by and en'o ment of the residents and invited guests. NAME PRIMARY PHONE PROPERTY OWNER Celebration Senior Living Associates Limited Partnership 253-231-5001 MAMIN'ADDRESS 201 - 27th Avenue SE, Building A, Suite 300 E -MAH, Bryan P @ housing4seniors.co CITY STATE ZIP Puyallup WA 98374 NAME PHONE Inter -City Contractors, Inc. 425-806-8560 MAILING ADDRESS E-MAIL CONTRACTOR 17425 68th Avenue NE greg@intercitycontractors.co CITY STATE ZIP FAX Kenmore WA 98028 425-806-8566 WA STATE CONTRACTOR'S LICENSE • INTERC1977PZ EXPIRATION DATE 10 09 X2013 FEDERAL WAY BUSINESS LICENSE • NAME John Parsaie / Morgan Design Group LLC Y PHONE 206-375-3397 APPLICANT SS 11207 FreING mont Avenue N Ir - john@morgan-design.net ' eattle WA 98133 8AJ6-847-6420 PROJECT CONTACT NAME Same as the Applicant PRULARY PHONE MAILING ADDRESS E-MAIL (The individual to receive and respond to all correspondence CITY STATE ZIP FAX concerning this application) PROJECT FINANCING NAME ® OWNER -FINANCED Required value of $5, 000 or more (RCW 19.27.095) MAILING ADDRESS, CITY, STATE, ZIP PHONE 1 certify under penalty of perjury that I am the property owner or authorised agent of the property owner. 1 certify that to the best of my knowledge, the information submitted in support of this permit application is true and correct. I certify that I will comply with all applicable City of Federal Way regulations pertaining to the work authorised by the issuance of a permit. 1 understand that the issuance of this permit does not remove the owner's responsibility for compliance with local, state, or 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 filed 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 information supplied to the ty as apart of this appucatiqfL SIGNATURE: A. DATE 03/21/2013 PRINT NAME: Bryan M. Park Bulletin #100 —January 1, 2013 Page 1 of 3 k:\Handouts\Permit Application GENERAL INFORMATION CRITICAL AREAS OR PROPERTY? WATER PURVEYOR VALUE OF MECHANICAL WORK MECHANICAL PERMIT None noted. Lakehaven Utility District Lakehaven Utility District $0.00 $ Not included Indicate how many of each type offixture to be installed or relocated as part of this project. Do not include existing res to remaz,".. AIR HANDLING UNITS FANS GAS PIPE OUTLETS OTHER (Describe), AIR CONDITIONER FIREPLACE INSERTS HOODS (commemiel) OTHER (Describe) BOILERS FURNACES HOT WATER TANKS (Gas) COMPRESSORS GAS LOG SETS REFRIGERATION SYST DUCTING GAS PIPING WOODSTOVES TOTAL FIXTURES GENERAL INFORMATION CRITICAL AREAS OR PROPERTY? WATER PURVEYOR VALUE OF PLUMBING WORK PLUMBING PERMIT None noted. Lakehaven Utility District Lakehaven Utility District $0.00 $ Not included Indicate how many of each type offtxture to be installed or relocated as part of this project. Do not include existing res to remain. BATHTUBS (or Tub/Shower Combo) LAVS (Hand Sinks) TOILETS WATER PIPING DISHWASHERS RAINWATER SYSTEMS URINALS OTHER (Describe) DRAINS SHOWERS VACUUM BREAKERS DRINKING FOUNTAINS SINKS (Kitchen/Utility) WATER HEATERS (Electric) HOSE BIBBS SUMPS WASHING MACHINES TOTAL FIXTURES GENERAL INFORMATION CRITICAL AREAS OR PROPERTY? WATER PURVEYOR SEWER PURVEYOR VALUE OF EXISTING IMPROVEMENTS None noted. Lakehaven Utility District Lakehaven Utility District $0.00 $ EXaSTING/PREVIOUS USE LOT SIZE (In Square Feet) EXISTING FIRE SPRINKLER SYSTEM? PROPOSED FIRE SUPPRESSION SYSTEM? Dunn Lumber Store 150,796 SF ❑ Yes [( No p(Yes ❑ No Bulletin #100 - January 1, 2013 Page 2 of 3 k:\Handouts\Permit Application • Y % c. •.Y OF � 1 1 Federal Way � �,. I�ESUBMITTED err 0& e DE,, Cu:. n DEPARTMENT OF COMMUNITY DEVELOPMENT SERVICES 33325 8`" Avenue South Federal Way, WA 98003-6325 253-835-2607; Fax 253-835-2609 _ www.cityoffederalway.com AUG 2.7 2013 RESUBMITTAL INFORMATION CITY of FEDERAL wArRhis completed form MUST accompany a// resubmitta/s CDS J "Pleasenote Additional or revised plans or documents for an active project W//not be accepted unless accompanied by this completed form. Mailed resubmitta/s that do not indude this form or that do not contain the correct number of copies W//be returned or discarded. You are encouraged to submit all items in person and to contact the Permit Counterpnor to submitting /fyou are not sure about the number of copies required. ** ANYCHANGEs TO DRAiW/NGS mus rBECLOUDED. Project Number: 1 3 --Lo J 3 1 - 0 O - i" 1 T Project Name: Project Address: Project Contact:ZNnWA f aj,"GA j 0— Phone: RESUBMITTED ITEMS: • • � - _i�jr: cis � _.� � I • • i. A/wa su mi the ca number ofco lies as r40ired r vOU51;*n1�a, application.""1 Resubmittal Requested by: Letter Dated PRO member) Bulletin #129—January 1, 2011 . Page 1 of 1 k:\Handouts\Resubmittal Information 09 • • 11207 Fremont Ave N Seattle, WA 98133 Tel: 206 375-3397 Fax: 866 847.6420 www.morgan-design.n� August 27, 2013 RESUBMITTED Marty Gillis Building Official City of Federal Way 33325 8h Avenue South Federal Way, WA 98063-9718 AUG 2 7 2013 CITY OF FEDERAL WAY CD5 RE: Comment Letter dated 08/02/2013 File # 13 -101310 -00 -MF, 13 -101312 -00 -MF, & 13 -101313 -00 -MF Celebration Senior Living Apartments; East Tower, Community Building, & West Tower Dear Ms. Gillis, In response to your comment letter the following changes / correction have been made to the plans: 1. Six copies of the updated site plan have been provided to confirm the location of the property lines as a result of the Binding Site Plan. Two copies have been incorporated per building. 2. Six copies of the updated civil plans have been provided — two copies incorporated per building. 3. Morgan Design Group LLC is the Building Envelope Consultant for this project and will conduct the inspections as required by EHB 1848 and RCW 64.55. 4. Clarification has been made to sheet T0.2 regarding which items are deferred under separate permits and which items are shop drawings or items deferred under this permit. 5. Only the elevators will be part of a separate Department of Labor and Industries permit for this project. 6. Otto Rosenau & Associates, 6747 M.L. King Way S, Seattle, WA 98118 206-725-4600 will provide the Special Inspections required for this project. 7. Associated Earth Sciences, Inc has been retained in accordance with the recommendations of the Geological Report for this project. The contact person is Kurt Merriman 425-827-5424. 8. The size of the storage of recycled materials and solid waste for the East & West Towers is 914 sf Street. There are solid waste / recycle rooms on each floor of each building with chutes to the central solid waste / recycle room on the ground level that is directly accessible from the main driveway loop off of S 328`t' Street. 9. The fire sprinkler system will be a deferred submittal under separate permit. 10. Per meeting with Building Official & Fire department on August 8, 2013, it was agreed that this project could be built as five levels of Type VA construction over one level of Type IA construction per Washington State Amendments 504.3. 11. Please see response from Structural Engineer. 12. The shade structures, trellises and similar structures will be a deferred submittal. 13. Please see detail F.I I on sheet A10.3. Also a note has been added on A1.6 & A7.1. 14. Separated use method is used on this project, please see notes added to T0.2. 15. A matrix has been provided for incidental uses on T0.2. 16. See sheet Al. I for accessory uses along the motor court portion of the residential towers. 17. N/A Architectural Design • Building Envelope Consulting 18. N/A 19. N/A 20. The Building Official clarified that the pedestrian walkways have been reviewed by the Structural Reviewer as part of the original permit submittal. See sheet 57.1 in each respective set. 21. We will be using IBC section 3104.5 exception #3 & #4. 22. See Structural Engineer's response. 23. See Landscape Architects response. 24. Please see sheet A1.2 and plumbing drawings for area drainage. 25. Additional wall type call outs have been added to all levels — see sheets A 1.2 through A 1.6. 26. A note was added to the Typical Unit plans, please see Sheets A4.0 through A4.4. 27. Room 107 is now a storage room. There is no fueling station or storage of liquid gas on site or in buildings. Natural gas line will be provided to supply secondary power for the back up generator. 28. An elevator vestibule with magnetic hold open doors that are connected to the fire sprinkler system, please see sheet A1.3 of the community building. 29. We utilized exception #3 IBC 3104.5 per discussions with the Building Official at meeting on August 8`h, 2013. 30. Safety glazing has been provided in all windows within 60" above the floor or walking surface in or near stairs. Please see Window Schedules on sheets A6.1 of all buildings. Sincerely, MORGAN DESIGN GROUP LLC VVI -"A& Je M. Morgan, AIA President cc: Client; File 0 • August 26, 2013 Eagle Eye Consulting Engineers C/o City of Federal Way 33325 8th Ave South Federal Way, WA 98063-9718 • Joehnk Engineering, Inc. 031 Structural Engineering Design Service Attn: Hoyt Jeter, P.E., ICC Certified Plan Examiner Re: Celebration Senior Living Apartments dated August 2, 2013 Permit Number 13-101310, 13-101312, or 13-10131313 JEI Project Number C05 Dear Mr. Jeter: RESUBMITTED AUG 2 7 2013 CITY OF FEDERAL WAY CDS Joehnk Engineering, Inc. (JEI) is responding to correction items relating to general and structural comments correction notice mentioned above as follows: General: 11. Listing references indicate fire -rated assemblies will be used complying with the gypsum association fire resistive directory (GA 600) and Generic code listings found in table 720 et al. Provide supporting calculations for studs having a slenderness ratio 1/d 33 meeting the requirements of Table 720.1(2) footnote `m'. The reduction in the design stress may affect the framing on level 2 and 3. Provide simple calculations document that framing will not have an 1/d ratio. Clarification as follows: The design for the 2x6 interior walls for use as 1 hour party walls and 1 hour corridor walls meet the construction of wall assembly Table 720.1(2) item # 15-1.14 which allow the design stress of studs equal to a maximum of 100 percent of the allowable F'c which was used on calc. sheet P5. Formerly, JEI submitted calc. sheets P6, P7, and P8 with the reduction as required for some 2 hour wall types. JEI revised wall types 5, 8, and 9 on the wall stud schedule on sheet S8.2 based on the revised design for these 2x6 interior walls for use as 1 hour party walls and 1 hour corridor walls which meet the construction of wall assembly Table 720.1(2) item # 15-1.14 which allow the design stress of studs equal to a maximum of 100 percent of the allowable F'c which is indicated on revised calc. sheets P6, P7, and P8 attached. The 1 hour 2x4 interior unit bearing walls meet the construction of wall assembly Table 720.1(2) item # 15-1.15 and were previously designed using to a maximum of 100 percent of the allowable F'c so these walls remain unchanged. 20. Clarify/confirm that the design of the pedestrian walkways will be by deferred submittal. Clarification as follows: Sky bridge framing is called out on sheet S2.1 of the community building submittal along with elevation sheets S7.0 and ST 1. Additional steel details are also shown on S9.0. 22. Provide a general load analysis for the gravity and seismic loading of the Pedestrian Walkway and acknowledgement/agreement stating that if structural changes are needed as a result of the deferred demon of the pedestrian walkways that the owner recognizes the and accept the risk of workingwith ith a phased submittal. Now provided. In addition to the structural calcs. SB 1 through SB7 for the gravity design of the sky bridge girders submitted with community building calculations previously, JEI is attaching calc. sheets CL4 through CL7 for the lateral analysis of the sky bridge walkway 9513 2181h Ave NE, Redmond, WA 98053 Phone 425-861-7680 J L� August 26, 2013 Structural Review — Celebration Senior Living Apartments dated August 2, 2013 Permit Number 13-101310, 13-101312, or 13-10131313 Structural: Engineer of Record (EOR), based off definitions the horizontal wood diaphragm is classified as irregular, but the analysis submitted appears not to account for this. Please submit a horizontal diaphragm analysis and modify accordingly. ACSC 12.3.3.4 Now Provided. Using the diaphragm forces tabulated from the previously submitted calc. page, JEI has reviewed the re-entrant chord forces on sheets LDW6 through LDW8 and revised the framing plans with drag beams at the re-entrant corner conditions for both the East and West towers on all the wood floor and roof levels which affects sheets S1.3, 51.6, 53.3, and S3.6. 2. EOR, the area steel used for the footing is less than required per table in analysis. For example, F8 requires 6 #8 As = 4.74in^2 but drawings state to use 7 #7 that has As = 4.20 in^2 which is less than required (page 1`10). Please clarify why less reinforcement steel is used than required in the table.. - Now Revised. Footing on schedule sheet 58.2 has now been revised to 8 47 that has As = 4.80 in^2 which is greater than the 648 As = 4.74 in^2 as indicated on the footing design table of calculation sheet F 10. EOR, please submit an analysis for the individual square spread footing to show compliance with ACI chapter 15. All that was submitted was a chart. No Action Required. These tables produced by the concrete reinforcing steel institute meet the current requirements of ACI chapter 15. JEI has increased some of the depths of the published footing thicknesses for minimum thickness of 18 inches and adjusted footing depths in 3" increments for constructibility. JEI manually checks As minimum for the thicker footings which in many cases governs footing bending steel required as indicated in the table. Please clarify why the design soil bearing pressure in the chart is 8KSF but the geotechnical requires 5KSF. Please submit an analysis for the foundation system used for this project per ACI. No Action Required. 5000 psf is the safe allowable bearing pressure as provided by the geotechnical engineering recommendations. It is common practice to use a factor of 1.6 times "safe soil bearing" for the design of footing reinforcing and shear check. This is a conservative approach over using actual load factors for dead and live loading. 1.6 times 5000 psf gives 8000 psf which is used in developing the design table. EOR, it appears the reactions to the foundations footing did not include the reactions from the floor above. Please clarify how the floors above reactions were included in the design of the foundations system in the analysis. No Action Required. Foundation loads computed on calc. sheet F9 are based on tributary contribution of 3 types of dead and live load contribution. They are as follows: 1) Level 2 with open landscape, 2) Level 2 and above without roof landscaping, and 3) Level 2 and above with roof landscaping. To simplify the foundation load tabulation, JEI designed all areas under the building envelope using the condition of added roof landscaping. JEI utilized a 15 inch thick slab at level 2 under the building and a 9 inch slab with 3 inch average concrete topping under the level 2 open landscape area. I was unable to find in the analysis the seismic surcharge pressure on the concrete wall belowrag de as required per the geotechnical report. Please resubmit an analysis to account for this load combination. No action Required. JEI used an additional IOH on all the basement lateral designs which is the seismic surcharge indicated in the geotechnical report in addition to lateral earth pressures. 7. The geotechnical report requires walls that are restrained to be designed for a soil pressure of 75 PCF but the design appears to use 50 PCF. (Please note yielding at the top of the wall, the design shall be 55 not 50 per geotechnical report). Please modify accordingly. No Action Required. The loading of 50 PCF was based on a horizontal backfill condition for use of restrained condition as outlined in the geotechnical report which is the condition that JEI utilized for the storm vault concrete wall design on calc. page V 1. The loading of 75 PCF for restrained condition is for use of a 2H:1 V sloped backfill. JEI U • August 26, 2013 Structural Review — Celebration Senior Living Apartments dated August 2, 2013 Permit Number 13-101310, 13-101312, or 13-10131313 8. Please submit a letter from the geotechnical engineers that they have reviewed the drawings as required per their report. To be furnished by geotechnical engineer. 9. I was unable to find in the analysis the structural design of the concrete columns in order to complete the review. Please submit this upon the response. Now Provided. JEI has attached calc. sheet CIA and C1B with concrete column interaction analysis under largest concrete column loading at grids 0.7- 2. This governs for all cases of the 1202 concrete columns. 10. Please submit an analysis for the parking garage point load 3000 pounds acting on an area of 4.5 in. x 4.5 in. ASCE table 4-1 footnote a. Not Applicable. There are no elevated concrete parking slabs on this project.receiving this type of concentrated loading. All parking areas are slab -on -grade where only a small portion of the ramped slab -on -grade is supported on compacted fill over precast plank over the concrete detention vault in the East building. 11. Please submit ECHO manual for this program being used. The copyright lists 2005 versions, but the analysis is required to be performed per the ACI 318 08 version. Without documentation from the program developer there is no way to tell if this is equivalent to the adopted code. Please resubmit documentation to show compliance with the ACI 318-08 POSTEN version 2005 complies. Attached find letter indicating that the software program uses the design approach and load factors of ACI 318 02 which have not changed under the ACI 318 08 version. ACI 318 02 was the first year that incorporated the revised required strength factors currently in use in section 9.2 with the corresponding revised strength reduction factors of section 9.3. 12. The architectural set shows brick veneer being used on the exterior wall but the lateral analysis appears not to include this in the dead weight. EOR, please clarify pon the response. No Action Taken. The brick veneer on the East and West Towers does not extend above the concrete walls. The out of plan veneer weight was not included in the concrete seismic analysis. Brick weight is 40 psf. The assumed dead load of roof landscape loading over the entire roof used for the lateral analysis more than offsets the mass of brick veneer omitted in the concrete level lateral analysis. 