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Home My WebLink About330 S Stillaguamish Ave_BLD20080038_2026 /97 INSPECTION REPORT • Permit No.:(2-CO3e� Lot#: Address: �30 - S- S 'l�uy�•�S6 Contractor: • Owner: C45ggo o Date: r® APPROVAL ❑ PARTIAL APPROVAL VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 45-0674 FOR FEE-INSP CTION -24 hour notice required. a `_ Inspector: Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing 4 Consultation f ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: rf 22 INSPECTION REPORT Q • Permit No.: 0 7 -7l03 8 Lot #: G Address: -3-710 r sT i3 roY- Contractor: (Z,4,— • Owner: Date: ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION e::�RRECTION REQUESTED ,,,�orrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION -24 hour notice required. z j�-n-j- pm Sr'Vkt_ P eN 12MSW4=C---I J_A IJ'0 �-2L�C--_ -51•.f/� � 'ST1L- 7' S. .}c�t.t C�� 2 o�c 7� ti ,C .-U .A) pp 6�o/u_S �rb3 e j,x i4z_ sZ.rsZ� . Inspector: - Date: 5_24 -06 TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in CWFinal ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: lr INSPECTION REPORT • Permit No.:0 9_0038 Lot#: Address: Contractor: Owner: Date: 14 APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. Inspector: A4Z Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping .0 Footing i4 R ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT • Permit No.: Q8 00 38 Lot #: Address: -3- -S s 7-7 L A 6 Contractor: f4,, g ^./ Owner: C,,/1-4 Date: 7-1 �5 O-APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION -24 hour notice required. P rv�L z`d —� = C�n•Lp� � w "1-14 N-fls p' ;�►-� A-0o, ri of Inspector: ___ Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: CITY OF ARLINGTON 238 N,OLYMPIC AVE.-ARLINGTON,WA.98223 PHONE:(360)403-3421 Permit #: BLD20080038 Project Address: 330 S STILLAGUAMISH AVE, ARLINGTON Parcel No: 31051100102900 ,PROPERTY OWNER APPLICANT CONTRACTOR CASCADE VALLEY HOSPITAL DIST #3 CASCADE VALLEY HOSPITAL DIST.#3 HOFFMAN CONSTRUTION CO 330 S STILLAGUAMISH 330 S STILLAGUAMISH 1505 WESTLAKE AVE N ARLINGTON.WA 98223 ARLINGTON,WA 98223 SEATTLE,WA 98109 Phone: Phone: LICENSE#:HOFFMCC164NC EXP: Email: Email: BING CONTRACTOR • • , • ' Lic#: Ex : Lie#: Ex . JOB DESCRIPTION MOVING THE EXISTING MODULAR BUILDING CURRENTLY CALLED THE MRI BUILDING TO ANOTHER LOCATION ON SITE. FOUNDATION PLANS INCLUDED,MECHANICAL AN PLUMBING RE-HOOKED UP,AND CHILLER RELOCATION. SEE PLAN FOR DETAILS. VALUATION: $20,000 PERMIT TYPE:Commercial PERMIT GROUP:Moved Building NUMBER OF STORIES:0 TYPE OF CONSTRUCTION:II-B NUMBER OF DWELLING UNITS:0 OCCUPANT GROUP:B CODE:2006 OCCUPANT LOAD: BASEMENT:0 1 ST FLOOR:0 2ND FLOOR:0 BASEMENT:0 1 ST FLOOR:0 2ND FLOOR:0 3RD FLOOR:0 GARAGE:0 DECK:0 OTHER:0 13RD FLOOR:0 GARAGE:0 DECK:0 OTHER:0 FRONTSETBACK SIDEC • REQUIRED: PROPOSED: I REQUIRED: PROPOSED: I REQUIRED: PROPOSED: HEIGHT ALLOWED:O PROPOSED70 RE UIRED: PROPOSED: SETBACK NOTES: PERMITAPPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY,NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. Q'�t j R 2# 4alj, J,14 N V1 A I D 14� ignature Print Name Date Released y ate ATTENTION IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED.UBC109/IBCI 10/IRCI I0. ARCHIVE APPLICANT ASSESSOR OTHER W .� . ra J L ■ ■ Y SM Y _ _ i_ ■ _ �•� _ ■ ■Amrm7 v ' MPO u s BLD20080038 CONDITIONS • This modular building has inside a special cooling system.The connection suppling water to this building is protected form possible backflow by a DCVA in conjunction with inside fixture isolation(RPBA).The connection to potable water for this building after the move must retain the DCVA.And the Assemblies must be retested per State requirements. • Contact Virgil Renfroe prior to sewer disconnection and moving the modular MRI building.VLR 425 403-3508. • Before Demolition process starts,any existing water connections will have to be shut down,capped,and marked. Contact 360 403-3526,COA Water Utilities. • DISIGNATED HANDICAPPED PARKING per ADA requirements must be maintained during construction and thereafter according to approved plans.K.W. • "Site Civil As-builts must be submitted and approved by the City Engineer prior to C of O." • Obtain a separate permit from the City for work within right-of-way. • 48 hours notice is required when requesting your FINAL Engineering Inspection. 360-403-3500 • Call for locates of underground utilities 2 business days prior to any excavation. 1-800-424-5555 PERMIT FEES Description Fee :kinuunt Paid Balance Due C-Building Permit Fee $353.50 $0.00 $353.50 C-Plumbing Permit Fee $0.00 $0.00 $0.00 C-Mechanical Permit Fee $0.00 $0.00 $0.00 C-Building Plan Review Fee $230.00 $0.00 $230.00 C-State Building Code Surcharge $4.50 $0.00 $4.50 Total Due: $588.00 $0.00 $588.00 INSPECTIONS THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY.ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. CALL FOR INSPECTIONS BUILDING/ENGINEERING/PARKS/UTILITIES/FINAL(360)435-0674 FIRE(360)403-3607 When calling for an inspection please leave the following information: Permit Number,Job Site Address,Type of Inspection being requested,Contact Name and Phone Number Date Prefereed,and whether you prefer morning or afternoon. • Side Sewer DISconnection and Inspection Required 'I 2u_ �?0o-5t) Proposal No.8038 GeoTest Services Inc. March 3,2008 Cascade Valley Hospital & Clini - MRI Relocation Pre-cursor Project 330 South Stillaguam enue rii on, W Materials i"esting & Special nspecbon Es are GeoTest is pleased to submit this cost estimate for the above project. Based on a review of the testing requirements noted on the project plans and specifications, we believe that the costs for inspection and testing will be approximatelyamor the scope of work detailed below. This is a time and materials estimate. Our costs are a direct reflection of the project construction schedule Our client will only be billed for actual services rendered to the project. EARTHWORK Inspect soils below footings for adequate bearing capacity. Inspect removal of unsuitable material and preparation of subgrade prior to placement of controlled fill. Verify excavations extend to proper depth. Perform sieve/proctor tests of each source of fill. Inspect placement,lift thickness and compaction of controlled fill. Test density of each lift of fill by nuclear methods. Inspect and test placement of Controlled Density Fill. Test/inspection Item Visits Hours per Number of Unit Rate Total Visit Tests Geologist/Observation 2 4 Soils Compaction 2 4 Controlled Density Fill Inspection 1 4 Controlled Density Fill Compression Tests 1 set of 3 3 Soils M/D Curve/Sieve 1 Earthwork-Prplect Management,Meetings,Coordination 1 3 Subtotal CONCRETE Review concrete batch tickets and verify complia-ice with approved mix design. Periodic Inspection of placement of reinforcing stsel,anchor rods and formwork. Continuous inspection during placement,including sampling,slump,air,temperature and taking concrete specimens. Continuous inspection of reinforcing welding,expansion anchors,and adhesive anchors. Periodic inspection to verify that curing is being performed as specified. Test concrete for compressive strength. Test/inspection Item Visits Hours per Number of Visit Tests Unit Rate Total Placement Inspection-Sub Footings 1 4 Placement Inspection-Footing/Slab 1 4 Placement Inspection-Chiller Pad 1 4 Inspection-Formwork,Rebar and Curing 3 4 Sample Pickup and Processing 3 1 Com ression cylinder sets(Total) 3 sets x 4 ea 12 Subtotal Total Estimate Page 1 of I `' G'�" °' COMMERCI L RE_IODEU �� `-Yv�0 V � V1 C tM�� ec" I w►til�� 2e�o c-hc) PERMIT AP LICA,ION ��NG10 Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington, WA 98223 • Phone (360)403 3551 • FAX (360)403 3447 THIS APPLICATION MUST BE ACCOMPANIED BY FIVE(5) SETS OF CONSTRUCTION PLANS, FIVE(5) SETS OF SPECIFICATIONS, FIVE(5) SETS OF STRUCTURAL CALCULATIONS AND THREE(3) SETS OF NREC ENERGY CODE APPLICATIONS. �1 'ei�li �.� " �r� E�c �yrS. �t)iGf�h a� ' �� l�en�ci �U' �'i Type of Permil: (X) Commercial Zodel V) Commercial Addition O Terfant Improvement/- PttovtbaI "r ""`33 S._S illagu m h'Ave ,'' S �{1i//('/' W-601-'T%0Y`� � Project Adddress: Parcel ID#: 31051 100102900 Project DescriptioRn: Relocation and new foundation for existing modular MR1 Leoai Description: See Sheet R0.00 iT�, �2L' 1 ►d+ �►Mec 1- ( i Project aluation: �«�'�e— Constr on Type: Ilb Occupancy Group: B Building Area (Sq Ft): 15`Floor: 1,120 2"d Floor: 3rd floor: 41h Floor: Number of Units (Multi-family) 0 Number of Buildings: I Owner: Cascade Valley Hospital-Connie DiGregorio Phone Number: (360)618-7806 Address: 330 S. Stillaguamish Ave. City: Arlington State: WA Zip Code: 98223 Contact Person: Taylor Gregory Butterfield-Christian Grange Phone Number: (425)778-1530 Cell Phone: Fax: (425)774-7803 E-mail: cgrange(n.tgbarchilecls.com Address: 21911 76th Ave W. #210 City: Edmonds State: WA Zip Code: 98026 Contractor: Hoffman Construction Company Phone Number: (206)286-6697 Address: 1505 Westlake Ave North City: Seattle State: WA Zip Code: 98109 Contractor's License Number: HOFFMCC164NC Expiration: 07/12/08 Plumbing Contractor- to be bid Phone Number: Address: City: State: Zip Code: Contractor's License Number: Expiration Mechanical Contractor: to be bid Phone Number: Address - City: State: Zip Code: Contractor's License Number: Expiration: I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described pro y will be in accordance with the laws, rules and regulation of the State of Washington. 2 /4 /",), plicants Signature Date Christian Grange Print Applicants Name y��j/V, (,. FOR STAFF USE ONLY 2W0 w -3C_, &b Permit# Accepted By Amount Received Receipt# Date Received WEB Forms—09 Page 1 of 1 3/07 dwa ti fR CL � �U R7 Hy t" DO 00 N b � b r t" � z til °z C� td n a � r � o °zZ r C) .M oa yo r > o d � z '.110 o � � � t pod � z � ® d ° z °00 d b a � K z ° N � � b o o0-4 En p 00 o r n � y � d m `° o C7 td y 0 p o r z 0 p N 00 � cr o -v to 0 � G a � o � i I CITY OF ARLINGTON 238 N.OL'YMPIC AVE.-ARLINGTON,WA.98223 PHONE:(360)403-3421 PERMIT FEES/ RECEIPT DATE: Monday,March 24,2008 PERMIT#: BLD2008003 8 PROJECT ADDRESS: 330 S STILLAGUAMISH AVE, ARLINGTON LOCATION: OWNER: CASCADE VALLEY HOSPITAL DIST.#3 330 S STILLAGUAMISH ARLINGTON,WA 98223 *FEE SUMMARY: Description Fee Amount Paid Balance Due C-Building Permit Fee $353.50 ($353.50) $0.00 C-Plumbing Permit Fee $0.00 $0.00 $0.00 C-Mechanical Permit Fee $0.00 $0.00 $0.00 C-Building Plan Review Fee $230.00 ($230.00) $0.00 C-State Building Code Surcharge $4.50 ($4.50) $0.00 Total Due: $588.00 ($588.00) S0.00 *FEES ARE ESTIMATED BASED ON INFORMATION PROVIDED AT SUBMITTAL-SUBJECT TO CHANGE PAYMENT TRANSACTIONS: Date Receipt# Methoti/Pavec Paid 3/24/2008 REC000402 Check 0135251/11OSPITAL DISTRICT#3 ($588.00) PUBLIC C-Building Permit Fee ($353.50) C-Building Plan Review Fee ($230.00) C-State Building Code Surcharge ($4.50) i i Permit Review Details Permit: BLD20080038 1000-P-Cross Conn Premise Isolation Complete? Y 02/12/2008 gtararan 30 This modular building has inside a special cooling system.The connection suppling water to Y this building is protected form possible backflow by a DCVA in conjunction with inside fixture isolation(RPBA) The connection to potable water for this building after the move must retain the DCVA And the Assemblies must be retested per State requirements. Total Time: 30 1002-P-Engineering I Complete? Y 02/21/2008 tcross 30 No commet at this time.Will comment at Civil reiview Y Total Time: 30 1004-P-Engineering II Complete? Y 02/11/2008 khale 15 No comment Y Total Time: 15 1006-P-Engineering III Complete? Y 02/22/2008 mwang 30 The Department of Public Works has the following comments on this building relocation Y permit. 