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13-101310
.�' Ci+, oflyderal Way ? Community & Econ. Dev. Services 33325 8th Ave S Federal Way, WA 98003 Ph: (253) 835.2607 Fax: (253) 835-2609 fes.-' ' t>c��•��.�11 Permit #: 1310131- .N1 ■I L fft"" - linspectilon Request Line: (263) `'8''3,59-3060 Project Name: CELEBRATION SENIOR LIVING APARTMENTS- EAST TOWER Project Address: 1524 S 328TH ST Parcel Number: 172104 9004 B Project Description: NEW - Construction of a 193,296 square foot, 6 -story senior living apartment building, including associated site improvements. Plumbing & mechanical part of this permit. Separate electrical permit required. QWne ARRlicant Contractor Lender CELEBRATION SENIOR LIVING JOHN PARSAIE INTER -CITY CONTRACTORS INC OWNER IS LENDER ASSOCIATES LIMITED MORGAN DESIGN GROUP LLC INTERCI977PZ (10/9/15) PARTNERSHIP 11207 FREMONT AVE N 17425 68TH AVE NE 201 27TH AVE, SE BLDG A-300 SEATTLE WA 98133 KENMORE WA 98028 PUYALLUP WA 98374 Census Category: 105 - New 5- or More Family Building Includes: #1 #2 #3 #4 1 Occupancy Class: Construction Type: Occupancy Load a� Floor Areas . ft. 0 0 0 0 Additional Permit Information luilding Pre -con. Meeting Required?....................Yes Mechanical to be Included? .................................... Yes \amber of Stories.................................................6 Permit for Building Shell Only? ............................. NJo PIvrnbirg to be Included?.......................................Yes Special Inspection(s) Required? ............................. Yes New / Additional Sq. Feet - Total .......................... 0 Zoning Designation ................................................ �C No Fixtures Associated With This Permit 11 FCONDITIONS: ' 1 1. Prior to Certificate of Occupancy all frontage improvements along South 328th Street and 13th Place South shall be constructed.. 2. Prior to Certificate of Occupancy, the applicant shall install a pedestrian refuge island crosswalk with .rectangular rapid flashing beacon on 13th Place South nogrt4t dth328th Street to improve pedestrian safety. 3) Prior to Certificate of Occupancy, all right -of- cations and easement relinquishments shall be recorded. •l. Prior to issuance of a certificate of occif the applicant will be required to sign and record at King t'raun Records and Elections an affordahousin covenant that has been reviewed and approved b the t3' g P. Y 1.:;:�ty's Law department. 5". ?rior to issuance of a certificate of occupancy, the applicant will be required to sign and record at King \7ounty Records and Elections a covenant stating the housing is exclusively for the elderly and no children will elide in the development; that must be reviewed and approved by the City's Law department r. 1 2!z1r- t tower shall bo; ferifiedl5i the IfIc �Certificate otUj;qpvVcy.--?Ie.9 =,pner :� rier to issuance of a e issuance set un a landscape -835-2641 to set up a landscape inVec car $P50:ne6r., at 253 35-2t 1" d PERMIT EXPIRES Monday, September 22, 2014 Permit Issued on Wednesday, March 26, 2014 I hereby certify that the above information is correct and that the construction on the above described property and the occupancy and the use will be in accordance with the laws, rules and regulations of the State of Washington and the City of Federal Way. Owner or agent: lk4l .1 Date: 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 Cox staff. ti Tenant Name: CELEBRATION SENIOR LIVING APARTMENT Permit #: 13 -101310,00 -MF Address: 1524 S 328TH ST Includes. #1 #2 #3 #4 Occupancy Class: Construction Type: Octupancy Load - Floor Area (sq. ft.) 0 1 0 1 0 1 0 1 Owner Name: CELEBRATION SENIOR LIVING ASS Owner Address: 201 27TH AVE SE BLDG A-300 PUYALLUP WA 98374 o Building Official 0141 1'1-� — Date The priority focus in the review and inspection made by the City prior to issuance of this Certificate was on those matters which experience has shown most severly affect the health and safety of the general public. Although the City has made as complete a review and inspection as is reasonably possible (within budgetary time and personnel limitations), the City neither guarantees nor warrants to the owner / occupant or to any other person that this Certificate evidences strict compliance with each and every ordinance or regulation of the City or the State of Washington affecting the construction or use of said structure or the land upon which itis situated. Such compliance is the responsibility of the owner and/or occupant of the premises. THIS,CARD IS TO D' UN=, Cr" A �.:.. C: &Arhetion ACTS Cid , F@Ci by INSPECTION REQUE TS: (253) 835-3050•, i3- WSW -00-VUP PERMIT #: Address: 1420 S 328TH ST Project: CELEBRATION SENIOR LIVING AE 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. Framing (4120)Insulation Footings/Setback (4110) 0 Foundation Wall (4115) 0 Drainage/Downspout (4040) Slab/Concrete Floor (4255) Approved to place concrete Approved to place concrete or grout Approved to place concrete Approved to backfill By Date By Date By Date Framing (4120)Insulation Re -steel (4215) Approved to insulate Plumbing Groundwork (4190) E] Slab/Concrete Floor (4255) Date Approved to place concrete or grout Date Approved to cover E] Approved to place concrete By Date Suspended Ceiling Grid (4265) By Date By Date By V4 Date -7 (,F. I (�' By Date 1 Shear Walls (4245) Floor Sheathing (4105) Underfloor Framing (4285) Final _ Mechanical (4065) Approved to sheath floor Approved Approved to install flooring By Approved to install siding By Date By Date By Date ❑ 0 Mechanical Rough -in (4165) Rough Plumbing (4230) Roof Sheathing (4220) Approved to install roofing Approved Approved By Date By Date By VIQ Date T E] Prior to scheduling a Framing inspection; Fire/Draft Stops (4095) Gas Piping (4125) Approved to release test Approved Electrical, Plumbing & Mechanical Rough -in and By Date By Date Fire/Draft Stop inspections must be signed -off and approved. IBC 109.3.4 Framing (4120)Insulation (4150) Approved to insulate Final Electrical Approved Approved to install wallboard By Date By Date By E] Final - Fire Department (4060) Date Suspended Ceiling Grid (4265) Approved to drop tile Approved By V4 Date -7 (,F. I (�' By Date Final - Public Works (4080) Final _ Mechanical (4065) Approved Approved By Date By W-�, Date I 0 Final'- Building (4050) Approved By U1/Jj Date Q 4 Gypsum Wallboard Nailing (4130) Approved to install mud & tape By Date _ g - Final - Planning Approved % By Date -7 iV11 Final - Plumbing (4075) Approved By Date '1 Rough Electrical Approved Final Electrical Approved Right of Way Approved By Date By Date By Date Ll l `i S ettAol.S OL suW 4 74 ty �',� S 0(<- -b ocw. Rc• S; -.c — S . s. G71 i 1 (Lt V-0 PC_ g+cam P -T - I b - olt- +o -- S. t• t y V-0�G- S+G ( I ^Kk l5K-k INw l l Lmx.