13. Please provide an analysis for the brick veneer and attachment upon the response. Sheet A-9.24 Now provided. JEI has utilized the prescriptive requirements for anchored masonry veneer as outlined in Section 6.2.2.5 of ACI 530.1/ASCE 6/TMS 602. JEI has added a Brick Tie Spacing Schedule on sheet S8.2 based on Seismic Design Category D in addition to "Brick Veneer" notes that have been added to the General Notes & Design Criteria sheet SO.2E and SO.2W. 14. EOR, please provide details and analysis for the ledger angle noted in this detail Sheet SO.1 E General Notes & Design Criteria Now provided. See calc. sheets MF 1 for design of steel angle brick ledger. 15. Please add the values of the K (Wobble Frictions Coefficient) and Up (Curvature Coefficient) to the drawings. ACI 18.6.2.3 Now Conforms: A new section "FRICTION AND ELONGATION CALCULATIONS" has been added to sheets SO. IE and SO.1 W under "POST -TENSIONED CONCRETE" section with the following: COEFFICIENT OF ANGULAR FRICTION (meu): .07000 /radian COEFFICIENT OF WOBBLE FRICTION (K):.00140 radian/ft TOTAL ELONGATIONS SHALL BE BASED ON ANCHORING FORCE OF 28.9 KIPS: (P x L)/(A x E) = 28.9x(1xl2)/(0.153x28,000) = 0.081 in/ft of tendon length 16. EOR, please note that there shall not be anv structural fill used since 5000asf allowable soil bearing pressure was used in the analysis. Geotechnical Report Item 11. Clarified as follows: Structural fill is only intended for use of the community building. JEI provided foundation design of the community building limiting bearing allowable to 3000 psf which is now clarified on sheet SO.1C. Footings under East Tower and West Tower shall bear on native till per geotechnical recommendations. 01 0 0 August 26, 2013 Structural Review — Celebration Senior Living Apartments dated August 2, 2013 Permit Number 13-101310, 13-101312, or 13-10131313 17. Please submit a complete design of the detention vault in order to complete the review. All that was in the analysis submitted was for preliminary sizing only. A complete analysis is required. Now provided. In addition, to the original vault calcs. Find revised calc sheet V9 and sheets V 10 through V12. A 12" concrete plank is utilized where larger gravity loads from compacted gravel occurs under the ramped slab on grade. Reinforcing for the 18" mat foundation is also reviewed. 18. Please reference the required details for the stone water tank. All that is noted is to see typical details on sheet 56.0 and S6.2. Complies. Sections are cut through the vault plans. Structural is for reinforcing and concrete member sizes. Coordinate with civil regarding access, pits, and stair ladder locations. 19. Please clarify where the stud rails are located at this level as required by design. Now revised. Stud rail Column Reinforcing Schedule on revised sheet S6.3 now clearly indicates all layout conditions 20. EOR, please provide a key for the PT analysis as compared to the drawings. It is not clear which is the banded tendon analysis and which is the distributive analysis based off the ECHO program. A key is required in order to complete the review. Clarified as follows: Calc. sheet S 1 shows a key of slab runs which are used as the basis for determining number of tendons and profiles utilized for both the West and East buildings. The runs provided have been done utilizing column tributary width in the direction where these runs occur. PT analysis does not distinguish between banded or distributed analysis. Banded tendons for this project are in the north/south direction for both the East and West towers and are called out as number of tendons on any given lettered grid line. Distributed tendons for this project are in the east/west direction for both the East and West towers and are called out as tendons per a given spacing. 21. EOR. please provide an analysis for the canopysystem. Now provided. See calc. sheet MF2 attached for canopy framing analysis. 22. EOR, the PT slab is required to be a 3 hour lid. For unrestrained members in the slab the clearance to the tendon shall not be less than 2" and 1" for restrained. Some areas are considered unrestrained and show tendon placement without the proper clearance. IBC table 720.1(1) Now conforms. JEI has reviewed the tendon profiles shown on the East and West level 2 slabs and now shows a minimum CGS of 2.75 inches (2.5 inches clear) on unrestrained conditions and CGS of 1.25 inches (1 inch clear) on restrained slab conditions. 23. The edge slab portion is considered unrestrained and the tendon profile appears not to meet the required clearance for 3 hour lid. Please modify accordingly. Now conforms. See JEI response to item 22 previously. 24. S3.3 East Tower level 3 Floor Framing Plan -Per definition the diaphragm is classified as irregular. There are no positive methods to tie the diaphragm together as required per code. Please submit a diaphragm analysis and provide positive attachment of the wings at the discontinuity. ASCE table 12.3.1 and ASCE 12.3.3.4 Now provided. See JEI response to item 1 previously. 25. 53.3 East Tower level 3 Floor Framing Plan -EOR, please clarify what a ETI triangle means at wall mark W I. All the other wall has the triangle with only a number that corresponds to shear wall noted on sheet S8.2. Please clarify upon the response. Now Revised. These triangles with ETI are intended to be wall marks with numbers as indicated in the wall stud schedule on sheet S8.2. 26. Sheet 53.4 East Tower level 4 Floor Framing Plan - See comment for sheet 53.3 See JEI response to Items 24 and 25. JEI • • August 26, 2013 Structural Review - Celebration Senior Living Apartments dated August 2, 2013 Permit Number 13-101310, 13-101312, or 13-10131313 27. Sheet S3.5 East Tower level 5 & 6 Floor Framing Plan - See comment for sheet 53.3 See JEI response to Items 24 and 25. 28. Sheet S3.6 East Tower Roof Framing Plan - Per definition the diaphragm is classified as irregular. There are no positive methods to tie the diaphragm together as required per code. Please submit a diaphragm analysis and provide positive attachment of the wings at the discontinuity. ASCE table 12.3.1 and ASCE 12.3.3.4 Now provided. See JEI response to item 1 previously. 29. Sheet S6.2 Concrete Sections And Details - Section 8: EOR, please provide an analysis for the embedded plate per ACI Appendix D. Per check analysis it appears ties are required at the WHS. Now provided. See attached calculations MF3 through MF5 for analysis of embedded plate per ACI318 Appendix D. 30. Sheet 56.3 Concrete Column Elevations, Details, & Concrete Slab Reinforcement Schedule -Stud Rail 4• It is not clear, based off the plans which stud rail applies where For example you have 0.3-9 and you also have 0-3.Please show stud rails locations on the plan since not all columns are on gra Schedule Now clarified. JEI has revised the "Stud rail Column Reinforcing Schedule" detail 4/S3.3 to include conditions requiring multiple stud rail heights due to top slab steps. 31. The stud rail analysis has a stud rail height of 13.25 inches but the stud rails are not this high nor the slab thick enou hg to support this. Please modify accordingly. Clarified as follows: 13.25 inch high stud rails are for use in 15"thick slabs and 7.25 inch high stud rails are for use in 9" thick slabs. 32. Sheet S7.1 East Sky bridge Elevations, Sections, & Details - EOR. please provide an analysis for the sky bridge. I could not find this in the submitted analysis nor was this in the index sheet Please also note that on sheet 53.3 it is noted not in the permit phase. Since an analysis was not submitted and it is noted not in this permit phase, this sheet was not reviewed at this time. Now provided. Attached find calc. sheets CL4 through CL7 for the lateral analysis of the sky bridge walkway. 33. Sheet 58.1 Seismic Schedules & Misc. Details - Shearwall Schedule: EOR please provide an analysis for the shear capacity noted in the table 2306.3. IBC Table 2306.3 Clarification. The shear wall allowable values shown on Sheet 58.1 Shearwall schedule are taken from Table 4.3A of the SDPWS - 2008 publication. The nominal values specified in that table are divided by 2 to obtain the ASD design The values used on shear wall schedule of sheet S8.1 revised delta 1 are '/2 of 1740 PLF, 1330 PLF, and 860 PLF or 870 PLF, 665 PLF, and 430 PLF respectively for nail spacing of 2", 3", and 4". Only 15/32" APA rated structural I panels are now specified. Now only APA structural I EXT sheathing is specified to take advantage of allowable design shear forces as scheduled. Reference to APA structural EXT above level 3 on general notes sheet S0.2E and S0.2W has now been removed. 34. Sheet S8.2 Roof and Floor Diaphragm Schedule: Please provide an analysis for the shear capacity noted in the schedule. It appears not to match table 2306.2.1 for the allowable capacity. IBC table 2306.2.1 Clarification. The roof and diaphragm values used are from Table 4.213 Nominal Unit Shear Capacities for Wood -Frame Diaphragms of the SDPWS - 2008 publication. Table values were divided by 2 to obtain ASD allowables. In addition, diaphragm attachment has been reduced by multiplying by 0.82 for Hem -Fir roof trusses if occurs. 35. Sheet S9.0 Misc. Sections and Details - EOR, please provide an analysis for the steel awning and the connections. This was not in the submitted documents in order to complete the review. Now provided. See calc. sheets MF2 through MF4 for steel awning framing and embedded connections. JEI • August 26, 2013 Structural Review — Celebration Senior Living Apartments dated August 2, 2013 Permit Number 13-101310, 13-101312, or 13-10131313 All changes on the revised structural sheets for this submittal have revisions delta I clouded. If you have questions or require further clarification regarding the above, please feel free to contact me. Sincerely, John Joehnk, .E., S.E. Joehnk Engineering, Inc. Encl: • Revised East Tower Structural Calculation Cover sheet and Index Sheet dated 8-28-13 regarding BP Revisions 8-28-13 (West Tower—Similar) • Revised Community Building Structural Calculation Cover sheet and Index Sheet dated 8-28-13 regarding BP Revisions 8-28-13 • Misc. Structural Calculation pp. FI I -> F22, V9 -> V12, CIA -> CIB, MF1 -> MF5, P6 -> P8, P10, LDW6 -> LDW8 and CL4 -> CL7. • Table 4.2A_SDPWS_2008 • Table 4.3A_SDPWS_2008 • Letter from Posten Engineering Systems regarding version 2005 dated April 8, 2005 6 JEI ti a CJ wmf Web date: 04/26/2007 SEr] L ft WER AVAILABILITY. - King County KING CQUNTY CERTIFICATE OF: Department of Development and Environmental Services SEWER AVAILABILITY ERU Building Services Division 31 900 Oakesdale Avenue Southwest Renton, Washington 98057-5212 ® For alternate formats, call 206-296 206-296-6600 TTY 206-296-7217 - — This certificate provides the Public Health - Seattle & King County Department and the Department of Development and Environmental Services with information necessary to evaluat npposals. FS g Do not write in this box Number Name MAR 2013 ✓ Building Permit ❑ Preliminary Plat or PUD CITY OF FEDERAL WAY ❑ Short Subdivision j ❑ Rezone or other: CDS Applicant's name: vV O l V L ,( -bOG. ✓ Proposed use: tLAM"s 30 All I t6 Location (attach map and legal description if ne essary): 3a.rra 3 Sewer qgency information - 1. a. Sewer servicecan be provided by side sewer connection only to an existing , Ir1cl`1 -) 011. size sewer OR QA/ - 5' i Tl= _ feet from the site and the sewer system has the capacity to serve the proposed use. ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and/or ❑ (2) The construction of a collection system on the site; and/or ❑ (3) Other (describe): ✓ 2. a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan. OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. ® a. The proposed project is within the corporate limits of the district or has been granted Boundary Review Board OR approval for extension of service outside the district or city. ✓ 4. ❑ b. Annexation or Boundary Review Board (BRB) approval will be necessary to provide service. Service is subject to the following: a. Connection ch b. Easement(s): C. Other: Comments: * The District, at its sole discretion, reserves the right to delay or deny sewer service based upon capacity limitations in District and Other Purveyor facilities. I certify that the above sewer agency information is true. This certification shall be valid for one year from date of signature. LAKEHAVEN UTILITY DISTRICT Agency name _ S" natory nal;n Title Signature T Date sewer availability form.doc b-cert-sewer.pdf 02-07-2002 Page 1 of 1 1721049014 172104 0r • • Page 2 of 2 721049054 -T $ll ev 0 T' 1621049043 0380900010 0380900020 1621049051 0550900030 1721049097 1 N r 1721047777 1721049069 rc On-site sewer721049078 1721049065 r 15(t 1721049079 T e r 16210490251 1621049024 fl r 1621049054 7978500020 7978800040 1721049045 7978800080 7978800100 1721049068 r _ 7978800120 © 2006: Lakehaven Utility District neither warrants nor guarantees the accuracy of any facility information shown. Facility locations and conditions are subject to field verification. http://columbia/lion/inap.aspx 10/29/2012 W RA+ Web date: 04/26/2007 F?L .W E4� Kingourrtyfi ■yy_ v De a p rtment of Development and En r1 �enitcgf • Building Services Division 1P 900 Oakesdale Avenue Southwest ERU D Z' • Renton, Washington 98057-5212 For alternate formats, call 206-296-6600. r4.E 206-296-6600 TTY 206-296-7217 This certificate provides the Public Health - Seattle & King County Department and the Department of Development and Environmental Services with information necessary to evaluate development proposals; Do not write in this box RECEIVED Name P Building Permit ❑ Short Subdivision ❑ Preliminary Plat or PUD ❑ Rezone or other: Applicant's name: P Proposed use: Location (attach map and legal description CDS a. Watei can be provided by service connection only to an existing i N c t-1 jam_ (size) water main that is C7 N - 5 ITE . femme-si#s OR � b. Water service will require an improvement to the water system of: ❑ (1) feet of water main to reach the site; and/or IF r}pp 17orJAL-NYD%Z IY 412 IBM The construction of a distribution system on the site; and/or C7nAQLFtKc- PRctl �ilo�i SYS 17�"► A� (N01 rA 1%(3) Other (describe): E04J 5itu.J AfG't20-f% (-*J%- WILL -E- IZ (xu t t'CSp • 12 11 MA ✓ 2. a. OR The water system is in conformance with a County. approved water comprehensive plan. If ❑ b. The water system improvement is not in conformance with a County approved water comprehensive plan and will require a water comprehensive plan amendment. (This may cause a delay in issuance of a permit or approval.) t/ 3. a. The proposed project is within the corporate limits of the district, or has been granted Boundary Review Board approval for extension of service outside the district or city, or is within the County approved service area of a private water purveyor. OR ❑ b. Annexation or Boundary Review Board (BRB) approval will be necessary to provide service. t✓ 4. ® a. Water is or will be available at the rate of flow and duration indicated below at no less than 20 psi measured at the nearest fire hydrant 0 N _ - (oras marked on the attached map): Rate of flow at Peak Demand: ❑ less than 500 gpm (approx. gpm) 11500 to 999 gpm fl 1000 gpm or more ❑ flow test of gpm JM calculation of 2,2.00 gpm Duration: ❑ less than 1 hour ❑ 1 hour to 2 hours Q 2 hours or more Other: 5'6e— pE nyc� OR (Note: Commercial building permits which include multifamily structures require flow test or calculation.) ❑ b. Water system is not capable of providing fire flow. ✓ 5. a. OR Water system has certificates of water rights or water right claims sufficient to provide service. ❑ b. Water system des not currently have necessary water rights or waterright claims.. %/Comments/conditions: WM -xes Cu?JNEGJipN ApPLt (A-�I.l Qtut+CG , I certify that the above water purveyor information is true. This certification shall be valid for one year from date of signature. LAKEHAVEN UTILITY DISTRICT B) L' F2--L5WJ Agency name Signatory na iD C) Title ✓ Signature r� a ✓ �W� ! ��Z Date ✓ In Pressure zone' nlgnest Elevation of Property Lowest Est. Min. Pressure Max. psi LThe District, at its sole discretion, reserves the right to delay or deny water service based upon _ capacity limitations in District and Other Purveyor facilities. Water availability form Rev. 05-19-2003 y Paqe 1 of 1 Page 2 of 2 © 2006: Lakehaven Utility District neither warrants nor guarantees the accuracy of any facility information shown. Facility locations and conditions are subject to field verification. http://columbia/lion/map.aspx 10/29/2012 8 8 8 UNK S g' 1721049084 N ©n -site Water ar Hydrants -172144T. °Q 8i`8 h' t CM 1621049043 0380900010 T N797aao0020 03809DO020 172104907a 1721049065 r r M 0D1621049051 T 3 cc 0380900x30 N r 8 + 8 N o a I 1721049097 T r -T97aaoom 8 r � 1621049025 ao 6 B� 9721049102 C FF73�� I Co 797aS0D060' r I IT 8 12 1.2 1721049045 N 18 8 0380906040 ; r T s s s iiil N 1821049024 0 79Ta806080 r mI 1721049014 049004 T' I © 2006: Lakehaven Utility District neither warrants nor guarantees the accuracy of any facility information shown. Facility locations and conditions are subject to field verification. http://columbia/lion/map.aspx 10/29/2012 8 8 8 UNK S g' 1621049054 ©n -site Water ar Hydrants -172144T. °Q 328TH h' t 1721049069 #� N797aao0020 172104907a 1721049065 r r cc a I -T97aaoom � 9721049102 1721449079 I Co 797aS0D060' DO I 12 1.2 1721049045 N 18 8 _PARK T N I 79Ta806080 T mI I I 7978800106 1721049068 M o0 N r T f 1721049034 0D I 797a800120 8� 8 I 12 0 � =CID I 6 0 1721449074L7 330TH — _ © 2006: Lakehaven Utility District neither warrants nor guarantees the accuracy of any facility information shown. Facility locations and conditions are subject to field verification. http://columbia/lion/map.aspx 10/29/2012 LAKEHAVEN UTILITY DISTRICT Hydraulic Model Fire Flow Estimate Request/Reporting Form Requested By: Brian Asbury Dale: 9/6/12 Location to be Modeled: Parcel 1721049004 Lakehaven %. Section Grid: J-09 Intersection: S 328t1i St & 14t" Ave S Add. Description: See attached map PressureZone: 538 Resells By: John Bowman Date: 9/12/12 Model Run No.: Master Water System Model 2007.net FF #284 Condition Pressure (psi) Flow (gpm) Static 40 0 Fire Flow 20 3100 NOTES: Lalcehaven's adopted level of service goals for fire flow rates are 1000 gpm within single family residential areas (including duplexes) and 2500 gpm for multi -family, cominercial, industrial areas. Model results depict the theoretical performance of the water system under high demand conditions and are not guaranteed