1.This building has a special cooling system The City's water system is protected by backflow prevention assemblies(BPA's) The BPA's approved by the City cross connection control specilist must be installed after the building is moved The BPA's must be retested per State requirements.Contact Gus Tararan with Utilities Division at(360)403-3526. 2.Before the building is moved,a sanitary sewer disconnection inspection is required. Contact Virgil Renfroe with Utilities Division at(360)403-3526 to schedule the sewer inspection 3. Before the building is moved,any existing water connections will have to be shut off, capped,and marked Please contact Earl Anderson with Utilities Division at(360)403-3526 for inspection. Total Time: 30 1012-P-Pre-Treatment Complete? Y 02/12/2008 sboyd 10 This set-up is o k,however,see my comments on PLN20080028 for where it goes. Y Total Time: 10 1014-P-Public Works I Complete? Y 02/14/2008 Itaylor 5 No comments Y 02/14/2008 Itaylor 5 Y Total Time: 10 1016 -P-Public Works II Complete? Y 02/25/2008 Irupert 0 Y Total Time: 0 1020-P-Sewer Complete? Y 02/11/2008 vrenfroe 10 Building removal cannot be approved without a sanitary sewer disconnection inspection Y Contact Virgil Renfroe to schedule the sewer inspection at 360-403-3508.VLR Total Time: 10 1026-P-Utilities Fees Complete? Y 02/20/2008 rshepard 15 no comment Y Total Time: 15 1028- P-Water Complete? Y 02/13/2008 eanderson 35 Before the Demo process starts any existing water connections will have to be shut down, Y capped,and marked Please coordinate with the Utilities water. Total Time: 35 1032-P-Utilities I Complete? Y 02/14/2008 frapelyea 5 Refer to VLR comments. Y Total Time: 5 3/18/2008 5:02:49 PM Page 1 of 2 �, M V 1034 - P-Utilities II Complete? Y 02/13/2008 gschlagel 5 No Comment Y Total Time: 5 2000 -C-Building I Complete? Y 02/15/2008 kwentz 120 ALL.WORK IS SUBJECT TO FIELD INSPECTION AND APPROVAL. Y Total Time: 120 2008 -C-Community Development I Complete? Y 0 2/2 612 0 0 8 bfecht 0 Per Kristi R.No building permits should be issued,no land use approvals have been done Y and we have not received site civil approval yet. 03/18/2008 bfecht 0 OK to Issue per emails,CY.and KR, Checking status of mitigation fees,none required, Y emails in file. Total Time: 0 2012-C-Natural Resources Complete? Y 02/25/2008 bblake 5 No comments Y Total Time: 5 2014-C-Planning I Complete? Y 02/21/2008 nhudson 15 Information is not clear where the modular building is located or where it is proposed to be Y relocated, please provide hard copies or a more thorough site plan. Total Time: 15 3004-X-Fire Complete? Y 02/13/2008 tcooper 10 No comments Y Total Time: 10 Total Reviews: 19 Total Time: 345 3/18/2008 5:02:49 PM Page 2 of 2 Brenda Fecht --- From: Virgil Renfroe Sent: Monday, March 10, 2008 11:29 AM To: Sonya Blacker, Earl Anderson; Reta She Menglou Wang; Tom Cooper Cc: Brenda Fecht Subject: RE: Cascade Valley Hospital MRI Relocate and TI permit Sonya, No problems with me"but" I do need to have an inspection of the existing sewer disconnection to the MR building. I have placed that in my reveiw comments, all they need do is contact me 24hrs in advance for scheduling the inspection. Let me know if you have any questions. Thank you. Virgil From: Sonya Blacker Sent: Friday, March 07, 2008 1:04 PM To: Virgil Renfroe; Earl Anderson; Reta Shepard; Menglou Wang;Tom Cooper Cc: Brenda Fecht Subject: Cascade Valley Hospital MRI Relocate and TI permit Just double checking.......do any of you have objections to issuing the Cascade Valley Hospital MRI Relocate and/or TI building perr-nits? The new building will not be issued until site civil is complete. Thanks, Sonya for Brenda — _ ------ —From: Christopher Young Sent: Thursday, March 06, 2008 4:21 PM To: Sonya Blacker Cc: Brenda Fecht Subject: MRI Relocate FYI, Spoke with Kristi and Planning has no objection to releasing the MRI relocate or T.I. permit Christopher J Young Building Official City of Arlington 360-403-3432 (office) 360-403-3447 (fax) cyoung@ci.arlingtoft.wa.us 3/10/2008 Brenda Fecht From: Virgil Renfroe Sent: Monday, March 10, 2008 11:29 AM To: Sonya Blacker; Earl Anderson; Reta Shepard; Menglou Wang; Tom Cooper Cc: Brenda Fecht Subject: RE: Cascade Valley Hospital MRI Relocate and TI permit Sonya, No problems with me "but" I do need to have an inspection of the existing sewer disconnection to the MRI building. I have placed that in my reveiw comments, all they need do is contact me 24hrs in advance for scheduling the inspection. Let me know if you have any questions. Thank you. Virgil From: Sonya Blacker Sent: Friday, March 07, 2008 1:04 PM To: Virgil Renfroe; Earl Anderson; Reta Shepard; Menglou Wang; Tom Cooper Cc: Brenda Fecht Subject: Cascade Valley Hospital MRI Relocate and TI permit Just double checking.......do any of you have objections to issuing the Cascade Valley Hospital MRI Relocate and/or TI building