� T5112 tav ., to - p+ -r +-t' o" LitAc P -' ►o +o 5-11,4 1 14 Re. I N4 of vaw(�- - S•�. 5 (lei (t�-I ( 1—�y4eviw Vat -4 We -Os GoIt�VNh S -Si—i Cks4 Gcrr, S V-�C to Z I•{ IZG-5 cf- side �pvcaGl -Rjof�' s S�tw� w�l1t � 5 I'14 23�'l� lin V 11 1N IMS�� l�' atlS UKe.5 V -W y - 5.s. 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V, j V 3 e VA; `-t 2') 15- �3 11VIA , C ww wvn �u v}� at - Dv w �,cl ra wcv�•v,�d N fit �c� r► ow�-s - 't (Zq 15- V43 PAVKC.1 -ov- IA l ovwan,oh 6k, Udirl GOvcr 6k-. v - Pres!;Wt Tc fw- p .: 1K r c ow. - 'Dv&h4,j 1A A C<Aivk0v-. 6&Ae f, CAXw, •C Ikk 9-014 T6 Of Gl�r.a4u m uckoWcAl'o am Ll r U E 0 U � Op v H � Q7 � w U E ' CDvat co o. �ct:i OR n o v n o � n 07ECEIVED PERMI Cl" OF T APPLICATION Federal Way 2 1 2013 } 2 CITY OF FEDERAL WAJYI/JI PERMIT NUMBER 3 1,n U _ ' l ' TARGET DATE ��y, /1 / �/ 1A +-� ✓✓ �� ll VV SITE ADDRESS SUITE/UNIT # 32723 Pacific Highway South East Tower PROJECT VALUATION ZONING ASSESSOR'S TAX/PARCEL # $ 15,000,000 BC 1 721 04 -9004-09 TYPE OF PERMIT EXBUILDING PLUMBING_AIECHANICAL &DEMO-LITION ENGINEERING F4RE,VENTI0N NAME OF PROJECT Celebration Senior Living Apartments - East Tower The Project is a residential development comprised of 189 -unit independent rental retireme PROJECT DESCRIPTION Detailed description of work to commu ity with various income levels with structured park'no 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 MAILING ADDRESS 201 - 27th Avenue SE, Building A, Suite 300 E-MAIL Bryan P@housing4seniors.c CITY STATE ZIP Puyallup WA 98374 NAME PHONE Inter -City Contractors, Inc. 425-806-8560 MAILING ADDRESS E-MAIL CONTRACTOR 17425 68th Avenue NE q reg @intercit contractors. 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 PRIMARY PHONE 206-375-3397 APPLICANT MAILING ADDRESS 11207 Fremont Avenue N E-MAIL john@morgan-design.net CITY Seattle STATE WA ZIP 98133 FAX 866-847-6420 PROJECT CONTACT NAME Same as the Applicant PRIMARY 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 $S,000 or more (RCW 19.27.095) MAILING ADDRESS, CITY, STATE, ZIP PHONE I certify under penalty of perjury that I am the property owner or authorized agent of the property owner. I 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 authorized by the issuance of a permit. I 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 city as apart of this application. SIGNATURE: DATE 03/21/2013 PRINT NAME: Bryan M. Park Bulletin #100 — January 1, 2013 Page 1 of 3 k:AHandouts\Permit Application it n • 4W GENERAL INFORMATION CRITICAL AREAS ON PROPERTY? WATER PURVEYOR VALUE OF MECHANICAL WORK MECHANICAL PERMIT None noted. Lakehaven Utility District $ 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 remain AIR HANDLING UNITS FANS GAS PIPE OUTLETS OTHER (Describe) ` AIR CONDITIONER FIREPLACE INSERTS HOODS (Commercial) — BOILERS FURNACES HOT WATER TANKS Gas) Occupancy Group(s) COMPRESSORS GAS LOG SETS REFRIGERATION SYST Area Totals DUCTING GAS PIPING WOODSTOVES TOTAL FIXTURES GENERAL INFORMATION CRITICAL AREAS ON PROPERTY? WATER PURVEYOR VALUE OF PLUMBING WORK PLUMBING PERMIT None noted. Lakehaven Utility District $ Not included Indicate how many of each type offtxture to be installed or relocated as part of this project. Do not include existingftxtures to remain. BATHTUBS or Tub/shower combo) LAVS Hand sinks TOILETS WATER PIPING DISHWASHERS RAINWATER SYSTEMS URINALS OTHER (Describe) DRAINS SHOWERS VACUUM BREAKERS Occupancy Group(s) DRINKING FOUNTAINS SINKS Kitchen/Utility) WATER HEATERS (Electric) Area Totals HOSE BIBBS SUMPS WASHING MACHINES TOTAL FIXTURES GENERAL INFORMATION CRITICAL AREAS ON PROPERTY? WATER PURVEYOR SEWER PURVEYOR VALUE OF EXISTING IMPROVEMENTS None noted. Lakehaven Utility District Lakehaven Utility District $0.00 R-2, A-3, & S-2 v-Alka z 1S f 3 ......................._...._..._..._..._......._..._..._....................._......_...I. ......._............_....................._............._......._........_.. FIRST FLOOR (or Mobile Home)=......... $ EXISTING/ PREVIOUS USE LOT SIZE (In Square Feet) EXISTING FIRE SPRINKLER SYSTEM? PROPOSED FIRE SUPPRESSION SYSTEM? Dunn Lumber Store 150,796 SF ❑ Yes i�( No Yes �:i No RESIDENTIAL - NEW OR ADDITION AREA DESCRIPTION (in square feet) EXISTING PROPOSED TOTAL FOR OFFICE USE ................... _.._... ... .... ....... ......,.......................... ... ............................................................. ........ .... ... .... ... ........... .... BASEMENT NEW BUILDING 193,296 R-2, A-3, & S-2 v-Alka z 1S f 3 ......................._...._..._..._..._......._..._..._....................._......_...I. ......._............_....................._............._......._........_.. FIRST FLOOR (or Mobile Home)=......... 189 residential units ADDITION .. ........ ...... (.....1....If...0... ........ ......... .... -............... SECOND FLOOR COVERED ENTRY DECK COMMERCIAL — REMODEUTENANT IMPROVEMENTS L..- ... A._J�._..._..=._....... .......... •l-.i...�p...�}.....d................................................. ._..._.'..._......_...... 3 9._�..2............ .... ........ ......... ........ }........ _. .............. .... .... .._._... _._.... _....... __._... _... _ GARAGE ❑ CARPORT ❑ OTHER (describe) Occupancy Group(s) Construction Type # of Stories l .............. _... .... _... ... .... .... .... ........ ._._... ------- _...................... _........ _............. _..... _ .......... .................... . Area Totals EXISTING PROPOSED TOTAL **NEW HOMES ONLY** TENANT AREA ONLY ESTIMATED SELLING PRICE $ # OF BEDROOMS COMMERCIAL — NEW/ADDITION AREA DESCRIPTION Area in Square Feet Occupancy Group(s) Construction Type # of Stories Additional Information NEW BUILDING 193,296 R-2, A-3, & S-2 IA & VA 6 189 residential units ADDITION COMMERCIAL — REMODEUTENANT IMPROVEMENTS AREA DESCRIPTION Area in Square Feet Occupancy Group(s) Construction Type # of Stories Additional Information TOTAL BUILDING TENANT AREA ONLY PROJECT AREA ONLY Bulletin #100 —January 1, 2013 Page 2 of 3 k:\Handouts\Permit Application a King County _ Department of Development and Environmenta ervices Building Services Division 900 Oakesdale Avenue Southwest Renton, 9807-5212 06 296-6600rngton TTY 206-5296-721712 .6 101 a 10 &.I -/- Web date: 04/26/2007 WATER AVAILABILITY: KING COUNTY CERTIFICATE OF S vy WATER AVAILABILITY ✓ ERU v l' For alternate forrnats, call 206-296-6600. 