to represent actual system performance. A design professional should be consulted for site specific design purposes. The calculated fire flow capacity in the above table is based on a currently available residual system pressure of 20 psi at the location modeled. The model indicates that Lakehaven's standard maximum allowable velocity of 10 ft/s is exceeded at a fire flow rate above 2200 gpm. Fire flow capacities greater than 2200 gpm may be accommodated through water system improvements. Form Rev. 5/30/08 - -------- ------------- 1172-16031 11 -J LA LJ L—j 104SL N, 320TH' LIE 1721049DSS 21 W -172-IC-19102. I7Z-104907 N:1 Q 2006: Lakehaven Utility District neither warrants nor guarantees the accuracy of any racifily information shown. Facility locations and conditions are subject to field verification, littp:Hcoliiiiibia/lioii/iii,ip.aspx 7/25/2012 e W.ea d- AS� 1 soc ated Earth Sciences tc. E] lil NJ O Serving the Pacific Northwest Since 1981 November 13, 2012 Project No. KE120446A 13-101312 Celebration Senior Living Associates Limited Partnership 20127 1h Avenue, Building A, Suite 300 Puyallup, Washington 98374 Attention: Mr. Bryan Park "n Subject: Subsurface Exploration, Geologic Hazards, and W.0 Preliminary Geotechnical Engineering Report Proposed Celebration Senior Living 32723 Pacific Highway South Federal Way, Washington Dear Mr. Park: We are pleased to present these copies of our preliminary report for the referenced project.. This report summarizes the results of our subsurface exploration, geologic hazards, and geotechnical engineering studies, and offers preliminary recommendations for the design and development of the proposed project. Our report is preliminary since project plans were under development at the time this report was written. We should be allowed to review the recommendations presented in this report and modify them, if needed, once final project plans have been formulated. We have enjoyed working with you on this study and are confident that the recommendations presented in this report will aid in the successful completion of your project. If you shor' ' have any questions regarding this report or if we can be of additional help to you, please 0 not hesitate to call. D r -n Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Kurt D. Merriman, P.E. Senior Principal Engineer KDM/pc - KE120446A2 - Projects\20120446\KEMP RECEIVED �t,pz1 2013 CITY OF FEDERAL WAY Obs Kirkland Everett 0 Tacoma 425-827-7701 425-259-0522 253-722-2992 www.aesgeo.com -U D � Op M o� L-7 iU)—' m : N W M W w Y W Q N CD n 0 � ;4 00 M _ Z T O � r_ C Z G e o t e chnic aC Engineering Water Resources EnvironmentaCAssessments and Remediation Sustaina6Ce DeveCopment Services Geologic -Assessments • Associated Earth Sciences, Inc. Serving the Pacific Northwest Since 1981 Subsurface Exploration, Geologic Hazards, and Preliminary Geotechnical Engineering Report PROPOSED CELEBRATION SENIOR LIVING Federal Way, Washington Prepared for Celebration Senior Living Associates Limited Partnership Project No. KE120446A November 13, 2012 0 • SUBSURFACE EXPLORATION, GEOLOGIC HAZARDS, AND PRELIMINARY GEOTECHNICAL ENGINEERING REPORT N21 0 D1 C `': Federal Way, Washington Prepared for: Celebration Senior Living Associates Limited Partnership 20127" Avenue, Building A, Suite 300 Puyallup, Washington 98374 Prepared hy: Associated Earth Sciences, Inc. 9115"' Avenue, Suite 100 Kirkland, Washington 98033 425-827-7701 Fax: 425-827-5424 November 13, 2012 Project No. KE120446A Subsin face Exploration, Geologic Hazards, and Proposed Celebration Senior Living Preliminary Geotechnical Engineering Report Federal Way, Washington Project and Site Conditions I. PROJECT AND SITE CONDITIONS 1.0 INTRODUCTION This report presents the results of our subsurface exploration, geologic hazards, and preliminary geotechnical engineering studies for the proposed new Celebration Senior Living project. The site location is shown on the "Vicinity Map," Figure 1, and approximate locations of the exploration borings completed for this study are shown on the "Site and Exploration Plan," Figure 2. Logs of the subsurface explorations completed for this study and copies of laboratory testing results are included in the Appendix. 1.1 Purpose and Scope The purpose of this study was to provide geotechnical engineering design recommendations to be utilized in the preliminary design of the project. This study included a review of selected available geologic literature and advancing seven exploration borings. Two soil samples retrieved from the exploration borings were selected for grain size analysis and moisture content testing, and copies of laboratory test results are included in the Appendix. Geotechnical engineering studies were completed to establish preliminary recommendations for the type of suitable foundations and floors, allowable foundation soil bearing pressure, anticipated foundation and floor settlement, pavement recommendations, and drainage considerations. This report summarizes our fieldwork and offers preliminary recommendations based on our present understanding of the project. We recommend that we be allowed to review the recommendations presented in this report and revise them, if needed, when a project design has been finalized. 1.2 Authorization Our work was completed in general accordance with our scope of work and cost proposal, dated October 16, 2012. Authorization to proceed with this study was granted by Celebration Senior Living Associates Limited Partnership by means of a signed copy of our proposal. This report has been prepared for the exclusive use of Celebration Senior Living Associates Limited Partnership and its agents for specific application to this project. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the time our report was prepared. No other warranty, express or implied, is made. November 13, 2012 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE120446A2 - Project51201204461KEMP Page 1 Subsurface Exploration, Geologic Hazards, and Proposed Celebration Senior Living Preliminary Geotechnical Engineering Report Federal Way, Washington Project and Site Conditions 2.0 PROJECT AND SITE DESCRIPTION The project site is approximately rectangular in plan view with a total site area of approximately 3.5 acres. The site slopes up from the south and east to a higher central area, with overall vertical relief of about 12 feet. The site is predominantly covered with parking lot paving. Two areas of exposed soil and vegetation were previously occupied by buildings which appear to have been demolished in 2000 based on King County records. An existing retaining wall separates the site from the sidewalk along the right-of-way on the east side of the site and is up to approximately 6 feet in height, with the sidewalk lower than the project site. The retaining wall is formed by a combination of apparently unreinforced Keystone segmental blocks where heights are about 4 feet or less, and by cast in place concrete for sections taller than about 4 feet. We reviewed King County Imap online property information and noted that the site is not mapped to contain geotechnical critical areas, including landslide, erosion, seismic, and coal mine hazards. The absence of mapped geotechnical critical areas is not proof that none exist, however Imap is a quick way to search for the presence of known geotechnical critical areas. Based on our current knowledge of the site and project, it does not appear that the site contains any areas that meet City of Federal Way definitions for regulation as Geologically Hazardous Areas in accordance with Federal Way Municipal Code Section 14.30. The concept for the proposed project includes construction of two six -story residential buildings, each with 190 housing units. The residential units will consist of one level of parking with five residential floors above. A smaller single -story accessory building will be constructed near the middle of the site. The new buildings will be constructed with a lowest finished floor elevation that ranges from approximately existing grade to approximately 8 feet below existing grade. 3.0 SUBSURFACE EXPLORATION Our subsurface exploration completed for this project included advancing seven exploration borings. The conclusions and recommendations presented in this report are based on the explorations completed for this study. The locations and depths of the explorations were completed within site and budget constraints. 3.1 Exploration Borings The exploration borings were completed by advancing hollow -stem auger tools with a truck -mounted drill rig. During the drilling process, samples were obtained at generally 5 -foot -depth intervals. The exploration borings were continuously observed and logged by a November 13, 2012 ASSOCIATED EARTH SCIENCES, INC. BWC/pc - KE120446A2 - Project51201204461KEMP Page 2 Subsurface Exploration, Geologic Hazards, and Proposed Celebration Senior Living Preliminary Geotechnical Engineering Report Federal Way, Washington Project and Site Conditions representative from our firm. The exploration logs presented in the Appendix are based on the field logs, drilling action, and inspection of the samples secured. Disturbed, but representative samples were obtained by using the Standard Penetration Test (SPT) procedure in accordance with American Society for Testing and Materials (ASTM):D 1586. This test and sampling method consists of driving a standard 2 -inch, outside -diameter, split -barrel sampler a distance of 18 inches into the soil with a 140 -pound hammer free -falling a distance of 30 inches. The number of blows for each 6 -inch interval is recorded, and the number of blows required to drive the sampler the final 12 inches is known as the Standard Penetration Resistance ("N") or blow count. If a total of 50 is recorded within one 6 -inch interval, the blow count is recorded as the number of blows for the corresponding number of inches of penetration. The resistance, or N -value, provides a measure of the relative density of granular soils or the relative consistency of cohesive soils; these values are plotted on the attached exploration boring logs. The samples obtained from the split -barrel sampler were classified in the field and representative portions placed in watertight containers. The samples were then transported to our laboratory for further visual classification and laboratory testing, as necessary. 4.0 SUBSURFACE CONDITIONS Subsurface conditions at the project site were inferred from the field explorations accomplished for this study, visual recormaissance of the site, and review of selected applicable geologic literature. Because of the nature of exploratory work below ground, extrapolation of subsurface conditions between field explorations is necessary. It should be noted that differing subsurface conditions may sometimes be present due to the random nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of any variations between the field explorations may not become fully evident until construction. 4.1 Stratigraphy Surficial Paving Most of the site was covered with asphalt paving. Five of our exploration borings were completed in existing paving, and the observed thickness was typically around 1.5 inches with little or no identifiable base course. The existing pavement is in relatively poor condition with extensive cracking and vegetation damage. The existing paving was fragile under loads of the drilling equipment used for our subsurface exploration program and unsupported pavement edges were easily broken with the exploration drill. November 13, 2012 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE120446A2 - Projects I201204461KEIWP Page 3 Subsurface Exploration, Geologic Hazards, and Proposed Celebration Senior Living Preliminary Geotechnical Engineering Report Federal Way, Washington Project and Site Conditions Fill Existing fill was encountered in five of our exploration borings. At the exploration locations where fill was observed, the depth of existing fill ranged from approximately 3 to 5 feet. The observed thickness of existing fill at each exploration location is noted on Figure 2 of this report. Existing fill was observed to consist of loose to medium dense granular sediments, with small amounts of fine roots and organic material in a few locations. Existing fill is not suitable for structural support. Existing fill should be removed from below planned building areas. Existing fill should be re -worked anywhere it will remain under new paving. Excavated existing fill material could be used in structural fill applications if any organic and other deleterious materials are removed and the excavated material is moisture conditioned prior to compaction to establish a moisture content that will allow compaction to a firm and unyielding condition in accordance with project specifications. Existing fill is discussed in greater detail in the "Site Preparation" section of this report. Vashon Lodgement Till All of the exploration borings encountered dense to very dense sand with silt and gravel interpreted as lodgement till sediments. Lodgement till was deposited at the base of an active continental glacier and was subsequently compacted by the weight of the overlying glacial ice. Lodgement till typically possesses high-strength and low -compressibility attributes that are favorable for support of foundations, floor slabs, and paving, with proper preparation. Lodgement till is silty and moisture -sensitive. In the presence of moisture contents above the optimum moisture content for compaction purposes, lodgement till can be easily disturbed by vehicles and earthwork equipment. Careful management of moisture -sensitive soils will be needed to reduce the potential for disturbance of wet lodgement till soils and costs associated with repairing disturbed soils. Excavated lodgement till sediments are suitable for reuse in structural fill applications if they are moisture conditioned to achieve a moisture content that will allow compaction to a firm and unyielding condition at the level specified for the intended use. This will likely require drying during favorable dry site and weather conditions prior to compaction. Vashon Lodgement Till/Advance Outwash Transitional Sediments Exploration borings EB -4 and EB -5 encountered intervals of granular sediments with less silt than the lodgement till with which it was interbedded. This material was typically observed to be very dense, and is interpreted to represent a transitional zone between generally shallower lodgement till sediments and deeper advance outwash sediments. Our explorations completed for this study did not encounter substantial uninterrupted thicknesses of advance outwash sediments. Advance outwash may exist at the site at depths beyond those reached in our borings completed to date. Lodgement till/advance outwash transitional sediments are November 13, 2012 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE120446A2 - hoject020120446WEIWP Page 4 0 • Subsnlface Exploration, Geologic Hazards, and ' Proposed Celebration Senior Living Preliminary Geotechnical Engineering Report Federal Way, Washington Project and Site Conditions expected to be silty and moisture sensitive in a manner similar to lodgement till. Reuse of excavated lodgement till/advance outwash transitional sediments in structural fill applications will require moisture conditioning to achieve a moisture content that allows compaction to a firm and unyielding condition at the level specified for the intended use, which will likely require drying during favorable dry site and weather conditions prior to compaction. Published Geologic Map We reviewed a published geologic map of the area (Geologic Map of King County, Washington, by Derek B. Booth, Kathy A. Troost, and Aaron P. Wisher, 2006). The referenced map indicates that the site is underlain by lodgement till sediments. 4.2 Hydrology Weak ground water seepage was observed at depths of approximately 3 feet and 17 feet in EB -4 and 17 feet in EB -5. The observed ground water seepage is interpreted to represent perched ground water. Perched ground water occurs where downward migration of surface water is impeded by lower permeability soil units and ground water tends to accumulate above these low permeability layers and move laterally. Perched ground water seepage is common in existing fill and in and above lodgement till sediments such as those observed at this site and may be more extensive during wetter times of the year. Ground water conditions should be expected to vary in response to changes in weather, season, on- and off-site land usage, and other factors. 4.3 Storm Water Infiltration Potential The existing fill, lodgement till, and lodgement till/advance outwash transition sediments observed in our explorations are not suitable for use as an infiltration receptor. Exploration borings EB -4 and EB -5 encountered subsurface conditions that suggest that advance outwash may be present at depths greater than those penetrated by our explorations completed to date. Under some circumstances deep infiltration structures such as Underground Injection Control (UIC) wells can be used to access advance outwash as a storm water infiltration receptor. Work completed to date was not intended to investigate the feasibility of storm water infiltration using UIC wells. We are available to discuss such an approach on request. November 13, 2012 ASSOCIATED EARTH SCIENCES, INC. BWG/pt - KEI20446A2 - Projects 1201204461KEI WP Page 5 • 0 Subsurface Exploration, Geologic Hazards, and Proposed Celebration Senior Living Preliminary Geotechnical Engineering Report Federal Way, Washington Geologic Hazards and Mitigations II. GEOLOGIC HAZARDS AND MITIGATIONS The following discussion of potential geologic hazards is based on the geologic, slope, and ground and surface water conditions, as observed and discussed herein. The discussion will be limited to slope stability, seismic, and erosion issues. The site does not contain subsurface and slope conditions that are likely to trigger City of Federal Way critical areas regulations related to slopes or seismic hazards. The City does not specifically designate erosion hazard areas; however, later sections of this report discuss erosion control to satisfy Washington State requirements for construction site management. The native sediments on-site are not expected to have significant liquefaction potential, and a quantitative liquefaction analysis was not warranted in our opinion or completed. 