permits? The new building will not be issued until site civil is complete. Thanks, Sonya for Brenda _ _ --- From: Christopher Young Sent: Thursday, March 06, 2008 4:21 PM To: Sonya Blacker Cc: Brenda Fecht Subject: MRI Relocate FYI, Spoke with Kristi and Planning has no objection to releasing the MRI relocate or T.I. permit Christopher J Young Building Official City of Arlington 360-403-3432 (office) 360-403-3447 (fax) cyoung@ci.arlington.wa.us 3/10/2008 . � I I II Page 1 of 2 Brenda Fecht From: Brenda Fecht Sent: Tuesday, March 18, 2008 11:27 AM To: 'Lois Broadway'; 'Connie DiGregorio'; 'fvillasenor@tgbarchitects.com' Cc: Christopher Young; Sonya Blacker Subject: RE: Cascade Valley MRI relocation demo and relocate permits Good morning I have been working on preparing the paperwork for the issuance of the MRI Moved Building permit. I didn't want you to think I'd forgotten to get back to you. I am also confirming if the 1957 T-I permit can be issued at the same time, as the MRI building shows that it will be placed in the area of the 1957 building's west end. A request for inspection of the existing sewer disconnection to the MRI building needs to be done. It will be added as a condition of the permit. Someone needs to call Virgil Renfro at 360 403-3512 to schedule 24 hours in advance for Inspection Please relay that to the appropriate contractor. As soon as the permit is ready, I'll call you for pick-up. Thanks for your patience on my response. Tonight is the Design Review Board meeting at 7:00 p.m. You should have received the copy of the staff analysis in the mail from Yvonne on the project. Someone needs to be at the meeting to represent the hospital in case the board has any questions. I won't be attending, however Yvonne will be there to address any planning issues. Yvonne filled me in on some details that will answer your questions below. The Special use permit will be issued after the Design Review Board's decision. The DRB decision is usually a couple days after the meeting unless they need any additional information, then the Special Use decision follows. There is not a public comment period as noted by you in#2. A public Hearing was not requested, thus the Special Use permit is processed administratively. There is a 14 day appeal period after the Special Use Permit is issued. Please call me if you have any questions today, I will be out of the building for lunch, between 12-1:00 p.m. Thanks Brenda Fecht City of Arlington 360 403-3551 From: Lois Broadway [ma i Ito:LBroadway@TGBArch itects.com] Sent: Friday, March 14, 2008 3:47 PM To: Brenda Fecht Subject: Cascade Valley MRI relocation demo and relocate permits HI Brenda, Just checking in. last time we talked, you thought the MRI comments would be back by now with only "conditions" required of the permits and no resubmittals. Since that time, Chris Young has confirmed that we can get the MRI permits issued without approved land use process complete. Can you tell me when we can pick up the MRI demo and relocation permits? Will I see you Tuesday night 3/18 for the DRB meeting? I will attend with Connie DiGregorio of CVHC. I understand Yvonne is close to issuing the draft land use decision and is only awaiting DRB mtg comments. Can you tell me when Yvonne intends to issue the draft decision? Please confirm or correct my understanding of sequence of events following the issue of the draft Land Use decision: 1. draft land use decision issued following DRB mtg (March 18— March 21) 2. two week public comment period (March 24—April 4) 3. issue final decision (April 7) 4. two week public appeal period (April 7—April 18) 3/18/2008 ,� i' r if �� 4 Page 2 of 2 5. land use decision approval. (April 21) provided no comments or appeals? thanks Lois Jean Broadway, CIA Principal tg a I tayior gregory butterfield architects 21911 76tt AveW.Suite 210, Edmonds,WA 98026 f:425.778,1530 f:425,774.7803 3/18/2008 . I I Page 1 of 1 Brenda Fecht From: Werdal, Debra [debra.werdal@co.snohomish.wa.us] Sent: Thursday, March 06, 2008 12:17 PM To: Michelle Benes Cc: Kristi Remle; Brenda Fecht Subject: RE: Cascade Valley Hospital Expansion Project-City of Arlington Thank you for the clarification concerning the Cascade Valley Hospital expansion project. The information you provided indicates that there will be a net increase of 5,977 square feet for the hospital. You also have indicated the hospital has no plans to increase the number of employees as a result of the expansion. As such, Snohomish County will not require any mitigation for this proposal. I am copying the city to advise them of this. Again, thank you for your clarification. Deb Werdal -----Original Message----- From: Michelle Benes [mailto:Michelle.Benes@TGBArchitects.com] Sent: Wednesday, March 05, 2008 2:41 PM To: Werdal, Debra Cc: Lois Broadway; Derrill Adair; Connie DiGregorio; Andreas Aalhus Subject: Cascade Valley Hospital Expansion Project - City of Arlington Ms Werdal, The above mentioned project has been submitted to the City of Arlington for SEPA/Land Use approval. I spoke to you by phone a few months ago regarding traffic analysis of this project. The City of Arlington does not require any traffic mitigation because the Hospital will not increase the number of employees, therefore there will be no corresponding increase in trips generated. Per my recent voicemail in regard to your memo issued to the City of Arlington on February 131h, 2008, please see the attached information regarding the Total Facility Usable Square Footage for clarification purposes. Please