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 Number Building Permit ❑ Short Subdivision ❑ Preliminary Plat or PUD ❑ Rezone or other: ✓ Applicant's name: Proposed use: Location (attach map and legal description if cessary): Name DECEIVE® CDS a. Watei can be provided by service connection only to an existing e ►NLH bt AL—A, (size) water main that is OR TF faex-fraw,the site. b. Water service will require an improvernent to the water system of: ❑ (1) feet of water main to reach the site; and/or i F t}gyp I T1cirsA� ►�YDRA�v tS o2 (2) The construction of a distribution system on the site; and/or Ch FIK<- PA-rr-C-nC J SYS iZM A-�L INN MI), (3) Other (describe): A i�( �� i <<_ " ILL, f 11ZWUt _&)! 1;2' a. OR The water system is in conformance with a County approved water comprehensive plan. J. 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.) 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. J 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 () tJ - S r feet #e n4he-buf♦ckng/property-(or as marked on the attached map): Rate of flow at Peak Demand: ❑ less than 500 gpm (approx. gpm) ❑ 500 to 999m n 9P 1000 gpm or more ❑ flow test of gpm 161 calculation of acx) gpm Duration: El less than 1 hour ❑ 1 hour to 2 hours] 2 hours or more Other. 5e t 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. N a. OR Water system has certificates of water rights or water right claims sufficient to provide service. ❑ b. Water system dpes not currently have necessary water rights or wate,r right claims.. v/ Comments/conditions: tn/4t�� Sr4;'i C( = C�"'Ncc l0J1J lNePt.1 CA��l '�E ttL)I(-o 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 Agency name Signatory Title Signature - -----_ ._--- -- Highest in Pressure Zone Elevation of Property ( S ' Lowest %_...SG.(-' M -- %a XA Ij/1 y Date Est Min. r Max Pressure y L. psi . _.._.._ The District, at its sole discretion, reserves the right to delay or deny water serv_ice based upon capacity limitations in District and Other Purveyor facilities. Water availability form Rev. 05-19-2003 k Page 1 of 1 Page 2 of 2 1721049Da4 cV $ _g �g 8 —r �~ c 1621049048 03809D0010 i t' 4380900020 M r CO OD O. &MM30 3 1621049051 N r 8 $ 1721049397 r � cy n T 162 $ 1049025 cc 7- B B T 03809D0045 CN T s $ D38490D44D ; T' 0 /621049024 r /721049314 N 1721049004 II 8 8 $ U N FC 8 8 1621049054 On-site Water al d Hydrardar1721447777 °D 328TH w f 1721049069 {� oo I 79788fiCYJ2D 4 cy o 172104907$ 1721049065 r r I —� " B 8 L_ -- a & - 797880000 I 17210491021 1721049{779 °Q 7978a00 m � 1 I PARK 12 1721049041 r , $_ 8 r 797WODD80 �I � � � ti 7978840100 1721049068 pp TI r /721049034 ' oo I 7978800120 11 17 I U 1721049074 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. littl):Hcolumbia/lion/map.aspx 10/29/2012 LAKEHAVEN UTILITY DISTRICT Hydraulic Model Fire Flow Estimate Request/Reporting Form Requested By: Brian Asbury Date: 9/6/12 Location to be Modeled: parcel 1721049004 Lakehaven''A Section Grid: J-09 htterscction: S 328°i St & 14`I' Ave S Add. Description: See attached snap Pressure Zone: 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 gpnn within single family residential areas (including duplexes) and 2500 gpnn for multi -family, conunlercial, 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 1 1721Lti1 t��ao�•��•aIs o tti3t�9cca;u ._I JM w`1,721L�19�ti1. I ���:� - --.�— --- —_ –_UNIT._ 3 � _B`•_ 172'1LW777i -- -- 320TI1 , �L 172:I1w909 'a US �n LAL 1721tW93u5 121 C-073-� �l -_ �_-- 172'li:•�19102' 172_IiWaJ79. .133ft O 2006: Laftehaven Utility District neither warrants nor guarantees Ole accuracy of any facilityinformallai shown. racilily locations and conditions are subject to field verification. littp:Hcolnmbi,i/lion/nlap.asps 7/25/2012 FILIEKing County Department of Development and Environmental Services Building Services Division 900 Oakesdale Avenue Southwest is A 0 Renton, Washington 98057-5212 206-296-6600 TTY 206-296-7217 e5� �- Web date: 04/26/2007 SEWER AVAILABILITY KING COUNTY CERTIFL.CATE OF SEWER AVAILABILITY ERU 2,i For alternate formats, call 206-29Q-6600. This certificate provides the Public Health - Seattle & King County Department and the Department of Development and Environmental Services with information necessary to evaluateJUe DL=nt nrnno Do not write in this box Number Name ✓ e'j Building Permit ❑ Preliminary Plat or PUD CITY OF FEDERAL WAY ❑ Short Subdivision) ❑ Rezone or other: CDS Applicant's name: �V D S \/' Li (it ,� ✓ Proposed use: Location (attach map and legal description if ne essary): 1: �;4 "W1! -t% 1. a. Sewer servicecan be oroviriPri by Ci(iP 4PIAIPr �nnno.-+ice„ i„ ---- -� - _ ry w an cAIOMJyy i, --h 1MIN, size sewer OR OrV -- S i TF— _ 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 El(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. ❑ b. Annexation or Boundary Review Board (BRB) approval will be necessary to provide service. V/ 4. Service is subject to the following: a. Connection charge: To &C C prL-ty LAil—,7 b. Easement(s): A'S t ;� )l16t4t C. Other: Sv,� �� S((' /k ( t�- C a w N =ok)oa i eC�Z*-) f-1- 14- (Qu i (-09, Comments: * The District, at its sole discretion, reserves the right to delay or deny server 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 _ Et")(,1 tco Title S' natory nal e /o /Z Signature -90 to/m/1 y Date server availability forn.doc b-cert-sewer.pdf 02-07-2002 Page 1 of 1 • Page 2 of 2 -1721049MA s r 1521049043 03�J9^.yJ010 0380904020 � I � � �1n21049051 {a38'J900030 ty 1721049097 c r 15210490251 � �09fl0?45 `I o r 8rr 0384900040 N r 1621049024 r 1721049014 - 1721449444 art r 16521049054 __1721447777 --- 326TH Otl1 It sewer�C _I LL 7978800024 1721049055 r 1721049078 J 7978800040 7978840050 lT21049102F 1721049079 T PARK 1721049445 7978800480 S `I 7978300100 1721049068 tv 1721049034 7978800124 U 215ft 1� 1721449474 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. littp://colunlbla/lion/map.aspx 10/29/2012 Joehnk Ler' "InC. Structural Engin a August 26, 2013:, Eagle Eye Consulting Engineers 12610 131O C/o City of Federal Way 33325 8th Ave South Federal Way, WA 98063-9718 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 272013 O R 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 gvpsum 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 l/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 Walkwav 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 workine with a phased submittal. Now provided. In addition to the structural calcs. SB I 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 218t' 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, S1.6, S3.3, 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 -#7 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 analvsis_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. Pleaseclarify 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. KI was unable to find in the analysis the seismic surcharge pressure on the concrete wall below grade 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. 