5.0 SLOPE HAZARDS AND MITIGATIONS The site does not appear to contain slopes that constitute a slope stability hazard, in our opinion, and does not contain slopes that meet the definition for Geologically Hazardous Areas in accordance with Federal Way Municipal Code Section 14.30. No quantitative slope stability analysis was completed for this study, and none is warranted for the currently proposed project, in our opinion. 6.0 SEISMIC HAZARDS AND MITIGATIONS The following discussion is a general assessment of seismic hazards that is intended to be useful to the owner in terms of understanding seismic issues, and to the structural engineer for preliminary structural design. Earthquakes occur regularly in the Puget Lowland. The majority of these events are small and are usually not felt by people. However, large earthquakes do occur, as evidenced by the 1949, 7.2 -magnitude event; the 2001, 6.8 -magnitude event; and the 1965, 6.5 -magnitude event. The 1949 earthquake appears to have been the largest in this region during recorded history and was centered in the Olympia area. Evaluation of earthquake return rates indicates that an earthquake of the magnitude between 5.5 and 6.0 is likely within a given 20 -year period. Generally, there are four types of potential geologic hazards associated with large seismic events: 1) surficial ground rupture, 2) seismically induced landslides, 3) liquefaction, and 4) ground motion. The potential for each of these hazards to adversely impact the proposed project is discussed below. November 13, 2012 ASSOCIATED EARTH SCIENCES, INC. BWC/pc-KE•120446112-Projects1201204461KE1 WP Page 6 Subsurface Exploration, Geologic Hazards, and Proposed Celebration Senior Living Preliminary Geotechnical Engineering Repot Federal Way, Washington Geologic Hazards and Mitigations 6.1 Surficial Ground Rupture Generally, the largest earthquakes that have occurred in the Puget Sound area are sub -crustal events with epicenters ranging from 50 to 70 kilometers in depth. Earthquakes that are generated at such depths usually do not result in fault rupture at the ground surface. However current research indicates that surficial ground rupture is possible in the Seattle and Tacoma Fault Zones. The Seattle and Tacoma Fault Zones are areas of active research. Our current understanding of these fault zones is poor, and actively evolving. The site is located south of the currently mapped limits of the Seattle Fault Zone. Preliminary maps of the Tacoma Fault zone depict possible fault splays mapped west of the site and projecting generally toward the site area, but mapped fault splays fall short of the project site. If the currently mapped fault splays are projected, the nearest fault splay projects approximately 'h mile south of the subject site. Due to the fact that the site is not in close proximity to known or projected fault splays, the risk of damage to the project as a result of surficial ground rupture is low, in our opinion. 6.2 Seismically Induced Landslides The site does not contain steep slopes, and seismically induced landslides, in our opinion stability analysis as part of this study, and n project, in our opinion. 6.3 Liquefaction does not appear to have significant risk of We did not complete a quantitative slope one is warranted for the currently proposed Liquefaction is a process through which unconsolidated soil loses strength as a result of vibrations, such as those which occur during a seismic event. During normal conditions, the weight of the soil is supported by both grain -to -grain contacts and by the fluid pressure within the pore spaces of the soil below the water table. Extreme vibratory shaking can disrupt the grain -to -grain contact, increase the pore pressure, and result in a temporary decrease in soil shear strength. The soil is said to be liquefied when nearly all of the weight of the soil is supported by pore pressure alone. Liquefaction can result in deformation of the sediment and settlement of overlying structures. Areas most susceptible to liquefaction include those areas underlain by non -cohesive silt and sand with low relative densities, accompanied by a shallow water table. The site is underlain by dense, silty, unsaturated sediments that are not considered to be at risk of liquefaction in our opinion. A quantitative liquefaction analysis was not completed as part of this study and is not warranted in our opinion. November 13, 2012 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE120446A2 - Projeas1201204461KEMP Page 7 Subsurface Exploration, Geologic Hazards, and Proposed Celebration Senior Living Preliminary Geotechnical Engineering Report Federal Way, Washington Geologic Hazards and Mitigations 6.4 Ground Motion Structural design of buildings should follow 2009 International Building Code (IBC) standards using Site Class "C" in accordance with table 161.3.5.2. 7.0 EROSION HAZARDS AND MITIGATIONS The City of Federal Way Municipal Code Section 14.30 does not specifically define erosion hazard areas. The following discussion addresses Washington State Department of Ecology (Ecology) erosion control regulations that will be applicable to the project. In our opinion, implementation of the following recommendations should be adequate to address City of Federal Way requirements. As of October 1, 2008, the Ecology Construction Storm Water General Permit (also known as the National Pollutant Discharge Elimination System [NPDES] permit) requires weekly Temporary Erosion and Sedimentation Control (TESC) inspections, turbidity monitoring and pH monitoring for all sites 1 or more acres in size that discharge storm water to surface waters of the state. Because we anticipate that the proposed project will require disturbance of more than 1 acre, we anticipate that these inspection and reporting requirements will be triggered. The following recommendations are related to general erosion potential and mitigation. The erosion potential of the site soils is significant when the soils are exposed. The most effective erosion control measure is the maintenance of adequate ground cover. Maintaining cover measures atop disturbed ground provides the greatest reduction to the potential generation of turbid runoff and sediment transport. During the local wet season (October 1` through March 3151), exposed soil should not remain uncovered for more than 2 days unless it is actively being worked. Ground -cover measures can include erosion control matting, plastic sheeting, straw mulch, crushed rock or recycled concrete, or mature hydroseed. Some fine-grained surface soils are the result of natural weathering processes that have broken down parent materials into their mineral components. These mineral components can have an inherent electrical charge. Electrically charged mineral fines will attract oppositely charged particles and can combine (flocculate) to form larger particles that will settle out of suspension. The sediments produced during the recent glaciation of Puget Sound are, however, most commonly the suspended soils that are carried by site storm water. The fine-grained fraction of the glacially derived soil is referred to as "rock flour," which is primarily a silt -sized particle with no electrical charge. These particles, once suspended in water, may have settling times in periods of weeks or months. November 13, 2012 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE120446A2 - ProjectsQ01204461KEIWP Page 8 0 0 Subsurface Exploration, Geologic Hazards, and Proposed Celebration Senior Living Preliminary Geotechnical Engineering Report Federal Way, Washington Geologic Hazards and Mitigations Therefore, the flow length within a temporary sediment control trap or pond has virtually no effect on the water quality of the discharge, since it will not settle out of suspension in the time it takes to flow from one end of the pond to the other. Reduction of turbidity from a construction site is almost entirely a function of cover measures and flow control. Temporary sediment traps and ponds are necessary to control the release rate of the runoff and to provide a catchment for sand -sized and larger soil particles, but are very ineffective at reducing the turbidity of the runoff. To mitigate the erosion hazards and potential for off-site sediment transport, we recommend the following: 1. The winter performance of a site is dependent on a well -conceived plan for control of site erosion and storm water runoff. It is easier to keep the soil on the ground than to remove it from storm water. The owner and the design team should include adequate ground -cover measures, access roads, and staging areas in the project bid to give the selected contractor a workable site. The selected contractor needs to be prepared to implement and maintain the required measures to reduce the amount of exposed ground. A site maintenance plan should be in place in the event storm water turbidity measurements are greater than the Ecology standards. 2. All TESC measures for a given area to be graded or otherwise worked should be installed prior to any activity within that area. The recommended sequence of construction within a given area would be to install sediment traps and/or ponds and establish perimeter flow control prior to starting mass grading. 3. During the wetter months of the year, or when large storm events are predicted during the summer months, each work area should be stabilized so that if showers occur, the work area can receive the rainfall without excessive erosion or sediment transport. The required measures for an area to be "buttoned -up" will depend on the time of year and the duration the area will be left un -worked. During the winter months, areas that are to be left un -worked for more than 2 days should be mulched or covered with plastic. During the summer months, stabilization will usually consist of seal -rolling the subgrade. Such measures will aid in the contractor's ability to get back into a work area after a storm event. The stabilization process also includes establishing temporary storm water conveyance channels through work areas to route runoff to the approved treatment facilities. 4. All disturbed areas should be revegetated as soon as possible. If it is outside of the growing season, the disturbed areas should be covered with mulch, as recommended in the erosion control plan. Straw mulch provides the most cost-effective cover measure and can be made wind -resistant with the application of a tackifier after it is placed. November 1.3, 2012 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE120446A2 - Projecrs1201204461KEIWP Page 9 0 Subsurface Exploration, Geologic Hazards, and Proposed Celebration Senior Living Preliminary Geotechnical Engineering Report Federal Way, Washington Geologic Hazards and Mitigations S. Surface runoff and discharge should be controlled during and following development. Uncontrolled discharge may promote erosion and sediment transport. Under no circumstances should concentrated discharges be allowed to flow over significant slopes. 6. Soils that are to be reused around the site should be stored in such a manner as to reduce erosion from the stockpile. Protective measures may include, but are not limited to, covering with plastic sheeting, the use of low stockpiles in flat areas, or the use of straw bales/silt fences around pile perimeters. During the period between October 151 and March 31", these measures are required. 7. On-site erosion control inspections and turbidity monitoring should be performed in accordance with Ecology requirements. Weekly and monthly reporting to Ecology should be performed on a regularly scheduled basis. TESC monitoring should be part of the weekly construction team meetings. Temporary and permanent erosion control and drainage measures should be adjusted and maintained, as necessary, at the time of construction. It is our opinion that with the proper implementation of the TESC plans and by field -adjusting appropriate mitigation elements (best management practices [BMPs]) during construction, as recommended by the erosion control inspector, the potential adverse impacts from erosion hazards on the project may be mitigated. November 13, 2012 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE120446A2 - ProjecW201104461KEIWP Page 10 Subsurface Exploration, Geologic Hazards, and Proposed Celebration Senior Living Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminmy Design Recommendations III. PRELIMINARY DESIGN RECOMMENDATIONS 8.0 INTRODUCTION Five of our seven exploration borings encountered surficial fill ranging from 3 to 5 feet thick that is not suitable for foundation support. The surficial fill is underlain by dense native soils that are suitable for foundation support. The observed depth to suitable support soils ranges from approximately 1 to 5 feet below existing grade. Existing fill could be left in place below planned on-site paving if properly prepared as described in the "Site Preparation" section of this report. 9.0 SITE PREPARATION Any existing buildings, foundations, buried utilities, vegetation, topsoil, and any other deleterious materials should be removed where they are located below planned construction areas. All disturbed soils resulting from demolition activities should be removed to expose underlying undisturbed native sediments and replaced with structural fill, as needed. All excavations below final grade made for demolition activities should be backfilled, as needed, with structural fill. Erosion and surface water control should be established around the clearing limits to satisfy local requirements. Once demolition has been completed, existing fill should be addressed. The observed fill depth in our exploration borings was up to approximately 5 feet below existing grade. We anticipate that much of the existing fill will be removed by excavation to planned building pad elevations. Existing fill remaining below building pad grade should be removed and replaced with structural fill. Removal of existing fill should extend laterally beyond the building footprint by a distance equal to the depth of overexcavation. For example, if existing fill is removed to a depth of 2 feet below a planned building pad area, the excavation should also extend laterally 2 feet beyond the building footprint in that area. Where existing fill is removed and replaced with structural fill, conventional shallow foundations may be used for building support. Subgrade protection is discussed in Section 9.2 of this report. Below areas of planned flexible paving in parking lots and driveways, it would be possible to leave existing fill in place with some remedial preparation. These recommendations should not be applied to public streets without prior approval of the agency with right-of-way jurisdiction. A typical scenario might include replacement of the upper 2 feet of existing fill with new structural fill. During wet site or weather conditions, select fill may be needed for this application. A geotextile separation fabric may be required between the prepared subgrade and new compacted structural fill. It should be noted that leaving existing fill in place below November 13, 2012 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE120446A2 - Projects 1201204461KEIWP Page 11 i 0 Subsurface Exploration, Geologic Hazards, and Proposed Celebration Senior Living Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminary Design Recommendations planned paving carries some risks of future settlement. Such risks are offset by a substantial saving in initial construction costs. We are available to answer questions regarding cost savings and risks associated with leaving the existing fill in place below planned paving. 9.1 Site Drainage and Surface Water Control The site should be graded to prevent water from ponding in construction areas and/or flowing into excavations. Exposed grades should be crowned, sloped, and smooth drum -rolled at the end of each day to facilitate drainage. Accumulated water must be removed from subgrades and work areas immediately prior to performing further work in the area. Equipment access may be limited, and the amount of soil rendered unfit for use as structural fill may be greatly increased, if drainage efforts are not accomplished in a timely sequence. If an effective drainage system is not utilized, project delays and increased costs could be incurred due to the greater quantities of wet and unsuitable fill, or poor access and unstable conditions. We anticipate that perched ground water seepage could be encountered in excavations completed during construction. We do not anticipate that extensive dewatering efforts will be needed. Expected seepage could be addressed with ditches and pumped sumps employed as needed if seepage areas are encountered. Final exterior grades should promote free and positive drainage away from the buildings at all times. Water must not be allowed to pond, or to collect adjacent to foundations or within the immediate building area. We recommend that a gradient of at least 3 percent for a minimum distance of 10 feet from the building perimeter be provided, except in paved locations. In paved locations, a minimum gradient of 1 percent should be provided, unless provisions are included for collection and disposal of surface water adjacent to the structure. 9.2 Subgrade Protection To the extent that it is possible, the existing paving should be used for construction staging. If building construction will proceed during the winter, we recommend the use of a working surface of sand and gravel, crushed rock, or quarry spalls to protect the building pad and any other exposed soils, particularly in areas supporting concentrated equipment traffic. In unpaved winter construction staging areas and areas that will be subjected to repeated heavy loads, such as those that occur during construction of masonry walls, a minimum thickness of 12 inches of quarry spalls or 18 inches of pit run sand and gravel is recommended. If Subgrade conditions are soft and silty, a geotextile separation fabric, such as Mirafi 5OOx or approved equivalent, should be used between the subgrade and the new fill. For building pads where floor slabs and foundation construction will be completed in the winter, a similar working surface should be used, composed of at least 6 inches of pit run sand and gravel or November 13, 2012 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE120446A2 - Projects 1201204461KElWP Page 12 Subsurface Exploration, Geologic Hazards, and Proposed Celebration Senior Living Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminary Design Recommendations crushed rock. Construction of working surfaces from advancing fill pads could be used to avoid directly exposing the subgrade soils to vehicular traffic. Foundation subgrades may require protection from foot and equipment traffic and ponding of runoff during wet weather conditions. Typically, compacted crushed rock or a lean -mix concrete mat placed over a properly prepared subgrade provides adequate subgrade protection. Foundation concrete should be placed and excavations backfilled as soon as possible to protect the bearing surface. 