call to discuss. Thank you kindly, Michelle Bees tgba I taylor gregory Butterfield architects 21911 76th Ave W, Suite 210. Edmonds,WA 98026 t:425.775.1530 f:425.774,7803 3/6/2008 I I Snohomish County Public Works Aaron Reardon County Executive 3000 Rockefeller Ave..MIS 607 (425) 388-3488 Everett, WA 98201-4046 FAX (425) 388-6449 February-13 2008 City of Arlington Kristi Remle 238 N. Olympic Avenue Arlington WA 98223 Re: Cascade Valley Hospital expansion — PLN 20080028 Dear Ms. Remle: The Department of Public Works received the above-referenced development application for review under the interlocal agreement between Snohomish County and the City of Arlington for reciprocal mitigation of transportation impacts. The following comments are offered as a result of our review. The applicant seeks approval for an expansion of the existing Cascade Valley Hospital located at 330 S Stillaguamish Avenue. The expansion project will add a new two story hospital building totaling 40,000 total square feet. This expansion building will be located adjacent to and on the south side of the existing 52,600 square foot hospital building. There is a 1,675 square foot house on south west corner of the site and a smaller, but undefined in size, conference room east of the existing hospital building that will be removed. A new 1,800 square foot modular building is proposed to be located just east of the new two story 40,000 square foot hospital building. Other various existing buildings on the site will remain. A letter dated January 18, 2008 from Transportation Solutions, Inc (TSI). to Kelli Hale, City Engineer, indicates that the total hospital expansion will result in a net increase of just 6,000 square feet. This doesn't agree with the information provided by the site plan as described above. The net increase is approximately 40,000 square feet in hospital space which is nearly double the existing 52,660 square feet hospital building. We, therefore, do not concur with the conclusion in TSI's January 18,2008 letter to the City that no new trips will be generated by the expansion. There are two options for determining the development's proportionate share mitigation under the interlocal agreement. The applicant may: 1MVW.0O3UXft,o).1H0.W Kristi Remle, City of Arlington Cascade Valley Hospital — PLN 20080028 February 13, 2008 Page 2 1) Prepare a comprehensive traffic study to determine the development's proportionate share impact to county adopted capacity improvements or, 2) The applicant may have its proportionate share impact mitigation based on its average impact to county facilities as described in exhibit 2 of the interlocal agreement. If the Option 1 is chosen, a comprehensive traffic study, consistent with the enclosed checklist, will be needed to determine the development's impacts to county capital improvement projects. If Option 2 is chosen, mitigation can be calculated based on ITE Land Use Code 610 as follows: 40,000 SF x 17.57 ADT/1,000 SF x 70% (trips impacting county roads) x$206 = $101,343.76. Thank you for the opportunity to review this application. If you have any questions please call me at (425) 388-3184. Sincerely, 0,/'x",-��'/',-6",p Debra J. Werdal Land Development Analyst Assoc. Cc: Kelli Hale, Senior Engineer City of Arlington FW: Cascade Hospital Addition.(PLN20080028) (,e -,2, Page 1 of 2 Brenda Fecht From: Yvonne Page Sent: Wednesday, March 05, 2008 6:22 PM To: Brenda Fecht Subject: FW: Cascade Hospital Addition (PLN20080028) FYI, below are the email comments from W500T stating that no traffic mitigation payment to W5DOT is required at this time. Yvonne Yvonne Page, Senior Planner From: Kortum, Sandra [mailto:KortumS@wsdot.wa.gov] Sent: Wednesday, March 05, 2008 8:16 AM To: Yvonne Page Subject: RE: Cascade Hospital Addition (PLN20080028)-printed Yvonne, The traffic study for the Cascade Hospital shows no new traffic added If the city staff agrees, then this development will not have a significant impact to the state highway and WSDOT is not requiring a pro-rata payment at this time. Thank you for the opportunity to review and comment on this application Sandra Xonum INSDOT Northwest Region P.O. Box 330310 Seattle, WA 98133 Phone: (206) 440-4911 Fax:(206)440-4806 From: Yvonne Page [mailto:ypage@ci.arlington.wa.us] Sent: Tuesday, March 04, 2008 5:27 PM To: Kortum, Sandra Cc: Brenda Fecht Subject: FW: Cascade Hospital Addition (PLN20080028) Importance: High Hi, Sandra. On February 5th, Brenda Fecht, one of our permit technicians, sent you application and traffic information on the above-referenced project. To date, Brenda says we have not heard from you. Do you accept the offer in the traffic information? If not, what amount are you requesting? I'd appreciate your comments as soon as possible, please, as I'm drafting a letter to the applicant and would like to include your comments. Thanks. Yvonne Yvonne Page, Senior Planner 3/6/2008 / �� - - — -- | . ' ~ J n / | ^� / . FW: Cascade Hospital Additioy LN20080028) Page 2 of 2 f Community Development, Planning Division 238 N Olympic Avenue Arlington, WA 98223 360.403.3436 3/6/2008 I No problem, thanks for the update on your staff change for the contact on this permit. We were discussing the project this afternoon. I would like to update you and Connie from the Hospital on a few items that may help expedite the permit process. Yes my name is Brenda not Barbara. (no worries) Good News! It appears we have not seen a formal request for a Hearing on the hospital project as of yet. The deadline for requesting