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: I V sloped backfill. 2 JEI August 26, 2013 • Structural Review — Celebration Senior Living Apartments dated August 2, 2013 Permit Number 13-101310, 13-101312, or 13-10131313 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 calc. sheet C I and C I B 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. 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. 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. 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 upon 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. 0 --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 58.2 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. / EOR, please provide details and analysis for the ledger angle noted in this detail Sheet SO.1 E General VVV ��`Notes & Design Criteria Now provided. See calc. sheets MF1 for design of steel angle brick ledger. 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.1 E 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(1 x 12)/(0.153x28,000) = 0.081 in/ft of tendon length 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. 3 JEI August 26, 2013 Structural Review — Celebration Senior Living Apartments dated August 2, 2013 Permit Number 13-101310, 13-101312, or 13-10131313 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. 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. 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 EOR, please provide a key for the PT analysis as compared to the drawings. It is not clear which is the 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. ?EOR, please provide an analysis for the canopy system. Now provided. See calc. sheet MF2 attached for canopy framing analysis. Y - 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 I" rrestrained. 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. 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. 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. mark W 1. 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. Sheet S3.4 East Tower level 4 Floor Framing Plan - See comment for sheet S3.3 See JEI response to Items 24 and 25. 4 JEI August 26, 2013 • • Structural Review — Celebration Senior Living Apartments dated August 2, 2013 Permit Number 13-101310,13-101312, or 13-10131313 P—Sheet S3.5 East Tower level 5 & 6 Floor Framing Plan - See comment for sheet S3.3 See JEI response to Items 24 and 25. 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. ,heet 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 AC1318 Appendix D. ,8heet S6.3 Concrete Column Elevations, Details, & Concrete Slab Reinforcement Schedule -Stud Ra 4; It is not clear, based off the plans, which stud rail applies where. For example, you have Q.3-9 and you also have 0-3.Please show stud rails locations on the plan since not all columns are on arid. – 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. Xorthe 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. 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 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. / Sheet S8.1 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 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 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. Sheet S8.2 Roof and Floor Diaphragm Schedule: Please provide an analysis for the shear capacit 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. 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. 5 JEI August 26, 2013 40 0 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, 4 John Joe2—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 -> M175, 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 i August 26, 2013 Eagle Eye Consulting Engineers C/o City of Federal Way 33325 8th Ave South Federal Way, WA 98063-9718 Attn: Re: Hoyt Jeter, P.E., ICC Certified Plan Examiner Celebration Senior Living Apartments dated August 2, 2013 Permit Number 13-101310, 13-101312, or 13-10131313 JEI Project Number C05 Dear Mr. Jeter: J0eF,,,,a,�r i eri C'.Structural e 13 - 10 1310 C 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 desmon 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 talc. sheet P5. Formerly, JEI submitted talc. 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 talc. 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/confine 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 S7.1. Additional steel details are also shown on S9.0. 22. Provide a general load analysis for therg avity 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 workingwith ith a phased submittal. Now provided. In addition to the structural talcs. SB 1 through S137 for the gravity design of the sky bridge girders submitted with community building calculations previously, JEI is attaching talc. sheets CL4 through CL7 for the lateral analysis of the sky bridge walkway 9513218 1h Ave NE, Redmond, WA 98053 Phone 425-861-7680 U 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 reauired 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 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 reauires 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 requiredep r 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 vielding 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 calc. sheet CIA and C 1B 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 analvsis for the narking earaee point load 3000 hounds 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 analysisppears not to include this in the dead weight. EOR, please clarify upon 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 analvsis 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 SME and 50.1 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(1x12)/(0.153x28,000) = 0.081 in/ft of tendon length 16. EOR, please note that there shall not be anv structural fill used since 5000nsf allowable soil bearine 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 �r .J 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 V10 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 storm water tank. All that is noted is to see typical details on sheet S6.0 and 56.2. 