9.3 Proof -Rolling and Subgrade Compaction Following the recommended demolition, site stripping, and planned excavation, the stripped subgrade within the building areas should be proof -rolled with heavy, rubber -tired construction equipment, such as a fully -loaded, tandem -axle dump truck. Proof -rolling should be performed prior to structural fill placement or foundation excavation. The proof -roll should be monitored by the geotechnical engineer so that any soft or yielding subgrade soils can be identified. Any soft/loose, yielding soils should be removed to a stable subgrade. The subgrade should then be scarified, adjusted in moisture content, and recompacted to the required density. Proof -rolling should only be attempted if soil moisture contents are at or near optimum moisture content. Proof -rolling of wet subgrades could result in further degradation. Low areas and excavations may then be raised to the planned finished grade with compacted structural fill. Subgrade preparation and selection, placement, and compaction of structural fill should be performed under engineering -controlled conditions in accordance with the project specifications. 9.4 Overexcavation/Stabilization Construction during extended wet weather periods could create the need to overexcavate exposed soils if they become disturbed and cannot be recompacted due to elevated moisture content and/or weather conditions. Even during dry weather periods, soft/wet soils, which may need to be overexcavated, may be encountered in some portions of the site. If overexcavation is necessary, it should be confirmed through continuous observation and testing by Associated Earth Sciences, Inc. (AESI). Soils that have become unstable may require remedial measures in the form of one or more of the following: 1. Drying and recompaction. Selective drying may be accomplished by scarifying or windrowing surficial material during extended periods of dry and warm weather. 2. Removal of affected soils to expose a suitable bearing subgrade and replacement with compacted structural fill. November 13, 2012 ASSOCIATED EARTH SCIENCES, INC. BIVG/pc - KE120446A2 - Project020120446WEMP Page 13 Substuface Exploration, Geologic Hazards, and Proposed Celebration Senior Living Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminary Design Recommendations 3. Mechanical stabilization with a coarse crushed aggregate compacted into the subgrade, possibly in conjunction with a geotextile. 4. Soil/cement admixture stabilization. 9.5 Wet Weather Conditions If construction proceeds during an extended wet weather construction period and the moisture -sensitive site soils become wet, they will become unstable. Therefore, the bids for site grading operations should be based upon the time of year that construction will proceed. It is expected that in wet conditions, additional soils may need to be removed and/or other stabilization methods used, such as a coarse crushed rock working mat to develop a stable condition if silty subgrade soils are disturbed in the presence of excess moisture. The severity of construction disturbance will be dependent, in part, on the precautions that are taken by the contractor to protect the moisture- and disturbance -sensitive site soils. If overexcavation is necessary, it should be confirmed through continuous observation and testing by a representative of our firm. 9.6 Temporary and Permanent Cut Slopes In our opinion, stable construction slopes should be the responsibility of the contractor and should be determined during construction. For estimating purposes, however, we anticipate that temporary, unsupported cut slopes in unsaturated existing fill can be made at a maximum slope of 1.5H:1V (Horizontal: Vertical) or flatter. Temporary slopes in native soils described in exploration logs as dense to very dense may be planned at 1H:1V. As is typical with earthwork operations, some sloughing and raveling may occur, and cut slopes may have to be adjusted in the field. If ground water seepage is encountered in cut slopes, or if surface water is not routed away from temporary cut slope faces, flatter slopes will be required. In addition, WISHA/OSHA regulations should be followed at all times. Permanent cut and structural fill slopes that are not intended to be exposed to surface water should be designed at inclinations of 2H:1 V or flatter. All permanent cut or fill slopes should be compacted to at least 95 percent of the modified Proctor maximum dry density, as determined by ASTM:D 1557, and the slopes should be protected from erosion by sheet plastic until vegetation cover can be established during favorable weather. 9.7 Frozen Subgrades If earthwork takes place during freezing conditions, all exposed subgrades should be allowed to thaw and then be recompacted prior to placing subsequent lifts of structural fill or foundation components. Alternatively, the frozen material could be stripped from the subgrade to reveal unfrozen soil prior to placing subsequent lifts of fill or foundation components. The frozen November 13, 2012 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE]20446A2 - Projects V20120446WEI WP Page 14 Subsc►►face Exploration, Geologic Hazards, and Proposed Celebration Senior Living Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminary Design Recommendations soil should not be reused as structural fill until allowed to thaw and adjusted to the proper moisture content, which may not be possible during winter months. 10.0 STRUCTURAL FILL All references to structural fill in this report refer to subgrade preparation, fill type and placement, and compaction of materials, as discussed in this section. If a percentage of compaction is specified under another section of this report, the value given in that section should be used. After stripping, planned excavation, and any required overexcavation have been performed to the satisfaction of the geotechnical engineer, the upper 12 inches of exposed ground in areas to receive fill should be recompacted to 90 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. If the subgrade contains silty soils and too much moisture, adequate recompaction may be difficult or impossible to obtain, and should probably not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further overexcavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free -draining layer by silt migration from below. After recompaction of the exposed ground is tested and approved, or a free -draining rock course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as non-organic soil, acceptable to the geotechnical engineer, placed in maximum 8 -inch loose lifts, with each lift being compacted to 95 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. For fill placed below foundation elements designed with an allowable foundation soil bearing pressure higher than 3,000 pounds per square foot (psf), only crushed rock or controlled density fill (CDF) may be used to raise grades. In the case of roadway and utility trench filling, the backfill should be placed and compacted in accordance with current City of Federal Way codes and standards. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the locations of the roadway edges before sloping down at an angle of 2H:1V. The contractor should note that any proposed fill soils must be evaluated by AESI prior to their use in fills. This would require that we have a sample of the material 72 hours in advance to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine-grained material (smaller than the No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture -sensitive. Use of moisture -sensitive soil in structural fills should be limited to favorable dry weather conditions. The native and existing fill soils present on-site contained small amounts of November 13, 2012 ASSOCIATED EARTH SCIENCES, INC. BWC/pc - KE120446A2 - Project s1201204461KEIWP Page 15 0 Subsurface Exploration, Geologic Hazards, and Proposed Celebration Senior Living Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminary Design Recommendations organic material in some areas, and significant amounts of silt and are considered highly moisture -sensitive. Non-organic on-site soils free of demolition waste and other deleterious materials may be reused in structural fill applications if specifically allowed by project plans and specifications, and if moisture conditions can be achieved that allow compaction to a firm and unyielding condition and to the specified minimum density for the application where they are used. If fill is placed during wet weather or if proper compaction cannot be obtained, a select import material consisting of a clean, free -draining gravel and/or sand should be used. Free -draining fill consists of non-organic soil with the amount of fine-grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction with at least 25 percent retained on the No. 4 sieve. A representative from our firm should inspect the stripped subgrade and be present during placement of structural fill to observe the work and perform a representative number of in-place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses, and any problem areas may be corrected at that time. It is important to understand that taking random compaction tests on a part-time basis will not assure uniformity or acceptable performance of a fill. As such, we are available to aid the owner in developing a suitable monitoring and testing program. 11.0 FOUNDATIONS Spread footings may be used for building support when founded directly on undisturbed lodgement till or lodgement till/advance outwash transition sediments. An allowable foundation soil bearing pressure of 5,000 psf may be used for design. Higher foundation soil bearing pressures are possible, but are not expected to be needed for this project. We should be allowed to offer additional recommendations if foundation soil bearing pressures higher than 5,000 psf are needed. If foundations will be underlain by structural fill, a lower allowable foundation soil bearing pressure of 3,000 psf should be used for design. If single structures will be underlain by both undisturbed very dense sediments and structural fill, we should be allowed to offer situation specific recommendations. This situation can potentially lead to differential settlement performance and localized settlement effects in the finished building. Perimeter footings should be buried at least 18 inches into the surrounding soil for frost protection. However, all footings must penetrate to the prescribed bearing stratum, and no footing should be founded in or above organic or loose soils. All footings should have a minimum width of 18 inches. It should be noted that the area bound by lines extending downward at 1H:1 V from any footing must not intersect another footing or intersect a filled area that has not been compacted to at least 95 percent of ASTM:D 1557. In addition, a 1.5H:1V line extending down from any November 13, 2012 ASSOCIATED EARTH SCIENCES, INC, BWG/pc - KE120446A2 - Projects1201204461KEIWP Page 16 Subsurface Exploration, Geologic Hazards, and Proposed Celebration Senior Living Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminary Design Recommendations footing must not daylight because sloughing or raveling may eventually undermine the footing. Thus, footings should not be placed near the edge of steps or cuts in the bearing soils. Anticipated settlement of footings founded as described above should be on the order of 3/ inch or less. However, disturbed soil not removed from footing excavations prior to footing placement could result in increased settlements. All footing areas should be inspected by AESI prior to placing concrete to verify that the design bearing capacity of the soils has been attained and that construction conforms to the recommendations contained in this report. Such inspections may be required by the governing municipality. Perimeter footing drains should be provided as discussed under the "Drainage Considerations" section of this report. 11.1 Drainage Considerations Foundations should be provided with foundation drains. Drains should consist of rigid, perforated, polyvinyl chloride (PVC) pipe surrounded by washed pea gravel. The drains should be constructed with sufficient gradient to allow gravity discharge away from the proposed building. Roof and surface runoff should not discharge into the footing drain system, but should be handled by a separate, rigid, tightline drain. In planning, exterior grades adjacent to walls should be sloped downward away from the proposed structure to achieve surface drainage. 12.0 FLOOR SUPPORT Floor slabs can be supported on suitable native sediments or on structural fill placed above suitable native sediments. Floor slabs should be cast atop a minimum of 4 inches of clean, washed, crushed rock or pea gravel to act as a capillary break. Areas of subgrade that are disturbed (loosened) during construction should be compacted to a non -yielding condition prior to placement of capillary break material. Floor slabs should also be protected from dampness by an impervious moisture barrier at least 10 mils thick. The moisture barrier should be placed between the capillary break material and the concrete slab. 13.0 FOUNDATION WALLS All backfill behind foundation walls or around foundation units should be placed as per our recommendations for structural fill and as described in this section of the report. Horizontally backfilled walls, which are free to yield laterally at least 0.1 percent of their height, may be designed using an equivalent fluid equal to 35 pounds per cubic foot (pcf). Fully restrained, horizontally backfilled, rigid walls that cannot yield should be designed for an equivalent fluid of 50 pcf. Walls with sloping backfill up to a maximum gradient of 2H:1 V should be designed November 13, 2012 ASSOCIATED EARTH SCIENCES, INC. BWC/pc - KE120446A2 - Project51201204461KEMP Page 17 • Subsuiface Exploration, Geologic Hazards, and Proposed Celebration Senior Living Preliminary Geotechnical Engineering Report ' Federal Way, Washington Preliminary Design Recommendations using an equivalent fluid of 55 pcf for yielding conditions or 75 pcf for fully restrained conditions. If parking areas are adjacent to walls, a surcharge equivalent to 2 feet of soil should be added to the wall height in determining lateral design forces. As required by the 2009 IBC, retaining wall design should include a seismic surcharge pressure in addition to the equivalent fluid pressures presented above. Considering the site soils and the recommended wall backfill materials, we recommend a seismic surcharge pressure of 5H and 10H psf, where H is the wall height in feet for the "active" and "at -rest" loading conditions, respectively. The seismic surcharge should be modeled as a rectangular distribution with the resultant applied at the midpoint of the walls. The lateral pressures presented above are based on the conditions of a uniform backfill consisting of excavated on-site soils, or imported structural fill compacted to 90 percent of ASTM:D 1557. A higher degree of compaction is not recommended, as this will increase the pressure acting on the walls. A lower compaction may result in settlement of the slab -on -grade or other structures supported above the walls. Thus, the compaction level is critical and must be tested by our firm during placement. Surcharges from adjacent footings or heavy construction equipment must be added to the above values. Perimeter footing drains should be provided for all retaining walls, as discussed under the "Drainage Considerations" section of this report. It is imperative that proper drainage be provided so that hydrostatic pressures do not develop against the walls. This would involve installation of a minimum 1 -foot -wide blanket drain to within 1 foot of finish grade for the full wall height using imported, washed gravel against the walls. 13.1 Passive Resistance and Friction Factors Lateral loads can be resisted by friction between the foundation and the natural soils or supporting structural fill soils, and by passive earth pressure acting on the buried portions of the foundations. The foundations must be backfilled with structural fill and compacted to at least 95 percent of the maximum dry density to achieve the passive resistance provided below. We recommend the following allowable design parameters: • Passive equivalent fluid = 250 pcf • Coefficient of friction = 0.30 November 1.3, 2012 ASSOCIATED EARTH SCIENCES, INC. B WG/pc - KE120446A2 - ProjecrsQ0120446WEMP Page 18 0 Subsulfaee Exploration, Geologic Hazards, and Proposed Celebration Senior Living Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminary Design Recommendations 14.0 PAVEMENT RECOMMENDATIONS Pavement areas should be prepared in accordance with the "Site Preparation" section of this report. The pavement sections included in this report section are for driveway and parking areas on-site, and are not applicable to right-of-way improvements. At this time, this report does not address right-of-way improvements; however, if any new paving of public streets is required, we should be allowed to offer situation -specific recommendations. The exposed ground should be recompacted to 95 percent of ASTM:D 1557. If required, structural fill may then be placed to achieve desired subbase grades. Upon completion of the recompaction and structural fill, a pavement section consisting of 21/2 inches of asphaltic concrete pavement (ACP) underlain by 4 inches of 1'/4 -inch crushed surfacing base course is the recommended minimum in areas of planned passenger car driving and parking. In heavy traffic areas, a minimum pavement section consisting of 3 inches of ACP underlain by 2 inches Of 5/8 -inch crushed surfacing top course and 4 inches of 1'/4 -inch crushed surfacing base course is recommended. The crushed rock courses must be compacted to 95 percent of the maximum density, as determined by ASTM:D 1557. All paving materials should meet gradation criteria contained in the current Washington State Department of Transportation (WSDOT) Standard Specifications. Depending on construction staging and desired performance, the crushed base course material may be substituted with asphalt treated base (ATB) beneath the final asphalt surfacing. The substitution of ATB should be as follows: 4 inches of crushed rock can be substituted with 3 inches of ATB, and 6 inches of crushed rock may be substituted with 4 inches of ATB. ATB should be placed over a native or structural fill subgrade compacted to a minimum of 95 percent relative density, and a 11/2- to 2 -inch thickness of crushed rock to act as a working surface. If ATB is used for construction access and staging areas, some rutting and disturbance of the ATB surface should be expected. The general contractor should remove affected areas and replace them with properly compacted ATB prior to final surfacing. 