was earlier this week, however on occasion we may not become aware of a request due to mail delay. As of now, nothing has been given to the permit center requesting one. The next step is waiting for the review of comments from all the departmental reviews. These will be reviewed by the planner and if any additional information is needed a letter will be drafted shortly requesting the information prior to Sepa decision being processed. In regards to the Sepa decision, the planner can decide that your project is a Determination of Non-Significance if you can get confirmation of WSDOT and Snohomish County accepting your traffic offers upfront prior to the planner's Sepa decision being done. If however, the hospital cannot reach an agreement with them earlier, the planner can issue the decision as a Mitigated Determination of Significance. After a Mitigated Determination of Significance there is a 14 day comment period and 10 day appeal period. The Land Use permit can be drafted at this time as well. I will give WSDOT and Snohomish County contact information to Connie for her convenience in contacting them directly. When Chrisitan submitted the documents for hospital building permit, he was informed that sometimes staff will decide to issue smaller building permits or ones that do not affect the Land Use process earlier. We briefly discussed the MRI building permit, but did not say it could be issued before the Land Use or Site civil process is approved. I checked with Kristi Remle-Senior planner and she advised us that we cannot issue any of the three building permits prior to the Land Use and Site Civil approvals. It is important to keep the permits on track by contacting our engineering department to set up an appointment for submitting information to request a meeting for Site Civil Pre-Design Meeting to Launa Rupert-Permit Technician for Engineering. Her email address is Irupert ci.arlington.wa.us This is crucial to your time line as the Site Civil process usually takes a little longer than Land Use process. I understand after speaking with Connie today that her engineer has already been in discussions with Menglou Wang our City Engineer. Usually a Pre- Design meeting is scheduled directly after the Land Use Permit, or just prior with planner approval. This should help to clarify some of the phases of the permitting process to date. Please call me if you have questions and I'll get back to you as soon as possible. Best Regards, Brenda Fecht City of Arlington 360 403-3551 From: Lois Broadway [ma I Ito:LBroadway@TG BArch itects.com] Sent: Wednesday, February 27, 2008 4:46 PM To: Brenda Fecht Subject: Cascade Valley Hospital I I HI Barbara, Thanks for talking with me this afternoon, and clarifying for me the pathway and process for both the MRI relocation and its tie to the Land Use process. I appreciate the time line description you gave me and will check back with you in a couple of weeks or so for an update. thanks Lois Joan Broadway, AI Principal tgba 1 taylor gregory butterfield architects 21911 76�"Ave W.Suite 210, Edmonds,WA 98026 t:425.778,1530 f 425,774.7803 `w 11 DNA: Permit Review Details Permit: BLD20080038 1000-P-Cross Conn Premise Isolation Complete? Y 02/12/2008 gtararan 30 This modular building has inside a special cooling system.The connection suppling water to Y this building is protected form possible backflow by a DCVA in conjunction with inside fixture isolation(RPBA).The connection to potable water for this building after the move must retain the DCVA.And the Assemblies must be retested per State requirements. Total Time: 30 1002-P-Engineering I Complete? Y 02/21/2008 tcross 30 No commet at this time.Will comment at Civil reiview. Y Total Time: 30 1004-P-Engineering II Complete? Y 02/11/2008 khale 15 No comment Y Total Time: 15 1006-P-Engineering III Complete? Y 02/22/2008 mwang 30 The Department of Public Works has the following comments on this building relocation Y permit. 1.This building has a special cooling system.The City's water system is protected by backflow prevention assemblies(BPA's).The BPA's approved by the City cross connection control specilist must be installed after the building is moved.The BPA's must be retested per State requirements.Contact Gus Tararan with Utilities Division at(360)403-3526. 2.Before the building is moved,a sanitary sewer disconnection inspection is required. Contact Virgil Renfroe with Utilities Division at(360)403-3526 to schedule the sewer inspection. 3.Before the building is moved,any existing water connections will have to be shut off, capped,and marked.Please contact Earl Anderson with Utilities Division at(360)403-3526 for inspection. Total Time: 30 1012-P-Pre-Treatment Complete? Y 02/12/2008 sboyd 10 This set-up is o.k.,however,see my comments on PLN20080028 for where it goes. Y Total Time: 10 1014-P-Public Works I Complete? Y 0 2/1 412 0 0 8 Itaylor 5 No comments Y 02/14/2008 Itaylor 5 Y Total Time: 10 1016-P-Public Works II Complete? Y 02/25/2008 Irupert 0 Y Total Time: 0 1020-P-Sewer Complete? Y 02/11/2008 vrenfroe 10 Building removal cannot be approved without a sanitary sewer disconnection inspection Y Contact Virgil Renfroe to schedule the sewer inspection at 360-403-3508.VLR Total Time: 10 1026-P-Utilities Fees Complete? Y 02/20/2008 rshepard 15 no comment Y Total Time: 15 1028-P-Water Complete? Y 02/13/2008 eanderson 35 Before the Demo process starts any existing water connections will have to be shut down, Y capped,and marked Please coordinate with the Utilities water. Total