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 I 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. 53.3 East Tower level 3 Floor Framing Plan -EOR, please clarify what a ETI triangle means at wall mark W 1. 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 58.2. 26. Sheet S3.4 East Tower level 4 Floor Framing Plan - See comment for sheet S3.3 See JEI response to Items 24 and 25. 4 SEI A4 • 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 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 irre ug lar. There are no positive methods to tie the diaphragm together as required per code. Please submit a diaphragmanalysis 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 56.2 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 M175 for analysis of embedded plate per ACI318 Appendix D. 30. Sheet S6.3 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 O-3.Please show stud rails locations on the elan since not all columns are on arid. - 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 Skv bridge Elevations. Sections, & Details - EOR, please provide an analvsis 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 analvsis 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 analvsis 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 58.1 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 58.2 Roof and Floor Diaphragm Schedule: Please provide an analvsis for the shear capaci 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. 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. Fl l -> 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 n • I-MLAstud i4LLC land planning landscape architecture `! land entitlement August 28, 2013 s A 10 Is to RESUBMITTED AUG 2 7 2013 Marty Gillis, Building Official CITY OF FEDERAL WAYCDS City of Federal Way City Hall 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 • • CEDAR GROVE SOLUT10itN ..... LANDSCAPE & CONSTRUCTION SERVICES COMPOS N -------------- - ------------- - ......--..._.. - -- - .._...- �01t+® www.cedar-grove.com/services.asp Green Roof & Rooftop Planting Mixes Green Roofs can provide valuable environmental benefits and attlR,5NTT,ED Lightweight, well -drained soil mixes are critical to successful green roofs—and compost is a vital component that helps provide nutrients, water stora6�,%Aa 413 life for successful plants. CITY OF FEDERAL WAY CDS Optimal soil mixes and depths for green roofs depend on site-specific factors including planting type, microclimate and structural support. Green roof plantings are commonly divided into two types: "Extensive" and 'Intensive". Examples of each are shown at right. Cedar Grove provides two green roofs soil mixes, plus custom blends. Cedar Grove Green Roof Mix is frequently used for extensive green roofs. Cedar Grove Rooftop Planter Mix is often used for intensive planters on structures. Extensive Green Roofs are limited to low - growing, drought—tolerant plants. They typically use just 1- 6 inches of soil, and often include a coarse drainage layer. Intensive Green Roofs can include large shrubs and trees. Soil for intensive roofs may be 6 inches to over 2 feet deep. King County— Maple Valley: 7825 Cedar Grove Road SE Woodinville: 6100 238th St. SE Snohomish County— Everett: 3620 36th Place NE t • • Cedar Grove Green Roof and Rooftop Planter Soil Mix Performance Specifications Soil mix components and depth for green roofs should be determined based on site-specific conditions and management goals, including: • Planting type, density and ultimate size. • Roof microclimate and rainfall intensity. • Type and thickness of drainage layers. • Roof structure and pitch. • Outlet drain quantity and quality requirements. Cedar Grove Green Roof Mix and Cedar Grove Rooftop & Lightweight Planting Mix are designed to meet the specifications of regional designers, and have been used on numerous successful projects. A Civil Engineer, Landscape Architect or green roof system vendor should be consulted to specify soil requirements for new and retrofitted structures. The local stormwater utility should also be consulted when planning new projects that drain to sewers or surface waters. Performance Parameters for Green Roofs and Planters on Structures 1— Current results available on request. UComposting Council So%ag Cedar Grove Rooftop Planting' Cedar Grove Green Roof Mix' Bulk Density (dry) 23.7 lbs/cu. ft. 34 lbs/cu. ft. Saturated Density 72.8 lbs/cu. ft. 68.5 lbs/cu. ft. Void Space (at saturation) 6.2% (vol) 20.9% (vol) Fines (silt + clay) 0.4 0.1 Saturated Water Holding Capacity 89% (vol) 55.3% (vol) Total Porosity 95.2% 76.2% Saturated Hydraulic Conductivity 2.75" / hour 6.3" / hour C: N 36 12 Maximum Saturated Weight 72.8 lbs / cu. ft. 68.5 lbs / cu. ft. Primary Nutrients - Nitrogen (NO3 + NH4) - Phosphorous (P205) - Potassium (K20) 4 mg/I 9.3 mg/I 281 mg/I 60 mg/I 24 mg/I 3330 mg/I CEC 11 meq/100 g 11 meq/100 g ph 6.13 7.1 Conductivity 1.6 mmhos/cm 0.95 mmhos/cm 1— Current results available on request. UComposting Council So%ag • Associated Earth Sciences, nc. El 7 NJ kL W Serving the Pacific .Northivest Since 1g81 November 13, 2012 Project No. KE120446A Celebration Senior Living Associates Limited Partnership 20127" Avenue, Building A, Suite 300 Puyallup, Washington 98374 Attention: Mr. Bryan Park Subject: Subsurface Exploration, Geologic Hazards, and 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 should have any questions regarding this report or if we can be of additional help to you, please c not hesitate to call. 0 D Sincerely, r„ ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington -A U"'' - Kurt D. Merriman, P.E. Senior Principal Engineer KDM/pc - KE120446A2 - Projects\20120446\KEMP Kirkland Everett 0 Tacoma 425-827-7701 425-259-0522 253-722-2992 www.aesgeo.com r m � D -0 70 0 M 00� �7� n crni, N M V W DO Q W O rn Q � o ;: o z n o Z � T � N C Z GeotechnicaCEngineering J Water Resources Env ironmentaCAssessmen is and Remediation Sustainable Development Services Geologic .assessments L� 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 AWN 0 01i .