15.0 PROJECT DESIGN AND CONSTRUCTION MONITORING Our report is preliminary since project plans were not available at the time this report was prepared. We recommend that AESI perform a geotechnical review of the plans prior to final design completion. We anticipate that additional geotechnical engineering and preparation of a final geotechnical engineering report may be required to support the final design. We are also available to provide geotechnical engineering and monitoring services during construction. The integrity of the foundation system depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field November 1.3, 2012 ASSOCIATED EARTH SCIENCES, INC. BWCipc - KE120446A2 - Projects 1201204461KEIWP Page 19 • Subsurface Exploration, Geologic Hazards, and Proposed Celebration Senior Living Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminary Design Recommendations in the event that variations in subsurface conditions become apparent. Construction monitoring services are not part of our currently approved scope of work. We have enjoyed working with you on this study and are confident that these recommendations will aid in the successful completion of your project. If you should have any questions or require further assistance, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Bruce W. Guenzler, L.E.G. Project Geologist Attachments: Figure 1: Vicinity Map Figure 2: Site and Exploration Plan Appendix: Exploration Logs Laboratory Testing Results Kurt D. Merriman, P.E. Senior Principal Engineer November 13, 2012 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE120446A2 - Projects I201204461KEI WP Page 20 r � Ili tl �' • •' '`' l / _�t � - �^-`_�• ' :TIP 1 r�f, ...... Steal Lulus f -� t If7 •18 _ j Stoel la Mirror •` � � � � - �� '-P' r - _ �-'e--X i \Uke I ro p4 i *76 lk Mfg r 1 �. - 1 ` r f 4 • •' � � �,�• ' 1 ill �' I , 1 • , -r N . i s -- --R _ •• _ �; SITE - ` '�• ?! ., PARK �:� T- t• � R i jw its or t I • CJ •' t Pant of Lake r i v • r� I#Lk Holtir t Afar Aw r $ r. a f { ST 80 >!t I ill: �.. ,. k 1 •, �! D 1000 2000 NOTE: BLACK AND WHITE REPRODUCTION OF THIS COLOR ORIGINAL MAY FEET g REFERENCE: USGS TOPOI REDUCE ITS EFFECTIVENESS AND LEAD TO INCORRECT INTERPRETATION. c m N c 0 m Associated Earth Sciences, Inc. VICINITY MAP FIGURE 1 CELEBRATION SENIOR LIVING DATE 11/12 N FEDERAL WAY, WASHINGTON PROJ. NO. KE120446A I I 1 z I WI 1 w y I r--._________________ ® EB -5 1 I ,I 5 I I 1 1 1 I I I i 1 i 1 r 1 I I I I I Lot 4 - Short Plat No" 974009 APPROXIMATE LOCATION OF EXPLORATION BORING WITH OBSERVED DEPTH OF EXISTING FILL - TYP ® EB -4 4- �. cuARo 1100 EB -6 I- 0' MIMS— EAX9. CEEA1I4F2"T1N10TCP1.1EFOC R'WATER 10KG TATER 0I3THICI N0Nn 77020307 00 JE 11] iI I � 1 EB -3 -. __-__.--________ __________L. or E/SCIAEHi FOR UTILITIES - PEC Ib 1675062 (EXCEPTIOU 11) •, EASEMENTS FOR ROADWAY PER Ric No 7411220280 (51-1 Plot) — REC. No 4675062 j ftEC. No. 4660593 (EXCEPTIONS 10.17.121 �+ 1 ' EA9E1.{ENT FOR I CD -A 12' CTAP E=100. RIH=409 85' 12' CNP 01= 00 _IP pl=100 qr L-------------- -____- N} EB -2 � HE 1 I 1 1 I I I r j ® EB -7 1 I + 0. i I I I I 5''PH, C E'--------`--_-----*- - C 46®(I / ❑ t _ ____�_ 111_1 AISSIOII LINES 30' SEWER EASEMENT 9902191364 jEKCEP11011 171 -0-TEAS�—IAENT FOR WATER 1'ACILIII[5- LAHEHAVEN OTILH"T OISTRSTRICt REC N0 W I ( 990213136/ Q 1 �E XCEPTIOrI 16] f- 7 Y g 5SIA1 RW = 395..16' 8' m W - 386.50' 12' CONC N - 388.16' t2" COW 5 - 386.06' a Fy x Aid x AS 0 0 30 60 rn c FEET m 0 x° RFFFRENCE: RARGHAUSEN CONSUTING ENGINEERS. INC. y a Associated Earth Sciences, Inc. SITE AND EXPLORATION PLAN FIGURE 2 v x > -- CELEBRATION SENIOR LIVING DATE 10/12 4 FEDERAL WAY, WASHINGTON PROJECT NO. KE120446A E 0 m Classifications of soils in this report are based on visual Feld and/or laboratory observations, which include density/consistency, moisture condition, grain size, and plasticity estimates and should not be construed to imply field or laboratory testing unless presented herein. Visual -manual and/or laboratory classification methods of ASTM D-2487 and D-2488 were used as an identification guide for the Unified Soil Classification System. 0 } g m Associated Earth Sciences, Inc. EXPLORATION LOG KEY FIGURE Al lid.�• a ° Oo° ° Well -graded gravel and 'Perms Describing relative Density and Consistency ER ". C. GW gravel with sand, little to DensitySPT(Z)blows/foot 0) o o no fines Very Loose 0 to 4 Coarse m ° o Q U) IL 'It> VI o o ° o ° o ° °°o°o GP Poorly -graded gravel Loose 4 to 10 Grained Soils Medium Dense 10 to 30 Test Symbols ° o 0 00 and gravel with sand, Dense 30 to 50 y ° ° o ° 0 ° little to no fines Very Dense >50 G = Grain Size N o z° 0 o 2 0° o° M= Moisture Content ° ° 0 Silty gravel and silty 6U')c 0 Consistency SPT(2)blows/foot A = Atterberg Limits ° v £ CL) N0 GM gravel with sand Very Soft 0 to 2 C = Chemical Fine - °, ° a ° U Soft 2 to 4 DD = Dry Density Grained Soils c d 0 E Medium Stiff 4 to 8 K= Permeability , Stiff 8 to 15 2 Clayey gravel and Very Stiff 15 to 30 NI GC clayey gravel with sand Hard >3012 o 0 Component Definitions c Well -graded sand and m Descriptive Term Size Range and Sieve Number ° U SW sand with gravel, little Boulders Larger than 12" � m C : to no fines Cobbles 3" to 12" ` 0 Gravel 3" to No. 4 (4.75 mm) :' -graded sand Poorly -graded in ci and sand with gravel, Coarse Gravel 3" to 3/4" Fine Gravel 3/4" to No. 4 (4.75 mm) CD c o m c little to no fines Sand No. 4 (4.75 mm) to No 200 (0.075 mm) 0z Coarse Sand No 4 (4.75 mm) to No. 10 (2.00 mm) — ° Silty sand and Medium Sand No. 10 (2.00 mm) to No. 40 (0.425 mm) m SM silty sand with Fine Sand No. 40 (0.425 mm) to No. 200 (0.075 mm) v o a N gravel Silt and Clay Smaller than No 200 (0 075 mm) (3) Estimated Percentage Moisture Content sc Clayey sand and Nt 0 clayey sand with gravel Percentage by Dry - Absence of moisture, Cn Component Weight dusty, dry to the touch Trace <5 Slightly Moist - Perceptible Silt, sandy silt, gravelly silt, 0 o ML silt with sand or gravel Few 5 to 10 moisture Little 15 to 25 Moist - Damp but no visible �n O ° ` With Non -primary coarse water o C, >,:S cy Clay of low to medium constituents: > 15% Ve Moist - Water visible but Very — 0 'a plasticity; silty, sandy, or Fines content between not free draining z m = E CL gravelly clay, lean clay 5% and 15% Wet - Visible free water, usual) y y y from below water table a - Organic clay or silt of low Symbols — GL. plasticity Blows/6"-or 0 = Sampler portion of 6" Cement grout Type / surface seal Elastic - silt, clayey silt, silt 2 0" OD f Sampler Type e MH with micaceous or Split -Spoon I°$ Description Bentonite A4)seal o ° N diatomaceous fine sand or silt p Sampler P 3.0" OD Split -Spoon Sampler Filter pack with oo Clay of high plasticity, (SPT) 3.25" OD Split -Spoon Ring Sampler (4) c blank casing � a o c CH sandy or gravelly clay, fat _ :section Bulk sample 3.0" OQ Thin Wall Tube Sampler : Screened casing w E 2 Clay with sand or gravel (including Shelby tube) .' or Hydrotip with filter pack 0 Fn v Grab Sample End cap c _Q /-, Organic clay or silt of o Portion not recovered UL J �i�i OH medium to high(t) (41 plasticity Percentage by dry weight Depth of ground water (2) Standard Penetration Test (SPT) Y ATD = At time of drilling > Peat, muck and other (ASTM D-1586) (3) jZ Static water level (date) In General Accordance with m c N Q, 0 PT highly organic soils Standard Practice for Description (5) Combined USCS symbols used for = O and Identification of Soils (ASTM D-2488) fines between 5% and 15% m Classifications of soils in this report are based on visual Feld and/or laboratory observations, which include density/consistency, moisture condition, grain size, and plasticity estimates and should not be construed to imply field or laboratory testing unless presented herein. Visual -manual and/or laboratory classification methods of ASTM D-2487 and D-2488 were used as an identification guide for the Unified Soil Classification System. 0 } g m Associated Earth Sciences, Inc. EXPLORATION LOG KEY FIGURE Al lid.�• a I� Ah Associated Earth Sciences, Inc. MF ExploratioTLog s Project Number Exploration Number Sheet KE120446A EB -1 1 of 1 Project Name Celebration Senior Living Ground Surface Elevation (ft) Location Federal Way, WA Datum NIA Driller/Equipment Environmental Drilling Date Start/Finish 10/2q/12,10129112 Hammer Weight/Drop 140# 130" Hole Diameter (in) 7 jnrhPS U) Q U a� O � 75 > °f U) Blows/Foot Y S E m a E o `m T `� DESCRIPTION m 10 20 30 40 2.5 inches Asphalt Fill Dense, very moist, mottled brown and gray, fine to coarse SAND, with silt, S-1 little fine gravel (SM). t0 14 31 Recovery 14 inches. 17 Vashon Lodgement Till 5 Harder drilling. Cuttings become blue gray. S-2 Very dense, very moist, bluish gray, fine to coarse SAND, with silt, little fine 45 gravel, trace coarse gravel, and cobbles; no stratification or structure (SM). 0/1" 95/ 1" Recovery 8 inches. 10 Gravelly drilling action. S-3 Gradation as above, blowcount may be overstated due to gravel and 0/ 50/ " cobbles (SPT bouncing for half of interval). Recovery 6 inches. 15 Gradation as above. S-4 Recovery 18 inches. 23 42 AL92 0/ " 20 Bottom of exploration boring at 19 feet 25 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) F] No Recovery M - Moisture Logged by: BWG 3" OD Split Spoon Sampler (D & M) U Ring Sample -7 Water Level() Approved by: ® Grab Sample Z Shelby Tube Sample 1 Water Level at time of drilling (ATD) Ah Ah Associated Earth Sciences, Inc. lqw EX loratl Loci Project Number TEB-: Exploration Number Sheet 1 Yr KE120446A 1 of 1 Project Name Celebration Senior Living Ground Surface Elevation (ft) Location Federal Way, WA Datum N/A Driller/Equipment Environmental Drilling Date Start/Finish 10/9q/1 111/??A/'19 Hammer Weight/Drop 140# / 30" Hole Diameter (in) 7 innhaG m — Q) -J N Blows/Foot a S E �5, Ev o `m T `) DESCRIPTION m n 10 20 30 40 L, Topsoil and Bark Mulch Fill Dense, very moist, mixed gray and brown, fine to coarse SAND, with fine 8-1 gravel, few silt, trace roots (SW). 22 ® $ Recove 18 inches. 26 Vashon Lodgement Till 5 Blowcount may be overstated due to gravel and cobbles, 0! S 2 Very dense, very moist, bluish gray, fine to coarse SAND, with silt, little fine 50! gravel, trace cobbles or boulders; no stratification (SM). Recovery 4 inches. 10 Gravel / cobbles / possible boulders in drill action S-3 Gradation as above; no stratification. o/ 50! " Recovery 6 inches. 15 Gradation as above; no stratification. o! S-4 Recovery 6 inches. 50/ " Bottom of exploration boring at 18 feet 20 25 I ' Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: BWG m 3" OD Split Spoon Sampler (D & M) ❑ Ring Sample Water Level() Approved by: ® Grab Sample Shelby Tube Sample l Water Level at time of drilling (ATD) a Associated Earth Sciences, Inc. 1W ExploratioMLog M -i &= 0 Project Number Exploration Number Sheet KE120446A EB -3 1 of 1 Project Name Celebration Senior Living Ground Surface Elevation (ft) Location Federal Way. WA Datum N/A Driller/Equipment Environmental Drilling Date Start/Finish 10/99/I P,1 wq/19 - Hammer Weight/Drop 140# / 30° Hole Diameter (in) 7 inrhas r a a� c 2 (Dy a� 7 ' Blows/Foot N S m T m> 0 u) �E o m iv DESCRIPTION 10 20 30 40 1.5 inches Asphalt Fill Medium dense, very moist, mottled brown, fine to coarse SAND, with fine gravel, little silt (SW SM) Recovery 12 inches. S-1 16 o/ " 66/ 2" Vashon Lodgement Till 5 Very dense, very moist, brownish gray, fine to coarse SAND, with silt, and 10 S_2 fine gravel; no visible stratification of retrieved sample; some variation in 36 83 gravel content of cuttings (SM). 47 Recovery 18 inches. 10 Abundant fine gravel in cuttings; gravelly drill action. S-3 Very dense, very moist, gray, fine to coarse SAND, with silt, and fine 40 A L90111^ gravel; sample is not stratified (SM). O/E Recovery 11 inches. 15 S-4 Grades to little fine gravel (SM). Recovery 11 inches. 46 0/ " 96/11 Bottom of exploration boring at 18 4 feet 20 25 I Sampler Type (ST): i 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: BWG 3" OD Split Spoon Sampler (D & M) ® Ring Sample Q Water Level() Approved by: ® Grab Sample Q Shelby Tube Sample l Water Level at time of drilling (ATD) r -I r- 'I Associated Earth Sciences, Inc. ExplorafiW LO rProject 0 Number Exploration Number Sheet - KE120446A EB -4 1 of 1 Project Name Celebration Senior Living Ground Surface Elevation (ft) Location Federal Way, WA Datum N/A Driller/Equipment Environmental Drilling Date Start/Finish 0/2q/19 10128 1 p Hammer Weight/Drop 140# / 30" Hole Diameter (in) 7 inrheS N .L C O N Z > °' J ZoN ) N Blows/Foot .2 ,� m S ro T `�T �(n E.2 0 CU o m m `� DESCRIPTION 6 3 10 20 30 40 1.5 inches Asphalt Fill Weak seepage zone at 2 feet. Medium dense, wet, mixed brown and black, fine to coarse SAND, with silt, S-1 little fine gravel, trace roots and organics (SM). 10 A18 Recove 18 inches. 8 Vashon Lodgement Till 5 S 2 Very dense, very moist, gray, fine to coarse SAND, with silt, little fine 15 gravel; no stratification (SM). o/ " 65/12' 10 Vashon Lodgement Till / Vashon Advance Outwash Transitional S-3 Zone (13 to 13.5 feet) with few silt. 11 40 90 Verydense, verymoist, gray, fine to coarse SAND, with fine ravel, little y gravel, 50 silt; o stratification (SM) Recovery 18 inches. 15 Weak seepage zone at 17 feet. S-4 Very dense, wet, gray, fine SAND, with silt, trace fine gravel (SM). 20 —Recovery11 inches. 0/ " 70/11" Bottom of exploration boring at 18.4 feet Seepage zones at 2 feet and 17 feet 20 25 Sampler Type (ST): ID 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: BWG m 3" OD Split Spoon Sampler (D & M) U Ring Sample Q Water Level() Approved by: ® Grab Sample F] Shelby Tube Sample I Water Level at time of drilling (ATD) Ah r-1 Associated Earth Sciences, Inc. Mr EX loratio 0 Project Number Exploration Number Sheet KE120446A EB -5 1 of 1 . Project Name Celebration Senior Living Ground Surface Elevation (ft) _ Location Federal Way, WA Datum NIA Driller/Equipment Environmental Drilling Date Start/Finish 1=q/19 1 O/pA/1 Hammer Weight/Drop 140# 130" Hole Diameter (in) 7 in( -hp -q' O L9 ,O — m iv — > CO N Blows/Foot N ,� S E T �U) mT �E o a� �' DESCRIPTION "gym 10 20 30 40 ° 1.5 inches Asphalt Fill Medium dense, very moist, brown, fine to medium SAND, with silt, little fine S-1 gravel, trace organics (SM). 7 g A 19 Recovery 18 inches. i0 5 Vashon Lodgement Till / Vashon Advance Outwash Transitional ' Hard drilling with cobbles and boulders. S 2 Very dense, moist, gray, fine to coarse SAND, with fine to coarse gravel, 30 and cobbles, few to little silt (SW), o/ " "80/12" Recovery 12 inches. 10 Silty intervals were encountered in drill cuttings from 9 to 12 feet. : Hard drilling with gravel / cobbles / possible boulders. S-3 ; Very dense, moist, gray, fine to coarse SAND, with fine to coarse gravel, o/ 50/ " and cobbles, few to little silt (SW). Recovery 6 inches. 15 Weak seepage zone at 17 feet. Very dense, very moist to wet, brownish gray, fine to coarse SAND, little to t8 S•4 with silt, little fine gravel (SM). Ak681 1" -\Recovery 8 inches. Bottom of exploration boring at 18 4 feet Seepage zone at 17 feet 20 25 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) n No Recovery M - Moisture Logged by: BWG m 3" OD Split Spoon Sampler (D & M) U Ring Sample S_Z Water Level () Approved by: ® Grab Sample L] Shelby Tube Sample 1 Water Level at time of drilling (ATD) r -I AL Associated Earth Sciences, Inc. Expi ratMh LO IIE;.. I � KJ � Project Number Exploration Number Sheet rE¢_ KE120446A EB -6 1 of 1 Project Name Celebration Senior Living Ground Surface Elevation (ft) Location Federal Way, WA Datum NIA Driller/Equipment Environmental Drilling Date Start/Finish 111/2q/12,1()/29/12 Hammer Weight/Drop '140# / 30" Hole Diameter (in) ZjnDhpS to U c .o — m N cD N Blows/Foot Y m o S E ``a �°�o `m T � DESCRIPTION 0 � m 10 20 30 40 O 1.5 inches Asphalt Vashon Lodgement Till Very dense, very moist, gray, fine to coarse SAND, with silt, and fine t8 S-1 ravel; no stratification (SM). 23 63 Recovery 18 inches. ao 5 Very dense, very moist, gray, fine to coarse SAND, with silt, and fine 16 S_2 gravel; no stratification (SM). 23 67 Recovery 18 inches. 44 10 Gravelly drill action. Weak seepage zones from 12 to 13 feet. Gradation as above; grades to very moist to wet. 3a S-3 Recovery 18 inches. 46 A k90 44 15 S-4 J IGradation as above; grades to very moist. 1014, 32 82/ 0" Bottom of exploration boring at 18 3 feet Weak seepage zones from 12 to 13 feet 20 25 I I i Sampler Type (ST): i m 2"013 Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: BWG 10 3" OD Split Spoon Sampler (D & M) U Ring Sample Water Level() Approved by: ® Grab Sample Z Shelby Tube Sample 1 Water Level at time of drilling (ATD) Awk F-1 Associated Earth Sciences, Inc. W EX Iorati0 O s.. 0 Project Number Exp loration Number Sheet KE120446A EB -7 1 of 1 Project Name Celebration Senior Living Ground Surface Elevation (ft) Location Federal Way, WA Datum �/A Driller/Equipment Environmental Drilling Date Start/Finish 10/99/19 10/99/1 Hammer Weight/Drop 140# 130" Hole Diameter(in) ' 7 in�hPS -C N V O E, Q m a 3 Blows/Foot S E I m E5 C7 cn E °: o _ a� N DESCRIPTION m 10 20 30 40 -- 1-4 inches Pea Gravel Vashon Lodgement Till Dense, very moist to wet, gray, fine to coarse SAND, with fine to coarse S-1 gravel little to with silt; no stratification (SM). 5 19 ® Recovery 12 inches. 7 28 5 Very dense, very moist to wet, gray, fine to coarse SAND, with fine to S-2 coarse gravel little to with silt; no stratification (SM). 31 Recovery 18 inches. 38 78 42 10 Bottom of exploration boring at 9 feet 15 20 25 Sampler Type (ST). 