Time: 35 1032-P-Utilities I Complete? Y 02/14/2008 frapelyea 5 Refer to VLR comments. Y Total Time: 5 2/26/2008 8:26:21 AM Page 1 of 2 1034- P-Utilities II Complete? y 02/13/2008 gschlagel 5 No Comment y Total Time: 5 2000 -C-Building I Complete? y 02r-15/2008 kwentz 120 ALL WORK IS SUBJECT TO FIELD INSPECTION AND APPROVAL. y Total Time: 120 2008 -C-Community Development I Complete? y 02/26/2008 bfecht 0 y Total Time: 0 2012 -C-Natural Resources Complete? y 02/25/2008 bblake 5 No comments y Total Time: 5 2014 - C-Planning I Complete? y 02/21/2008 nhudson 15 Information is not clear where the modular building is located or where it is proposed to be y relocated. please provide hard copies or a more thorough site plan. Total Time: 15 3004-X-Fire Complete? y 02/13/2008 tcooper 10 No comments y Total Time: 10 Total Reviews: 18 Total Time: 345 2/26/2006 8:26:21 AM Page 2 of 2 � �1 + Allowable Bearing Capacity for Perimeter Continuous Footing 1. Preliminary Assumptions - Perimeter continuous footing size is assumed to be 24 inches. - Depth of perimeter continuous footing assumed to be 2 feet below finish grade. - Unsuitable soil area should be overexcavated at least one foot and backfilled with structural fill (pit run). - Minimum 95 percent of compaction is required for structural area beneath the footing. - Soil properties Friction Angle = 34 degree, Cohesion = 0 psf Weight of Soil = 130 pcf -Water table is assumed to be located at 4 feet below FG. 2. Estimation -Allowable bearing capacity for perimeter continuous footing could be 3,500 psf. Please be aware the existing fill soils at the subject area may not meet the 95% compaction criteria and may require replacement as noted with import structural fill. Respectfully Submitted, GeoTest Services, Inc. Jeremy Wolf, L.E.G. Eng. Geologist/Operations Manager www.geotest-inc.com -2- 1 1 . TI, i 741 Marine Drive CBellingham,WA 98223 MG OTG 5T 20611-67"Avenue NE TOLL FREE FAX PHONE Arlington,WA 98223 888 251 5276 360 7337418 360 733,7318 December 21, 2007 GeoTest Project#07-0556 Cascade Valley Hospital Expansion 330 S. Stillaguamish Avenue Arlington, Washington Re: Lateral Earth Pressures &Allowable Bearing Capacity for Perimeter Continuous Footing Please review our findings pertaining to lateral earth pressures adjacent to the existing building as well as allowable bearing capacities for the perimeter continuous footings. Lateral Earth Pressure Estimation 1. Preliminary Assumptions - Existing building footing is located at 10 feet below grade. -Soil Properties Friction Angle = 34 degree, Cohesion = 0 psf Weight of Soil = 130 pcf -Water table is assumed to be located at 4 feet above the existing footing. - New footing is assumed to be located at 5 feet above the existing footing. - New footing size is assumed to be 5 feet x 5 feet - Normal pressure due to the new footing would be 5,000 psf. (Vertical load is assumed to be 125 kip) - New footing will directly contact the existing footing wall. 2. Estimation - Lateral earth pressure due to the soil and water could be between 500 and 600 psf. - Lateral earth pressure due to the new footing could be between 250 and 400 psf depending on depth below the new footing. -Total lateral earth pressure could be between 750 and 1,000 psf. - 1 - r .. � ,.&Degenkolb Subject S�^ �._�n S Job Number:Fl �� Date:'�k Job: C��<li _ a� ` By: �6 Section: �c Checked By: Page IL of 1j, A $ l� o= ~� mtz► is�� 3'-O x 3'-O"Xd-I& r--.n.. U� Ls)Oy bcr s (r o way I,t`i 1�G�� XO`-10" CwST UO 4@ l oll o-C +ro4 s u. i ryp VAq Company Degenkolb Engineers January 30, 2008 Designer DG Job Number : A7508004.00 MRI Relocation Footing Design Checked By: �l Flexure Design Results Description Load Sets and Factors Mu-XX k-ft Z Dir As(in Z Mu-ZZ(k-n) X Dir As(in2) FA-Cl 9.1 1.2DL+1.6LL 7.111 .648 7.111 .648 A IB UX Dir. Steel: .648 in Z (min) 0„ 22 i�Z� — AS fK'? D c 13 Z Dir. Steel: .648 in (min) , 1� Shear Check Results 1 • "L� Two Way(Punching)Vc: 69.064 k One Way(X Dir. Cut)Vc 29.599 k One Way(Z Dir. Cut)Vc: 29.599 k Punching X Dir. Cut Z Dir. Cut Description Load Sets and Factors Vu(k) Vu/:I Vc Vu(k) Vu/."Vc Vu(k) Vu/c:,Vc ACI9.1 1.2DL+1.6LL 21.958 .374 6.333 .252 6.333 .252 Concrete Bearing Check Results(Only Vertical Loads Considered!) Bearing Bc: 108.8 k Description Load Sets and Factors Bearing Bu (k) Bearing Bu/:-,Bc ACI 9.1 1.2DL+1.6LL 24 .315 b (s) q ecL L r 36" RISAFoot Version 1.03 [Untitled.rft] Page 2 I� Company Degenkolb Engineers - January 30, 2008 l Designer DG �v�- F4 o . �/Oc m IZ t 1 c J Job Number : A7508004.00 MRI Relocatio�Footing Design Checked By: 26 1.333 ft A ¢ B LH m I 4 in an MAT c +� v 0 44! H/ F. 4 u� ' / o ,-I �►D C D " /ft c�X 3 ft Z Geometry and Materials Length :3 ft eX :0 in Allowable Soil Bearing :2850 psf Steel fy 60 ksi Width :3 ft eZ :0 in Concrete Weight :145 pcf Minimum Steel :.0018 Thickness :10 in pX :4 in Concrete fc :4 ksi Rebar CL :3.5 in Height :0 in pZ :4 in Loads 02,\Lpekl P k) k��3w Vx(k) Vz(k) Mx k-ft Mz(k-ft)_Overburden (psfl DL 20 v 0 +P +Vx +Vz +Mx +Mz ve i r L A D D C B A A D Service Combination Results Description Load Sets Allowable(psf) Max Bearing (WI OTMSF X-X OTMSF Z-Z DL+LL DL+LL 2850 2343.06 A NA NA DL+LL+WL 3799.05 2343.06 A) NA NA DL+LL-WL 3799.05 2343.06 A NA NA DL+LL+EL 3799.05 2343.06 A NA NA DL+LL-EL 3799.05 2343.06 A NA NA A B A B A B A B A B D C D C D C D C D C DL+LL DL+LL+WL DL+LL-WL DL+LL+EL DL+LL-EL QA: 2343.06 psf QA: 2343.06 psf QA: 2343.06 psf QA: 2343.06 psf QA: 2343.06 psf OR 2343.06 psf QB: 2343.06 psf OR 2343.06 psf QB: 2343.06 