�' Federal Way, Washington Prepared for: Celebration Senior Living Associates Limited Partnership 201 27`h Avenue, Building A, Suite 300 Puyallup, Washington 98374 Prepared 4y.- Associated y:Associated Earth Sciences, Inc. 91.15"' Avenue, Suite 100 Kirkland, Washington 98033 425-827-7701 Fax: 425-827-5424 November 13, 2012 Project No. KE120446A 0 0 Subsulface 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 - Project010120446WEIWP Page 1 0 0 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 - KEI20446A2 - Projects 120120446 WEE 1WP 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 reconnaissance 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 - ProjecW 20120446WE1 WP Page 3 Subsn lace 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. QWG/pc - KE120446A2 - Piojects120/204461KEIWP Page 4 Snbsulface 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. 6WG/pc - KEI20446 t 2 - Projects 1201204461KE1WP 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 Cotte 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. BWG/pc - KE120446112 - Projects I201204461KEIWP Page 6 Subsurface Exploration, Geologic Hazards, and Proposed Celebration Senior Living Preliminary Geotechnical Engineering Report 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 does not appear to have significant risk of seismically induced landslides, in our opinion. We did not complete a quantitative slope stability analysis as part of this study, and none is warranted for the currently proposed project, in our opinion. 6.3 Liquefaction 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 - Projects I 201204461KEI WP Page 7 • Subsu{face 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 1613.5.2. 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 15` 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 - Projects1201204461KEMP Page 8 9 • 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 13, 2012 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE120446A2 - Project.0201204461KEMP Page 9 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 V 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 - Projects 1201204461KE1 WP Page 10 Subsurface Exploration, Geologic Hazards, and Proposed Celebration Senior Living Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminary 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. BWC/pc - KE120446A2 - Projeus1201204461KEIWP Page 11 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 1.8 inches of pit run sand and gravel is recommended. If Subgrade conditions are soft and silty, a geotextile separation fabric, such as Mirafi 500x 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, QWG/pc - KE120446A2 - Projects 1201204461KEIWP 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 1.3, 2012 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE120446A2 - Projects1201204461KEMP Page 13 Snbstaface 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:1 V (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: IV 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 - KE120446A2 - Projecu1201204461KE1WP Page 14 Subsurface 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: IV. 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 - KE120446112 - Projerrs1201204461KEMP Page 15 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:1V 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 1.3, 2012 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE120446A2 - Projects t20204461KE1WP Page 16 Shlbshaface 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/a 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 SO pcf. Walls with sloping backfill up to a maximum gradient of 2H: IV should be designed November 13, 2012 ASSOCIATED EARTH SCIENCES, INC. BWGIpc - KE120446A2 - Projects l20120446WEIWP Page 17 Subsurface 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. BWG/pc - KE120446A2 - Projects 1201204461KEI WP Page 18 Subsurface Exploration, Geologic Hazards, and Proposed Celebration Senior Living Preliminary Geotechnical Engineering Report Federal Way, Washington Prelintinaly 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 11/4 -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 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. BWC/pc - KE120446A2 - Projeas1201204461KE1WP Page 19 Subscnface Exploration, Geologic Hazards, and Proposed Celebration Senior Living Preliminaty 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 o M`R �J� of wA�hiti�'9 Attachments: Figure 1: Vicinity Map Figure 2: Site and Exploration Plan Appendix: Exploration Logs Laboratory Testing Results November 13, 2012 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE120446A2 - Project51201204461KE1 WP Page 20 :n2358G Ali F""'ISTER�� 0 S�oNA� E� Bruce W. Guenzler, L.E.G. Kurt D. Merriman, P.E. Project Geologist Senior Principal Engineer Attachments: Figure 1: Vicinity Map Figure 2: Site and Exploration Plan Appendix: Exploration Logs Laboratory Testing Results November 13, 2012 ASSOCIATED EARTH SCIENCES, INC. BWG/pc - KE120446A2 - Project51201204461KE1 WP Page 20 ! a _`�lt ," r , j l Lala I ell, . ,, r• � � . 8 � ' � 'Slee{ 18e ', � �I • �' �' ��, `_ Lake �299/� war-• . t \/ V" ( t l it J `� it �� in V I J 1, obt SITEIK_ p a ' �� i! • �' \ 392 tell { Pam take ark�� e' •b� �; , t f g •j4w TN•• 9T ` �y 1 •• tiiiWtdk6 j IT 80 y •; •11 �i \ �S A f 1000 2aOO J NOTE: BLACK AND WHITE REPRODUCTION OF THIS COLOR ORIGINAL MAY FEET 'c REFERENCE: USGS TOPO! REDUCE ITS EFFECTIVENESS AND LEAD TO INCORRECT INTERPRETATION. v c 0 Associated Earth Sciences, Inc. VICINITY MAP FIGURE 1 CELEBR N D El D KI m FEDE ALTWAY, WASHINGTON PROJ. NO. E120446A a �I J CI r /1 m i I - / _ o / / ® EB -5 - - _ I I 1 ' �� cuAR6 kar / �j' r® EB$ ce-H \ 12 CMP E=,6x31 1 I I P.I tI=409 OS" IY CMP of =4029 0# •--Har--E=.wo. :3 — — — — — `7 CMP wm40037 r EASEMENT FOR WATER, MIS I I r 10 KINC CO. '!%Ai ER "1,"JCT I I -_____________.__ - I IIO '701030700 1 ---� ______ L _ _ _ _ 1 �E%r,EF"0n la] I EB -2 ---- 4• I I I I It Lot 4 - Short Plat No. 974009 ® EB -7 0. , I ! C I ! APPROXIMATE LOCATION OF EXPLORATION BORING fL I 5' WITH OBSERVED DEPTH 'PINE, OF EXISTING FILL-TYP f -- - -- -- - I I I - 1 ; ® EB -4 4' (' ® EB -3 ---------------------------------J O EASEMENT FOP UTILITIES - RCC IW 46750621EXCEPTION I I] �-` T� EASEMEIJT; FOR ROADWAY t _. PER Ric tlo 741122 go (Sl,,,] PH) V 1 -- U EUT FOR P R Rr 1 - ! TEC. No •1675062 I REC. No. 4660593 - [EXCEPTIONS 10.11.12] I I , I 20' 413SION LN,fS 30' 5EW.ER EASEMUIT - - - _�_ Is 1;11. 