2" OD Split Spoon Sampler (SPT) 0 No Recovery M - Moisture Logged by: BWG m 3" OD Split Spoon Sampler (D & M) U Ring Sample Q Water Level() Approved by: ® Grab Sample Z Shelby Tube Sample 1 Water Level at time of drilling (ATD) GRAIN S12PANALYSIS - MECHAAALI Date Sampled Project Project No. Soil Description '(0/29/2012 Celebration Senior Living KE120446A Sand with silt with gravel Tested By Location EB/EP No Depth Intended Use / Specification MS Onsite EB6 S1 2.5' 8% Wt. of moisture wet sample + Tare 369.5 Total Sample Tare 394.12 Wt. of moisture dry Sample + Tare 349.67 Total Sample wt + tare 990.43 Wt. of Tare 97.62 Total Sample Wt 596.3 Wt. of moisture Dry Sample 252.05 Total Sample Dry Wt 552.8 Moisture % 8% 0.0 100.0 - - 1.5 38.1 S,narificatinn Ranuiramantc Sieve No. Diam. mm Wt. Retained % Retained % Passing Minimum Maximum 3 76.1 Fine 0.0 100.0 - - 2.5 64 0.0 100.0 - - 2 50.8 0.0 100.0 - - 1.5 38.1 0.0 100.0 - - 1 25.4 0.0 100.0 - - 3/4 19 21.58 3.9 96.1 - - 3/8 9.51 94 17.0 83.0 - - #4 4.76 144.39 26.1 73.9 - - #8 2.38 181.29 32.8 67.2 - - #10 2 190 34.4 65.6 - - #20 0.85 222.99 40.3 59.7 - - #40 0.42 257.25 46.5 53.5 - - #60 0.25 298.65 54.0 46.0 - - #100 0.149 339.58 61.4 38.6 - - #200 0.074 1 383.99 69.5 30.5 1 - - #270 0.053 1 395.66 71.6 28.4 - - US STANDARD SIEVE NAS. 3" 3/4" N04 NO 16 NO 40 NO 200 100 Sand Silt and Clay Coarse Fine Coarse Medium Fine 80 c 60 lL C d V `y 40 CL 20 0 100 10 1 0.1 0.01 Gravel Sand Silt and Clay Coarse Fine Coarse Medium Fine Grain Size, mm ASSOCIATE® EARTH SCIENCES, INC. 911 5th Ave, Suite 100 Kirkland, WA 98033 425-827-7701 FAX 425-827-5424 GRAIN SIZE41NALYSIS - MECHANIPAL Date Sampled Project Project No. Soil Description 10/29/2012 Celebration Senior Living KE120446A Sand with gravel little silt Tested By Location EB/EP No Depth 112.5' Intended Use / Specification MS Onsite E134 S3 Moisture % 5% Wt. of moisture wet sample + Tare 452.78 Total Sample Tare 510.04 Wt. of moisture dry Sample + Tare 436.61 Total Sample wt + tare 1041.84 Wt. of Tare 98.3 Total Sample Wt 531.8 Wt. of moisture Dry Sample 338.31 Total Sample Dry Wt 507.5 Moisture % 5% 0.0 100.0 - - 1.5 38.1 Soecification Reouirements Sieve No. Diam. mm Wt. Retained % Retained % Passing Minimum Maximum 3 76.1 Medium 0.0 100.0 - - 2.5 64 0.0 100.0 - - 2 50.8 0.0 100.0 - - 1.5 38.1 0.0 100.0 - - 1 25.4 0.0 100.0 - - 3/4 19 50.47 9.9 90.1 - - 3/8 9.51 116.9 23.0 77.0 - - #4 4.76 177.68 35.0 65.0 - - #8 2.38 225.67 44.5 55.5 - - #10 2 235.72 46.4 53.6 - - #20 0.85 273.39 53.9 46.1 - - #40 0.42 306.53 60.4 39.6 - - #60 0.25 341.28 67.2 32.8 - - #100 0.149 1 374.71 1 73.8 26.2 - - #200 0.074 1 408.63 1 80.5 19.5 - - #270 1 0.053 1 417.28 1 82.2 17.8 - - US STANDARD SIEVE NOS. Y 3/4" N04 NO 16 NO 40 NO 200 100 I 80 c 60 LL C d V d 40 a. 20 1 0 100 10 1 0.1 0.1 Grain Size, mm ASSOCIATED EARTH SCIENCES, INC. 911 5th Ave, Suite 100 Kirkland, WA 98033 425-827-7701 FAX 425-827-5424 Gravel Sand Silt and Clay Coarse Fine Coarse Medium Fine Grain Size, mm ASSOCIATED EARTH SCIENCES, INC. 911 5th Ave, Suite 100 Kirkland, WA 98033 425-827-7701 FAX 425-827-5424 0 LAstud iOLLC ' land planning landscape architecture land entitlement August 28, 2013 Marty Gillis, Building Official City of Federal Way City Hall 33258 th Avenue South Federal Way, WA 98003-6325 1�-101�1� RESUBMITTED AUG 2 7 2013 CITY OF FEDERAL WAY CDS RE: Permit #13-101310,13-101312, 13-101313; Celebration Senior Living Apartments Marty: Below is our response to the three comments that pertain to the landscape documents prepared by our office: Page 2 - Type of Construction Response to Item #12: The proposed shade "Pergolas" located in the West and East Courtyards will be deferred submittal items. The intent is to use prefabricated structures by CRS, Inc. or similar. Page 3 — Green Roofs and Courtyards Response to Item #23: We will be using specialty "Green Roof and Roof Top Planting Mixes" provided by Cedar Grove Solutions. Please see the attached information describing the soil composition and Saturated Density information. Response to Item #24: Location of area drainage inlets in the east and west courtyards have been added to the landscape plans. See sheet L5 in the East Tower and sheet L7 in the West Tower. Please review and let us know if you have any questions or further concerns. Sincerely, The LA Studio, LLC Melvin R. Easter, Landscape Architect President 15200 52nd Avenue South Suite 210 Seattle, Washington 98188 206.204.0507 www_ttielastudio.net • 11207 Fremont Ave N Seattle, WA 98133 Tel: 206 375-3397 Fax: 866 847-6420 www.morgan-design.net August 27, 2013 Marty Gillis Building Official City of Federal Way 33325 8"' Avenue South Federal Way, WA 98063-9718 0 101312 RESUBM17T ED AUG 272013 C17Y OF E' S RAL wAY RE: Comment Letter dated 08/02/2013 File # 13 -101310 -00 -MF, 13 -101312 -00 -MF, & 13 -101313 -00 -MF Celebration Senior Living Apartments; East Tower, Community Building, & West Tower Dear Ms. Gillis, In response to your comment letter the following changes / correction have been made to the plans: 1. Six copies of the updated site plan have been provided to confirm the location of the property lines as a result of the Binding Site Plan. Two copies have been incorporated per building. 2. Six copies of the updated civil plans have been provided — two copies incorporated per building. 3. Morgan Design Group LLC is the Building Envelope Consultant for this project and will conduct the inspections as required by EHB 1848 and RCW 64.55. 4. Clarification has been made to sheet T0.2 regarding which items are deferred under separate permits and which items are shop drawings or items deferred under this permit. 5. Only the elevators will be part of a separate Department of Labor and Industries permit for this project. 6. Otto Rosenau & Associates, 6747 M.L. King Way S, Seattle, WA 98118 206-725-4600 will provide the Special Inspections required for this project. 7. Associated Earth Sciences, Inc has been retained in accordance with the recommendations of the Geological Report for this project. The contact person is Kurt Merriman 425-827-5424. 8. The size of the storage of recycled materials and solid waste for the East & West Towers is 914 sf Street. There are solid waste / recycle rooms on each floor of each building with chutes to the central solid waste / recycle room on the ground level that is directly accessible from the main driveway loop off of S 328`t' Street. 9. The fire sprinkler system will be a deferred submittal under separate permit. 10. Per meeting with Building Official & Fire department on August 8, 2013, it was agreed that this project could be built as five levels of Type VA construction over one level of Type IA construction per Washington State Amendments 504.3. 11. Please see response from Structural Engineer. 12. The shade structures, trellises and similar structures will be a deferred submittal. 13. Please see detail F.I I on sheet A10.3. Also a note has been added on A1.6 & AT 1. 14. Separated use method is used on this project, please see notes added to T0.2. 15. A matrix has been provided for incidental uses on T0.2. 16. See sheet A1.1 for accessory uses along the motor court portion of the residential towers. 17. N/A Architectural Design • Builcring Envelope Consulting • 18. N/A 19. N/A 20. The Building Official clarified that the pedestrian walkways have been reviewed by the Structural Reviewer as part of the original permit submittal. See sheet S7.1 in each respective set. 21. We will be using IBC section 3104.5 exception #3 & #4. 22. See Structural Engineer's response. 23. See Landscape Architects response. 24. Please see sheet A1.2 and plumbing drawings for area drainage. 25. Additional wall type call outs have been added to all levels — see sheets A1.2 through A1.6. 26. A note was added to the Typical Unit plans, please see Sheets A4.0 through A4.4. 27. Room 107 is now a storage room. There is no fueling station or storage of liquid gas on site or in buildings. Natural gas line will be provided to supply secondary power for the back up generator. 28. An elevator vestibule with magnetic hold open doors that are connected to the fire sprinkler system, please see sheet A 1.3 of the community building. 29. We utilized exception #3 IBC 3104.5 per discussions with the Building Official at meeting on August 8'}', 2013. 30. Safety glazing has been provided in all windows within 60" above the floor or walking surface in or near stairs. Please see Window Schedules on sheets A6.1 of all buildings. Sincerely, 1:ORGAN DESIGN GROUP LLC VA 46�-- Jean M. Morgan, AIA President cc: Client; File 2 0 is - August 26, 2013 Eagle Eye Consulting Engineers C/o City of Federal Way 33325 8th Ave South Federal Way, WA 98063-9718 • 0131 -M Joehnk Engineering, Inc. Structural Engineering Design Service Attn: Hoyt Jeter, P.E., ICC Certified Plan Examiner Re: Celebration Senior Living Apartments dated August 2, 2013 Permit Number 13-101310, 13-101312, or 13-10131313 JEI Project Number C05 Dear Mr. Jeter: RESUBMITTED AUG 2 7 2013 CITY OF FEDERAL WAY CDS Joehnk Engineering, Inc. (JEI) is responding to correction items relating to general and structural comments correction notice mentioned above as follows: General: 11. Listing references indicate fire -rated assemblies will be used complying with the gypsum association fire resistive directory (GA 600) and Generic code listings found in table 720 et al. Provide supporting calculations for studs having a slenderness ratio 1/d 33 meetingthe he requirements of Table 720.1(2) footnote `m'. The reduction in the design stress may affect the framing on level 2 and 3. Provide simple calculations document that framing will not have an 1/d ratio. Clarification as follows: The design for the 2x6 interior walls for use as 1 hour party walls and 1 hour corridor walls meet the construction of wall assembly Table 720.1(2) item # 15-1.14 which allow the design stress of studs equal to a maximum of 100 percent of the allowable F'c which was used on calc. sheet P5. Formerly, JEI submitted calc. sheets P6, P7, and P8 with the reduction as required for some 2 hour wall types. JEI revised wall types 5, 8, and 9 on the wall stud schedule on sheet S8.2 based on the revised design for these 2x6 interior walls for use as 1 hour party walls and 1 hour corridor walls which meet the construction of wall assembly Table 720.1(2) item # 15-1.14 which allow the design stress of studs equal to a maximum of 100 percent of the allowable F'c which is indicated on revised calc. sheets P6, P7, and P8 attached. The 1 hour 2x4 interior unit bearing walls meet the construction of wall assembly Table 720.1(2) item # 15-1.15 and were previously designed using to a maximum of 100 percent of the allowable F'c so these walls remain unchanged. 20. Clarify/confirm that the design of the pedestrian walkways will be by deferred submittal. Clarification as follows: Sky bridge framing is called out on sheet S2.1 of the community building submittal along with elevation sheets S7.0 and STI. Additional steel details are also shown on S9.0. 22. Provide a general load analysis for the gravi1y and seismic loading of the Pedestrian Walkway and acknowledgement/agreement stating that if structural changes are needed as a result of the deferred design of the pedestrian walkways that the owner recognizes the and accept the risk of working with a phased submittal. Now provided. In addition to the structural calcs. SB 1 through S137 for the gravity design of the sky bridge girders submitted with community building calculations previously, JEI is attaching calc. sheets CL4 through CL7 for the lateral analysis of the sky bridge walkway 9513 218" Ave NE, Redmond, WA 98053 Phone 425-861-7680 • August 26, 2013 Structural Review — Celebration Senior Living Apartments dated August 2, 2013 Permit Number 13-101310, 13-101312, or 13-10131313 Structural: Engineer of Record (EOR), based off definitions the horizontal wood diaphragm is classified as irregular, but the analysis submitted appears not to account for this. Please submit a horizontal diaphragm analysis and modify accordingly. ACSC 12.3.3.4 Now Provided. Using the diaphragm forces tabulated from the previously submitted calc. page, JEI has reviewed the re-entrant chord forces on sheets LDW6 through LDW8 and revised the framing plans with drag beams at the re-entrant corner conditions for both the East and West towers on all the wood floor and roof levels which affects sheets S1.3, 51.6, 53.3, and S3.6. EOR, the area steel used for the footing is less than required per table in analysis. For example, F8 requires 6 #8 As = 4.74in^2 but drawings state to use 7 #7 that has As = 4.20 in^2 which is less than required (page F10). Please clarify why less reinforcement steel is used than required in the table.. — Now Revised. Footing on schedule sheet S8.2 has now been revised to 8 47 that has As = 4.80 in^2 which is greater than the 648 As = 4.74 in^2 as indicated on the footing design table of calculation sheet F10. 3. EOR, please submit an analysis for the individual square spread footing to show compliance with ACI chanter 15. All that was submitted was a chart. No Action Required. These tables produced by the concrete reinforcing steel institute meet the current requirements of ACI chapter 15. JEI has increased some of the depths of the published footing thicknesses for minimum thickness of 18 inches and adjusted footing depths in 3" increments for constructibility. JEI manually checks As minimum for the thicker footings which in many cases governs footing bending steel required as indicated in the table. 4. Please clarify why the design soil bearing pressure in the chart is 8KSF but the geotechnical requires 5KSF. Please submit an analysis for the foundation system used for this proiect per ACI. No Action Required. 5000 psf is the safe allowable bearing pressure as provided by the geotechnical engineering recommendations. It is common practice to use a factor of 1.6 times "safe soil bearing" for the design of footing reinforcing and shear check. This is a conservative approach over using actual load factors for dead and live loading. 1.6 times 5000 psf gives 8000 psf which is used in developing the design table. EOR, it appears the reactions to the foundations footing did not include the reactions from the floor above. Please clarify how the floors above reactions were included in the design of the foundations system in the analysis. No Action Required. Foundation loads computed on calc. sheet F9 are based on tributary contribution of 3 types of dead and live load contribution. They are as follows: 1) Level 2 with open landscape, 2) Level 2 and above without roof landscaping, and 3) Level 2 and above with roof landscaping. To simplify the foundation load tabulation, JEI designed all areas under the building envelope using the condition of added roof landscaping. JEI utilized a 15 inch thick slab at level 2 under the building and a 9 inch slab with 3 inch average concrete topping under the level 2 open landscape area. 6. I was unable to find in the analysis the seismic surcharge pressure on the concrete wall belowrag de as required per the geotechnical report. Please resubmit an analysis to account for this load combination. No action Required. JEI used an additional l OH on all the basement lateral designs which is the seismic surcharge indicated in the geotechnical report in addition to lateral earth pressures. 7. The geotechnical report requires walls that are restrained to be designed for a soil pressure of 75 PCF but the design appears to use 50 PCF. (Please note yielding at the top of the wall, the design shall be 55 not 50 per geotechnical report). Please modify accordingly. No Action Required. The loading of 50 PCF was based on a horizontal backfill condition for use of restrained condition as outlined in the geotechnical report which is the condition that JEI utilized for the storm vault concrete wall design on calc. page V 1. The loading of 75 PCF for restrained condition is for use of a 2H:1 V sloped backfill. JEI • August 26, 2013 Structural Review — Celebration Senior Living Apartments dated August 2, 2013 Permit Number 13-101310, 13-101312, or 13-10131313 8. Please submit a letter from the geotechnical engineers that they have reviewed the drawings as required per their report. To be furnished by geotechnical engineer. I was unable to find in the analysis the structural design of the concrete columns in order to complete the review. Please submit this upon the response. Now Provided. JEI has attached catc. sheet CIA and CIB with concrete column interaction analysis under largest concrete column loading at grids 0.7- 2. This governs for all cases of the 1202 concrete columns. 10. Please submit an analysis for the parking garage point load 3000 pounds acting on an area of 4.5 in. x 4.5 in. ASCE table 4-1 footnote a. Not Applicable. There are no elevated concrete parking slabs on this project.receiving this type of concentrated loading. All parking areas are slab -on -grade where only a small portion of the ramped slab -on -grade is supported on compacted fill over precast plank over the concrete detention vault in the East building. 11. Please submit ECHO manual for this program being used. The copyright lists 2005 versions but the analysis is required to be performed per the ACI 318 08 version. Without documentation from the program developer there is no way to tell if this is equivalent to the adopted code. Please resubmit documentation to show compliance with the ACI 318-08 POSTEN version 2005 complies. Attached find letter indicating that the software program uses the design approach and load factors of ACI 318 02 which have not changed under the ACI 318 08 version. ACI 318 02 was the first year that incorporated the revised required strength factors currently in use in section 9.2 with the corresponding revised strength reduction factors of section 9.3. 12. The architectural set shows brick veneer being used on the exterior wall but the lateral analysis appears not to include this in the dead weight. EOR, please clarify pon the response. No Action Taken. The brick veneer on the East and West Towers does not extend above the concrete walls. The out of plan veneer weight was not included in the concrete seismic analysis. Brick weight is 40 psf. The assumed dead load of roof landscape loading over the entire roof used for the lateral analysis more than offsets the mass of brick veneer omitted in the concrete level lateral analysis. 13. Please provide an analysis for the brick veneer and attachment upon the response Sheet A-9.24 Now provided. JEI has utilized the prescriptive requirements for anchored masonry veneer as outlined in Section 6.2.2.5 of ACI 530.1/ASCE 6/TMS 602. JEI has added a Brick Tie Spacing Schedule on sheet S8.2 based on Seismic Design Category D in addition to "Brick Veneer" notes that have been added to the General Notes & Design Criteria sheet SO.2E and SO.2W. 14. EOR, please provide details and analysis for the ledger angle noted in this detail Sheet SO.1 E General Notes & Design Criteria Now provided. See calc. sheets MF1 for design of steel angle brick ledger. 15. Please add the values of the K (Wobble Frictions Coefficient) and Up (Curvature Coefficient) to the drawings. ACI 18.6.2.3 Now Conforms: A new section "FRICTION AND ELONGATION CALCULATIONS" has been added to sheets SO. IE and SO.1 W under "POST -TENSIONED CONCRETE" section with the following: COEFFICIENT OF ANGULAR FRICTION (meu): .07000 /radian COEFFICIENT OF WOBBLE FRICTION (K):.00140 radian/ft TOTAL ELONGATIONS SHALL BE BASED ON ANCHORING FORCE OF 28.9 KIPS: (P x L)/(A x E) = 28.9x(1xI2)/(0.153x28,000) = 0.081 in/ft of tendon length 16. EOR, please note that there shall not be any structural fill used since 5000psf allowable soil bearing pressure was used in the analysis. Geotechnical Report Item 11. Clarified as follows: Structural fill is only intended for use of the community building. JEI provided foundation design of the community building limiting bearing allowable to 3000 psf which is now clarified on sheet SO.1C. Footings under East Tower and West Tower shall bear on native till per geotechnical recommendations. JEI 0 August 26, 2013 Structural Review — Celebration Senior Living Apartments dated August 2, 2013 Permit Number 13-101310, 13-101312, or 13-10131313 17. Please submit a complete design of the detention vault in order to complete the review. All that was in the analysis submitted was for preliminary sizing only. A complete analysis is required. Now provided. In addition, to the original vault calcs. Find revised calc sheet V9 and sheets V 10 through V 12. A 12" concrete plank is utilized where larger gravity loads from compacted gravel occurs under the ramped slab on grade. Reinforcing for the 18" mat foundation is also reviewed. 18. Please reference the required details for the storm water tank. All that is noted is to see typical details on sheet S6.0 and S6.2. Complies. Sections are cut through the vault plans. Structural is for reinforcing and concrete member sizes. Coordinate with civil regarding access, pits, and stair ladder locations. 19. Please clarify where the stud rails are located at this level as required by design. Now revised. Stud rail Column Reinforcing Schedule on revised sheet 56.3 now clearly indicates all layout conditions 20. EOR, please provide a key for the PT analysis as compared to the drawings. It is not clear which is the banded tendon analysis and which is the distributive analysis based off the ECHO program. A key is required in order to complete the review. Clarified as follows: Calc. sheet S 1 shows a key of slab runs which are used as the basis for determining number of tendons and profiles utilized for both the West and East buildings. The runs provided have been done utilizing column tributary width in the direction where these runs occur. PT analysis does not distinguish between banded or distributed analysis. Banded tendons for this project are in the north/south direction for both the East and West towers and are called out as number of tendons on any given lettered grid line. Distributed tendons for this project are in the east/west direction for both the East and West towers and are called out as tendons per a given spacing. 21. EOR, please provide an analysis for the canopy system. Now provided. See calc. sheet MF2 attached for canopy framing analysis. 22. EOR, the PT slab is required to be a 3 hour lid. For unrestrained members in the slab the clearance to the tendon shall not be less than 2" and 1" for restrained. Some areas are considered unrestrained and show tendon placement without the proper clearance. IBC table 720.1(1) Now conforms. JEI has reviewed the tendon profiles shown on the East and West level 2 slabs and now shows a minimum CGS of 2.75 inches (2.5 inches clear) on unrestrained conditions and CGS of 1.25 inches (1 inch clear) on restrained slab conditions. 23. The edge slab portion is considered unrestrained and the tendon profile appears not to meet the required clearance for 3 hour lid. Please modify accordingly. Now conforms. See JEI response to item 22 previously. 24. 53.3 East Tower level 3 Floor Framing Plan -Per definition the diaphragm is classified as irregular. There are no positive methods to tie the diaphragm together as required per code. Please submit a diaphragm analysis and provide positive attachment of the wings at the discontinuity. ASCE table 12.3.1 and ASCE 12.3.3.4 Now provided. See JEI response to item 1 previously. 25. S3.3 East Tower level 3 Floor Framing Plan -EOR, please clarify what a ETI triangle means at wall mark W I. All the other wall has the triangle with only a number that corresponds to shear wall noted on sheet 58.2. Please clarify upon the response. Now Revised. These triangles with ETI are intended to be wall marks with numbers as indicated in the wall stud schedule on sheet 58.2. 26. Sheet 53.4 East Tower level 4 Floor Framing Plan - See comment for sheet S3.3 See JEI response to Items 24 and 25. 0141 0 August 26, 2013 Structural Review - Celebration Senior Living Apartments dated August 2, 2013 Permit Number 13-101310, 13-101312, or 13-10131313 27. Sheet 53.5 East Tower level 5 & 6 Floor Framing Plan - See comment for sheet S3.3 See JEI response to Items 24 and 25. 28. Sheet 53.6 East Tower Roof Framing Plan - Per definition the diaphragm is classified as irregular. There are no positive methods to tie the diaphragm together as required per code. Please submit a diaphragm analysis and provide positive attachment of the wings at the discontinuity. ASCE table 12.3.1 and ASCE 12.3.3.4 Now provided. See JEI response to item 1 previously. 29. Sheet S6.2 Concrete Sections And Details - Section 8: EOR, please provide an analysis for the embeddedIn ate per ACI Appendix D. Per check analysis it appears ties are required at the WHS. Now provided. See attached calculations MF3 through MF5 for analysis of embedded plate per AC1318 Appendix D. 30. Sheet 56.3 Concrete Column Elevations, Details. & Concrete Slab Reinforcement Schedule -Stud Rail 4, It is not clear, based off the plans, which stud rail applies where. For example you have 0.3-9 and you also have 0-3.Please show stud rails locations on the plan since not all columns are onrg id. - Schedule Now clarified. JEI has revised the "Stud rail Column Reinforcing Schedule" detail 4/53.3 to include conditions requiring multiple stud rail heights due to top slab steps. 31. The stud rail analysis has a stud rail height of 13.25 inches but the stud rails are not this high nor the slab thick enough to support this. Please modify accordingly. Clarified as follows: 13.25 inch high stud rails are for use in 15"thick slabs and 7.25 inch high stud rails are for use in 9" thick slabs. 32. Sheet STI East Sky bridge Elevations. Sections & Details - EOR please provide an analysis for the sky bridge. I could not find this in the submitted analysis nor was this in the index sheet. Please also note that on sheet S3.3 it is noted not in the permit phase. Since an analysis was not submitted and it is noted not in this permit phase, this sheet was not reviewed at this time. Now provided. Attached find calc. sheets CL4 through CL7 for the lateral analysis of the sky bridge walkway. 33. Sheet S8.1 Seismic Schedules & Misc. Details - Shearwall Schedule: EOR. please provide an anal for the shear capacity noted in the table 2306.3. IBC Table 2306.3 Clarification. The shear wall allowable values shown on Sheet S8.1 Shearwall schedule are taken from Table 4.3A of the SDPWS - 2008 publication. The nominal values specified in that table are divided by 2 to obtain the ASD design The values used on shear wall schedule of sheet 58.1 revised delta 1 are '/� of 1740 PLF, 1330 PLF, and 860 PLF or 870 PLF, 665 PLF, and 430 PLF respectively for nail spacing of 2", 3", and 4". Only 15/32" APA rated structural I panels are now specified. Now only APA structural I EXT sheathing is specified to take advantage of allowable design shear forces as scheduled. Reference to APA structural EXT above level 3 on general notes sheet S0.2E and S0.2W has now been removed. 34. Sheet S8.2 Roof and Floor Diaphragm Schedule: Please provide an analysis for the shear capacity noted in the schedule. It appears not to match table 2306.2.1 for the allowable capacity. IBC table 2306.2.1 Clarification. The roof and diaphragm values used are from Table 4.213 Nominal Unit Shear Capacities for Wood -Frame Diaphragms of the SDPWS - 2008 publication. Table values were divided by 2 to obtain ASD allowables. In addition, diaphragm attachment has been reduced by multiplying by 0.82 for Hem -Fir roof trusses if occurs. 35. Sheet 59.0 Misc. Sections and Details - EOR, please provide an analysis for the steel awning and the connections. This was not in the submitted documents in order to complete the review. Now provided. See calc. sheets MF2 through MF4 for steel awning framing and embedded connections. 5 JEI August 26, 2013 Structural Review — Celebration Senior Living Apartments dated August 2, 2013 Permit Number 13-101310, 13-101312, or 13-10131313 All changes on the revised structural sheets for this submittal have revisions delta 1 clouded. If you have questions or require further clarification regarding the above, please feel free to contact me. Sincerely, John Joehnk, .E., S.E. Joehnk Engineering, Inc. Encl: • Revised East Tower Structural Calculation Cover sheet and Index Sheet dated 8-28-13 regarding BP Revisions 8-28-13 (West Tower —Similar) • Revised Community Building Structural Calculation Cover sheet and Index Sheet dated 8-28-13 regarding BP Revisions 8-28-13 • Misc. Structural Calculation pp. F 11 -> F22, V9 -> V 12, C 1 A -> C 1B, MF 1 -> MF5, P6 -> P8, P 10, LDW6 -> LDW8 and CL4 -> CL7. • Table 4.2A_SDPWS_2008 • Table 4.3A SDPWS 2008 • Letter from Posten Engineering Systems regarding version 2005 dated April 8, 2005 0 JEI 0 ia LAstudiOLLC land planning It landscape architecture ; land entitlement August 28, 2013 R isr�013i2 RESUBMITTED Marty Gillis, Building Official AUG 2 7 2013 City of Federal Way CITY OF FEDERAL City Hall CDS WAY 33258 th Avenue South Federal Way, WA 98003-6325 RE: Permit #13-101310, 13-101312, 13-101313; Celebration Senior Living Apartments Marty: Below is our response to the three comments that pertain to the landscape documents prepared by our office: Page 2 - Type of Construction Response to Item #12: The proposed shade "Pergolas" located in the West and East Courtyards will be deferred submittal items. The intent is to use prefabricated structures by CRS, Inc. or similar. Page 3 — Green Roofs and Courtyards Response to Item #23: We will be using specialty "Green Roof and Roof Top Planting Mixes" provided by Cedar Grove Solutions. Please see the attached information describing the soil composition and Saturated Density information. Response to Item #24: Location of area drainage inlets in the east and west courtyards have been added to the landscape plans. See sheet L5 in the East Tower and sheet L7 in the West Tower. Please review and let us know if you have any questions or further concerns. Sincerely, The LA Studio, LLC Melvin R. Easter, Landscape Architect President 15200 52nd Avenue South Suite 210 Seattle, Washington 98188 206.204.0507 www.thelastudio.net ILLUMINATIO CELEBRATION SENIOR LIVING PORTION OF THE SE1/4, OF THE NE1/4 OF SEC.17, Tl 21 N., RGE 4 EAST, W. M. CITY OF FEDERAL WAY KING COUNTY STATE OF WASHINGTON Ili 1 I MKI—. I 1 I I ;II I 1 III I j I I III I I III I 1 III I I I'I O w I I 'Il j + 3 STA. 12+42.3, 1 2 stn; 21125 RT. ;;I 11; O U r_ I I III j 1 I III I L 1 11 14 1 I II 1 1 u [ I 1 O N f 1 1 i — 1 III . .... I 1 r .. :3 34 31; 39 1 1 II; .J9 ,4..1. ... .. I $TA. 11+72.2, ii1 .... <rrl r '�'- ` 1 2 sL�l 21125' RT. II' II 1 n� a q) 44, t _IfI:R 1 1 1 I n.w 1 I'VI I0 rAyr +c'-;1 Att n 444 1 !ry 1 2 sLs STA-1;114,03.5, li 21.2 RT. 6, + Lul 4{ gy .. 39, i4 v 00 z �. ' ' 1 STA. 1 +63.5, 0 n -7nrl 2 n a.2S i RT 1 n. _ ( N C 11�\vLL #1/L.IV `YvVI`hi •I/ — 1 e �rJ o: +� v l� J 3 N 93 -- y' 00+ 00 y 1+00 - N 2+00 -57 INSTALL STOP SIGN - I- W/ STREET NAME SIGNS -.--- - --------�---- - � W-__-------- -----V�---_- -- - '-�I-----x--�------------------ 1 STA1 +66.50 OFF*' 4.00'RT. �) n -Inrl n-+71n e nn n n r nhvC . Iv`rvv-I \u �l EASEMENT OR ELECTRIC STA: 2+4 .34 - _ - - — --- OFF: 1 3'RT : v, LO - �. P,t` 80 LF 5:1LO a J IJ 010 PAVEMENT TAPER ^ iii O Q� � II O O IIL ao z toINSTALL DOUBLE YELLOW RPMS I� ��`+ a 111 AT CENTERLINE OF TRAVELED WAY H t 1.1 N N (TYPICAL) PER FEDERAL WAY a 1 STD. DETAIL 3-17 z o+ `� z 115' CENTERLINE TAPER w I d II. I LLJ in M LUMINAIRE SCHEDULE: LUMINAIRE TYPE III CONSTRUCTION NOTES: NUMBER STATION DIST-WATTS CIRCUIT MTG. HEIGHT BASE PLATE MAST ARM BASE REMARKS POLE NUMBERS O1 INSTALL CONDUIT, JUNCTION BOX, FOUNDATION, POLE AND LUMINAIRE PER CITY 0+71.50, CITY OF 031.65' LT 150 WATT HPS A 30 FEDERAL WAY 10' CITY OF NEW LUMINAIRE 3549-01-SL10-01 OF FEDERAL WAY STANDARD DETAILS 3-39A, 3-40 AND 3-43. (S. 328TH ) STANDARD FEDERAL WAY O INSTALL CONCRETE BASE AND 100 AMP SERVICE CABINET PER CITY OF 2+51.50, 150 WATT CITY OF FEDERAL WAY STANDARD DETAIL 3-45 AT STA. 5+87, 35' LT SL2 31.65' LT HPS A 30' FEDERAL WAY t0 CITY OF FEDERAL WAY NEW LUMINAIRE 3549-01-SL10-02 O3 CONTRACTOR TO INSTALL CONDUIT AND CONDUCTORS TO THE POWER SOURCE (S. 328TH) STANDARD (POWER SOURCE LOCATION UNKNOWN AT THE TIME OF PLAN PREPARATION). 4+07.30, 150 WATT CITY OF PUGET SOUND ENERGY TO MAKE FINAL CONNECTION. CONTRACTOR OR SL3 31.65' LT HPS A 30 FEDERAL WAY 10 CITY OF NEW LUMINAIRE 3549-01-SL10-03 DEVELOPER TO COORDINATE FINAL CONNECTION AND POWER SOURCE LOCATION SOUND ENERGY INCLUDING SERVICE APPLICATION. (S.,328TH) STANDARD FEDERAL WAY WITH PUGET 5+87.10, 150 WATT CITY OF ® CENTERLINE STRIPING ON SOUTH 328TH STREET SHALL BE DOUBLE YELLOW SL4 31.65' LT HPS W/ A 30' FEDERAL WAY 10 CITY OF NEW LUMINAIRE 3549-01 -SL1 0-04 CENTERLINE (DYCL) PER FW DWG. 3-17 AND SHALL CONSIST OF PAINT WITH (S. 328TH) PHOTOCELL STANDARD FEDERAL WAY R.P.M. O5 SINGLE PHOTOCELL SHALL BE PROVIDED ON POLE NEAREST TO THE SERVICE 10+65.50, CITY OF SL5 21.25' RT 150 WATT HPS A 18 FEDERAL WAY N/A CITY OF NEW LUMINAIRE 3549-01-SL10-05 CABINET. (13TH PL. S.) STANDARD FEDERAL WAY SL6 11+03.50, 21.25' RT '150 WATT HPS A 18 CITY OF FEDERAL WAY N/A CITY OF NEW LUMINAIRE 3549-01 -SL1 0-06 (13TH PL. S.) STANDARD FEDERAL WAY NOTE: SEE CITY DWG. #3-40 AND 3-41 ON SHEET R5 FOR SL7 11+72.20, 21.25' RT 150 WATT HPS A 18' CITY OF FEDERAL WAY N/A CITY OF NEW LUMINAIRE 3549-01-SL10-07 WIRING INSTALLATION. (13TH PL S.) STANDARD FEDERAL WAY WIRING SCHEDULE' NOTE: SCHEDULE 80 CONDUIT SHALL BE USED FOR 12+42.30, 150 WAIF CITY OF UNDER STREET AND DRIVEWAY. SCHEDULE 40 MAY SL8 21.25' RT HPS A 18' FEDERAL WAY N A / CITY OF NEW LUMINAIRE 3549-01-SL10-08 BE USED ELSEWHERE. (13TH PL. S.) STANDARD FEDERAL WAY RUN CIRCUIT CONDUCTOR CONDUIT REMARKS GENERAL REMARKS: ® 1. LUMINAIRES SHALL BE HIGH PRESSURE SODIUM VAPOR GE OR APPROVED EQUAL WITH A PHOTOCELL ON SL4. 2. STREET LIGHTING STANDARDS SHALL BE TAPERED AROUND ALUMINUM WITH DAVIT BRACKET ARM, WITH 5'-9" RADIUS. A 3 No. 8 2" PVC SCHEDULE 40 - J-BOX TO J-BOX 3. LUMINAIRES SHALL BE LOCATED AT LEAST 6' BEHIND THE CURB WITHIN THE LANDSCAPE STRIP. IF LESS THAN 6' LANDSCAPE STRIP, LUMINAIRES SHALL BE LOCATED BEHIND SIDEWALK. A 3 No. 8 2" PVC SCHEDULE 80 - J-BOX TO LUMINAIRE HANDHOLE 4. LUMINAIRE- ARM LENGTH SHALL PROVIDE FOR A 2.' LAMP OVERHANG IN FRONT OF THE CURB FACE. 5. ALL STREET LIGHTING DESIGN PLANS SHALL BE STAMPED BY A PROFESSIONAL ENGINEER REGISTERED IN WASHINGTON AND APPROVED Q BY CITY STAFF. A 3 No. 8 2" PVC SCHEDULE 80 - J-BOX TO J-BOX 6. INSTALLATION OF STREET LIGHTS SHALL CONFORM TO CITY STANDARD DETAILS AND SPECIFICATIONS. ® A 3 No. 2 2" PVC TO SERVICE CABINET SCHEDULE 80 - PWR SOURCE I :�E $ I I STREET LIGHTING NOTES: 1. THE CONTRACTOR SHALL ACQUIRE AN ELECTRICAL PERMIT FROM THE CITY'S BUILDING DEPARTMENT. THE ELECTRICAL PERMIT SHALL BE KEPT IN THE UPPER BAY OF THE SERVICE CABINET. 2. UPON COMPLETION OF UNDERGROUND INSTALLATION OF POWER FROM POWER VAULT OR POLE TO SERVICE CABINET, CONTRACTOR SHALL NOTIFY THE BUILDING DEPARTMENT. UPON FINAL ELECTRICAL PERMIT APPROVAL, THE ELECTRICAL INSPECTOR WILL PLACE AN APPROVAL TAG NEXT TO THE METER BASE SO THAT ELECTRICAL SERVICE CAN BE AUTHORIZED. 3. THE CONTRACTOR SHALL COORDINATE POWER SOURCE AND SERVICE LOCATION WITH THE UTILITY COMPANY. 4. THE CONTRACTOR SHALL CONTACT THE UTILITIES UNDERGROUND LOCATION CENTER (1-800-424-5555) AT LEAST 3 DAYS BEFORE DIGGING. 5. FIELD ADJUST POLE BASES TO BE LEVEL WITH SIDEWALK SURFACE (SEE CITY STANDARD DRAWINGS 3-39A AND 3-43). 6. LOCATE LIGHT POLES SO THAT THE POLE IS A MINIMUM OF SIX (6) FEET BEHIND THE FACE OF CURB, AND THE LUMINAIRE EXTENDS TWO (2) FEET BEYOND THE FACE OF CURB. LIGHT POLES SHALL NOT BE LOCATED WITHIN THE SIDEWALK. POLE BASES MAY BE LOCATED WITHIN THE SIDEWALK ONLY WITH CITY APPROVAL. 7. JUNCTION BOXES SHALL BE LOCATED BEHIND THE SIDEWALK, AND WITHIN FIVE (5) FEET OF THE POLE. 8. CONDUIT SHALL BE SCHEDULE 80 PVC UNDER ALL STREET AND DRIVEWAY CROSSINGS. SCHEDULE 40 PVC CONDUIT IS ACCEPTABLE UNDER LANDSCAPED AREAS. 9. IMMEDIATELY FOLLOWING FINAL INSPECTION OF THE STREET LIGHT SYSTEM BY KING COUNTY, ALL STREET LIGHT SYSTEM J-BOXES SHALL BE SPOT WELDED SHUT USING A 1"WELD ON OPPOSITE CORNERS. G A NOTE: INSTALL ONE—WAY (R3-2) ---- --- �1 o SIGN PER MUTCO IN 11l oo THE MEDIAN ON ll z PACIFIC HWY. SOUTH. 1 FL in rl Cc LO a EX. STOP SIGN j„ a PROVIDE NEW POLE {ill w c-4 WITH STREET NAME �gl EX. J-BOX SIGNS STOP SIGN AND ONE-WAY SIGN (R3-2). J.l EX, SIGNAL BOX " 1 ,I I I -1: I III Lk) I uVLt I I $ I S [3-1W312- 13- (C71 310 �3- 1013�3 PERMIT NO. 13-101310-00-MF APPROVED DATE —1 MORGAN DESIGN GROUP Lac Architecture & Building Envelope Consulting 11207 Fremont Ave N Seattle, WA 98133 Tel: 206-375-3397 Fax: 866-847-6420 www.morgan-design.net Corporate Member of A.I.A. JOB: 2012032 VGHAJ mT iWI �Z Zlp 0y CONTACT:T�H� encvN�� ALI SADR, P.E. 425-251-6222 24661 GI`TE NA L Z lL U 77 J 0 W (fi Z C �o tJ W In O =10 q 0 LU 0 LL1 N a Uw�� # 12-103253-00-PC X 0 n Where your friends live. CD SHEET ILLUMINATION AND CHANNELIZATION V) PLAN rn o N 7 0I/27/14 PER CITY REVIEW a W6 12/11/13 PER CITY REVIEW 5 I I/21/13 CONSTRUCTION SET 04 N Z 4 051251)3 BPMKEMAVEN REVIEW °J E 3 0607/13 PER CI PREVIEW 1 O DATE REVISION 0 0 COPYRIGHT: USE OF THIS DRAWING WITHOUT AUTHORIZATION OF MORGAN p, DESIGN GROUP IS PROHIBITED WITHOUT THEIR WRITTEN CONSENT © 2013 MORGAN DESIGN GROUP I L0 DATE I I/ l 4/ 1 2 7- SCALE: 1 "=30' H c DRAWN: MDY DESIGN:� A5 o+ y IGp BCG #=78 1' ZSHEET # o O� K4of5 u