9902191364 [E%CEPION 17] EASEMENT FOR WATER I"ArN111ES- LAKENAVEN UTILITf III ( I I OISIRIri REC N0 990?131364 Q IEXCEP11044 16) I J V I I SSMN RIM = 395.16' 8' Pot W=308.58' 12' CONI N - 3e6.16 12' CONC 5 - 386.06' a x FF q a did e A A 'uJ 0 N 0 30 60 CD a y FEET 0 = REFERENCE: BARGHAUSEN CONSUTING ENGINEERS, INC. N c mv Associated Earth Sciences, Inc. SITE AND EXPLORATION PLAN FIGURE 2 CELEBRATION SENIOR LIVING DATE 10/12 FEDERAL WAY, WASHINGTON PROJECT NO. KE720446A i • a classifications of soils in this report are based on visual field 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. m Associated Earth Sciences, Inc. 14 EXPLORATION LOG KEY FIGURE Al a Well -graded gravel and 'Perms Desclribing Relative Density and Consistency u o00o G f gravel with sand, little to Density SPT%lows/foot y LL o no fines Very Loose 0 to 4 Coarse- r > CO > vin o 0 0 0 0 Poorly -graded gravel Loose 4 to 10 Grained Soils Medium Dense 10 to 30 U) V110 00000 00000 GP and gravel with sand, Test Symbols Dense 30 to 50 y o ° o 00000 little to no fines Very Dense >50 G = Grain Size N o z o° o° _ M= Moisture Content C) c ° 0 ° 0 Silty gravel and silty Consistency SPT(Zlblows/foot A = Atterber Limits m GM gravel with sand Very Soft 0 to 2 C = Chemical Fine- v = Soft 2 to 4 DD = Dry Density Grained Soils 0 m Medium Stiff 4 to 8 K = Permeability B 2 o Stiff 8 to '15 oClayey gravel and Very Stiff 15 to 30 6 NI GC clayey gravel with sand - Hard >30 o Component Definitions LO c Well -graded sand and o Descriptive Term Size Range and Sieve Number w ° SUV sand with gravel, little Boulders Larger than 12" o m : to no fines Cobbles 3" to 12" ' ' ' ' ' " Gravel 3" to No. 4 (4.75 mm) "o o > Poorly -graded sand Coarse Gravel 3" to 3/4" rn v vu = SP and sand with gravel, Fine Gravel 3/4" to No. 4 (4.75 mm) 0) o v little to no fines CD z 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 m sM silty sand with Fine Sand No. 40 (0.425 mm) to No. 200 (0.075 mm) 0 v o o N gravel Silt and Clay Smaller than No 200 (0 075 mm) LO (s) Estimated Percentage Moisture Content NI sc Clayey sand and clayey sand with ravel Percentage by Dry Absence of moisture, Component Weight dusty, dry to the touch Trace <5 Slightly Moist - Perceptible Silt, sandy silt, gravelly silt, LOc ML silt with sand or gravel Few 5 to 10 moisture > Little 15 to 25 Moist - Damp but no visible U) rn L With Non -primary coarse water CD Co y Clay of low to medium constituents: > 15% Very Moist - Water visible but `0 v U m � plasticity; silty, sandy, or Fines content between not free draining Z U) m " CL gravelly clay, lean clay 5% and 15% Wet - Visible free water, usually Y a-, from below water table o _ Organic clay or silt of low Symbols E Cr=_ _ — OL plasticity Blows/6" or 0_ = Sampler portion of 6" Cement grout — Type surface seal Elastic silt, clayey silt, silt „ Sampler Type 2.0 00 a C) �, MH with micaceous or Split -Spoon s Description Bentonite rat seal o diatomaceous fine sand or A Sampler 3.0" ODSplit-Spoon Sam ler p - : :: Filter pack with o T o silt (SPI) 3.25" OD Split -Spoon Ring Sampler (,) ; := blank casing :section Clay of high plasticity, Y 9 P Y rn U o c � CH sandy or gravelly clay, fat _ Bulk sample 3.0" OD Thin -Wall Tube Sampler =' Screened casing o N E clay with sand or gravel (including Shelby tube) = or Hydrotip :with tiller pack 0 — Fn :- Grab Sample End ca i Organic clay or silt of p o Portion not recovered LL J OH medium to high t�1 Percentage by dry weight (4) Depth of ground water plasticity (2) (SPT) Standard Penetration Test Y ATD = At time of drilling c y Peat, muck and other (ASTM D-1586) (31 jZ Static water level (date) In General Accordance with rn o, PT highly organic soils Standard Practice for Description (51 Combined USCS symbols used for _ ro O and Identification of Soils (ASTM D-2488) fines between 5% and 15% classifications of soils in this report are based on visual field 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. m Associated Earth Sciences, Inc. 14 EXPLORATION LOG KEY FIGURE Al a Ak Associated Earth Sciences, Inc. NW Exploration Lo ;ter 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 N/A Driller/Equipment Environmental Drilling Date Start/Finish 1(1/96/19.1 D/pA/'12_ Hammer Weight/Drop 140# 130" Hole Diameter (in) 7 inches N U p c m (O Blows/Foot n y ,a) a CL S E a E `° >, ID a E 3 o `m T `� DESCRIPTION 0 m o 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). 10 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/ 95111" Recovery 8 inches. 10 Gravelly drilling action. S-3 Gradation as above, blowcount may be overstated due to gravel and O/E 50/ " cobbles (SPT bouncing for half of interval). Recovery 6 inches. 15 Gradation as above. 23 S-4 Recovery 18 inches. 42 Ak92 WE' 20 Bottom of exploration boring at 19 feet 25 Sampler Type (ST): 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: BWG m 3" OD Split Spoon Sampler (D & M) ® Ring Sample Q Water Level() Approved by: ® Grab Sample Q Shelby Tube Sample 1 Water Level at time of drilling (ATD) a Ah Associated Earth Sciences, Inc. EX loratio L® Project Number Exploration Number Sheet KE120446A EB -2 1 Of 1 Project Name Celebration Senior Living Ground Surface Elevation (ft) Location Federal Ways WA Datum —N/A Driller/Equipment Environmental Drilling Date Start/Finish 10/99/12 1 n/9wi 9 Hammer Weight/Drop 140# / 30" Hole Diameter (in) 7 inrhag wU p a� O �, , 2 > N Blows/Foot U)L a)S `tea 3:E o d T 8) 0 u3 DESCRIPTION U m 10 20 30 40 Topsoil and Bark Mulch Fill Dense, very moist, mixed gray and brown, fine to coarse SAND, with fine S-1 gravel, few silt, trace roots (SW). 2a 22 $ Recovery 18 inches. 26 Vashon Lodgement Till 5 Blowcount may be overstated due to gravel and cobbles, p/ S 2 Very dense, very moist, bluish gray, fine to coarse SAND, with silt, little fine A L50A 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/E" S-4 Recovery 6 inches. '150/E" 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 �Z Water Level Q Approved by: ® Grab Sample 0 Shelby Tube Sample -T Water Level at time of drilling (ATD) AhL a Associated Earth Sciences, Inc. Exploration Lo r 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 NIA Driller/Equipment Environmental Drilling Date Start/Finish 1() WI P,10/29/1 P Hammer Weight/Drop 140# 130" Hole Diameter (in) 7 inches 2 _ D o N -J °'CL u� Blows/Foot SE T T' 0N �E, o CD ((no DESCRIPTION (5m 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 S-2 fine gravel; no visible stratification of retrieved sample; some variation in t0 36 AL83 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 gravel; sample is not stratified (SM). WE"I L90/1T' Recovery 11 inches. 15 S-4 Grades to little fine gravel (SM). 46 —Recovery 11 inches. O/E IL96/1V Bottom of exploration boring at 18 4 feet 20 25 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) O No Recovery M - Moisture Logged by: BWG 3" OD Split Spoon Sampler (D & M) U Ring Sample Q Water Level () Approved by: ® Grab Sample P] Shelby Tube Sample 1 Water Level at time of drilling (ATD) n Associated Earth Sciences, Inc. EX loratiOWL09 ="J Project Number -F Exploration Number Sheet '1 '1 KE12044FiA EB -4 of Project Name Celebration Senior Living Ground Surface Elevation (ft) Location Federal Wax, WA Datum N/A Driller/Equipment Environmental Drilling Date Start/Finish 1012911 10/29/12 Hammer Weight/Drop 140# 130" Hole Diameter (in) 7 inchPG' C > Blows/Foot a S E E a o T mn C7 cn DESCRIPTION o U 3: m 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). p A1s —Recovery 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/E' 65/ 2" 10 Vashon Lodgement Till / Vashon Advance Outwash Transitional S-3 Zone (13 to 13.5 feet) with few silt. 11 40 A 190 Very dense, very moist, gray, fine to coarse SAND, with fine gravel, little 50 silt; no 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 J J i i i 0 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) F] No Recovery M - Moisture Logged by: BWG g 3" OD Split Spoon Sampler (D & M) U Ring Sample Water Level() Approved by: ® Grab Sample Q Shelby Tube Sample 1 Water Level at time of drilling (ATD) c Ah a Associated Earth Sciences, Inc. Exploration- Lo MIN Ili] "- 0 Project Number Exp loration Number Sheet KE120446A EB -5 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 10/29/12,10129/12 Hammer Weight/Drop 140# 130" Hole Diameter (in) 7 inrhPG L N Q CL �, > CO N Blows/Foot rn t(D N S �D T (n E d t0 O N C U) DESCRIPTION " m 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 9 1s Recovery 18 inches. 10 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, 0/ 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 78 S 4 with silt, little fine gravel (SM). 0/ " 681 1" -\Recovery 8 inches. Bottom of exploration boring at 18 4 feet Seepage zone at 17 feet 20 25 Sampler Type (ST): PI 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: BWG m 3" OD Split Spoon Sampler (D & M) ® Ring Sample V Water Level() Approved by: ® Grab Sample L] Shelby Tube Sample 1 Water Level at time of drilling (ATD) a Ah Associated Earth Sciences, Inc. ExploratidWLog } Project Number Exploration Number Sheet '1 _ KE120446A EB -6 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 10/29/12,10/29/12 Hammer Weight/Drop '140# / 30° Hole Diameter (in) 7 inrhPS N n. Lp a £ CN a NCO 3 BIOWS/FOOL w N t�' a S E t2 5, E o m` T `) DESCRIPTION C) m O 10 20 30 40 1.5 inches Asphalt Vashon Lodgement Till Very dense, very moist, gray, fine to coarse SAND, with silt, and fine 18 8-1 gravel; no stratification (SM). P3 A L63 Recovery 18 inches. 40 5 Very dense, very moist, gray, fine to coarse SAND, with silt, and fine 16 8-2 gravel; no stratification (SM). 23 AL67 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. 34 S-3 Recovery 18 inches. 46 A L90 44 15 S 4 Gradation as above; grades to very moist. '014, 32 82/ 0" Bottom of exploration boring at 18 3 feet Weak seepage zones from 12 to 13 feet 20 25 Sampler Type (ST): 2" OD Split Spoon Sampler (SPT) a No Recovery M - Moisture Logged by: BWG 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) Ak r Associated Earth Sciences, Inc. W Exploration Log_,_ 0r� Project Number Exploration Number Sheet KE120446A EB -7 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 10/29/12 10/29/12 Hammer Weight/Drop 140# 130" Hole Diameter (in) 7 inches r N a U O -(--.o O > � -to m Blows/Foot S E T U) ma 9 (n�E m ° m DESCRIPTION 3 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. 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 36 Ak78 Recovery 18 inches. 42 10 Bottom of exploration boring at 9 feet 15 20 25 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) 0 No Recovery M - Moisture Logged by: BWG 3" OD Split Spoon Sampler (D & M) U Ring Sample SL Water Level () Approved by: ® Grab Sample [I Shelby Tube Sample 1 Water Level at time of drilling (ATD) k GRAIN SIZE ANALYSIS - MECHAAAL Date Sampled Project Project No. Soil Description 1.9/29/2012 Celebration Senior Living KE120446A Sand with silt with gravel Tested By Location EB/EP No Depth 12.5' Intended Use / Specification MS Onsite E136 S1 8% Wt. of moisture wet sample + Tare Wt. of moisture dry Sample + Tare Wt. of Tare Wt. of moisture Dry Sample Moisture % 369.5 Total Sample Tare 394.12 % Retained 349.67 Total Sample wt + tare 990.43 Medium 97.62 Total Sample Wt 596.3 64 252.05 Total Sample Dry Wt 552.8 2 8% 0.0 100.0 - - 1.5 Rnarifirntinn Ranniramantc 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 38.10.0 100.0 - - 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 0.074 383.99 69.5 1 30.5 - - #270 0.053 395.66 71.6 1 28.4 - - US STANDARD SIEVE NAS. 3" 3/4" N04 NO 16 NO 40 NO 200 100 80 IBM - c 60 - iL G d V iv 40 a 20 0 100 10 1 0.1 0.01 Grain Size, mm ASSOCIATE® 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 ASSOCIATE® EARTH SCIENCES, INC. 911 5th Ave, Suite 100 Kirkland, WA 98033 425-827-7701 FAX 425-827-5424 GRAIN SIZIOANALYSIS - MECHANICAL 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 0.0 100.0 Wt. of moisture wet sample + Tare 452.78 Total Sample Tare I 510.04 Coarse Wt. of moisture dry Sample + Tare Wt. of Tare Wt. of moisture Dry Sample Moisture % 436.61 98.3 338.31 5% Total Sample wt + tare Total Sample Wt Total Sample Dry Wt _ 1041.84 531.8 507.5 Specification Requirements Sieve No. Diam. mm Wt. Retained % Retained % Passing Minimum Maximum 3 76.1 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 1 - - #100 0.149 374.71 73.8 26.2 - - #200 0.074 1 408.63 80.5 19.5 - #270 0.053 417.28 82.2 17.8 - - US STANDARD SIEVE NOS. 3" 3/4" N04 NO 16 NO 40 NO 200 100 Sand Silt and Clay I Fine Coarse Medium Fine 80 c 60 Nth - LL C N U 40 y a 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 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