psf QB: 2343.06 psf QC: 2343.06 psf QC: 2343.06 psf QC: 2343.06 psf QC: 2343.06 psf QC: 2343.06 psf QD: 2343.06 psf QD: 2343.06 psf QD: 2343.06 psf QD: 2343.06 psf QD: 2343.06 psf RISAFoot Version 1.03 [Untitled.rft] Page 1 I Company Degenkolb Engineers January 30, 2008 Designer DG Job Number : A7508004.00 MRI Relocation Footing Design Checked By: �C Flexure Design Results Description Load Sets and Factors Mu-XX k-ft Z Dir As ins Mu-ZZ(k-i X Dir As(inz) ACI 9.1 1.2DL+1.6LL 3.267 1.296 19.267 .695 Controlling Z direction steel requires the following placement: A B "--0•2,2 `v►Z��{ Region 1 (starts at A): 27 in Steel: .389 In 2 [Y� �, 0,695 t nt 6 Region 2(middle): 18 in Steel: .518 In' C0.35"nI �V)� Region 3(ends at D): 27 in Steel: .389 In D j C Jx j z Shear Check Results Two Way(Punching)Vc: 69.064 k One Way(X Dir. Cut)Vc 59.198 k One Way(Z Dir. Cut)Vc: 14.799 k Punching X Dir. Cut Z Dir. Cut Description Load Sets and Factors Vu(k) Vu/t Vc Vu(k) Vu/�Vc Vu(k) Vu/c�Vc ACI 9.1 1.2DL+1.6LL 26.35 1 .449.1 .8 016 11 .874 Concrete Bearing Check Results (Only Vertical Loads Consideredl) Bearing Bc: 108.8 k Description Load Sets and Factors Bearing Bu k) Bearing Bu/ 13c ACI9.1 1.2DL+1.6LL 28.8 .378 IDS @ Io" 0 •C, RISAFoot Version 1.03 [Untitled.rft] Page 2 ©vk o', 2 Company Degenkolb Engineers January 30, 2008' Designer DG Stt'R f F SG @ 6 ' o.C, Job Number : A7508004.00 MRI Relocation Footing Design Checked By:-2L .583 ft A B w m N. _ 44 rG''j rl �n ta Gl `�3c.p✓1 n�Ovp ° C Xf___ I1.5 Z- SC, �1�C �1 tM .t'r Geometry and Materials � �� 9nd t3 . Length :1.5 ft eX :0 in Allowable Soil Bearing :2850 psf Steel fy :60 ksi Width :6 ft eZ :0 in Concrete Weight :145 pcf Minimum Steel :.0018 Thickness :10 in pX :4 in Concrete fc :4 ksi Rebar CL :3.5 in Height :0 in pZ :4 in Loads P (k) _ Vx(k) Vz(k) Mx(k-ft) Mz(k-ft Overburden s DL 24 1 S -0 +Pxz +Mxz +Over A D D C B A A D Service Combination Results Description Load Sets Allowable s Max Bearing s OTMSF X-X OTMSF Z-Z DL+LL DL+LL 2850 2787.5 A NA NA DL+LL+WL 3799.05 2787.5 A) NA NA DL+LL-WL 3799.05 2787.5 A NA NA DL+LL+EL 3799.05 2787.5 A NA NA DL+LL-EL 3799.05 1 2787.5 A NA NA A B A B A B A B A B D C D C D C D C D C DL+LL DL+LL+WL DL+LL-WL DL+LL+EL DL+LL-EL QA: 2787.5 psf QA: 2787.5 psf QA: 2787.5 psf QA: 2787.5 psf QA: 2787.6 psf QB: 2787.5 psf OR 2787.5 psf QB: 2787.5 psf QB: 2787.5 psf QB: 2787.5 psf QC: 2787.5 psf QC: 2787.5 psf QC: 2787.5 psf QC: 2787.5 psf QC: 2787.5 psf QD: 2787.5 psf QD: 2787.5 psf QD: 2787.5 psf OD: 2787.5 psf QD: 2787.5 psf RISAFoot Version 1.03 [Untitled.rft] Page 1 Degenkolb Engineers D e e n ko I b 600 University St.,Suite 720 Seattle,WA 98101 Phone:206.262.9240 Fax:206.262.9346 Subject: Weight Take-off Job Number: A7508004.00 Date: 01/29/08 Job: CVHC-MRI Relocation By: DG Section: Checked By: DG 2042 sq. ft. Wall Area 1107 sq. ft Floor Area First Floor Linear Load Uniform Load Total Load (plf) (psf) (kips) 4"Concrete Slab on grade 50 55 Tx 1'-8"Thickened Slab edge-grid B 750 30 1'-6"x 1'-8"Thickened Slab edge 376 51 8'x 8'x 1'-8 MRI Equip. Footing 16 2.5" LWC Fill Over 1.5"22 ga Deck 28 31 HSS 10x6x1/4 Beams 26 6 C6x8.2 Beams 8.2 2 Flooring+3" Insulation under deck 5.5 6 Imaging Equipment 20 Arch. Misc. (partitions, cabinets, etc) 15 17 Roof 1.5"22 ga. Roof Metal Deck 2 2 6" Metal studs @ 16"on center 2 2 HSS 12x6x1/4 Beams 30 6 C6 Channels& Misc. Steel 1 3-ply Roofing over 3"rigid insulation 6 7 Ceilings 2 2 MEP, Lighting, Misc. 5 6 Walls HSS 6x6x3/8 Columns 28 3 HSS 3x3x1/4 Columns 9 1 Exterior Walls(w/stucco) 20 41 Allowance for MRI Shielding 5 Misc. 5 10 320 kips p:1...\Existing Building Take-off.xls:Sheet1 Page 1 of 1 .� I I I Untitled Page Page 1 of 2 J ET 441310 : SJ-10T, 10 Ton r � Features and Benefits • Contractor quality mechanical jack for all-purpose lifts and supports • Holds heavy loads indefinitely-will not creep • Heavy-duty bell shaped cast base • Less effort required to lift capacity load with new design • Corrugated steel swivel head turns easily under load http://industrial jettools.com/ProductPrint.aspx?cat=2&Part=441310 1/29/2008 ., I Untitled Page Page 2 of 2 JET 441310 : SJ-10T, 10 Ton Specification Value Brand Jet Height 12.7 inch Length 6.4 inch Model Number SJ-10T Net Weight 16.45 pound Part Number 441310 Screw Size(ODxL) 1-1/2 x 8-5/16 Ship Weight 16.45 pound Width 6.6 inch http://industrial jettools.com/ProductPrint.aspx?cat=2&Part=441310 1/29/2008 �. i r Degenkolb Subject: Sao�l^ s. Job Number: O l�.�Date: Job: C n4-c— , By: O C. Section: Checked By: Page of ' y 1 .- �SSv o�n c3ri irr- [� sup -S S6�. of +uw- 1c*-,c\. Te— Sa�, --0,�I �� a,s,�r',6uied o Svc-�OO� () s j MRk Concce- (- � RA Go 3/560 sJ Tan1 =3,�c5o I�s� - sco esd ISO n 41- F W+- -�S o- C, PC, CC�CW]G[ v �� X 320 Les. I J 1 b c, S Opil Q oc� cr scC-cw C, Z Sa' X 3 20 2,4 � i . ,r �. �. r Company Degenkolb Engineers C _ _I. /� January 30, 2008 Des Job(Number : A 508004.00 MRI Relocation Footing G@ 1-+ Design Checked By:� .583 ft a► 44 M 4 in M OD w rI in OD P�D D x 1.5 ft; z Geometry and Materials Length :1.5 ft eX :0 in Allowable Soil Bearing :2860 psf Steel fy :60 ksi Width :4 ft eZ :0 in Concrete Weight :145 pcf Minimum Steel :.0018 Thickness :8 in pX :4 in Concrete fc :4 ksi Rebar CL :3.5 in Height :0 in pZ :4 in Loads P(k) Vx k Vz k) Mx k-ft Mz(k-ft) Overburden ps DL 16 j 0 1 +P +VX �,�+Vz +MX ` - A D D C B A A D Service Combination Results Description Load Sets Allowable(psf) Max Bearing s OTMSF X-X OTMSF Z-Z DL+LL DL+LL 2850 2763.33 A NA NA DL+LL+WL 3799.05 2763.33 A NA NA DL+LL-WL 3799.05 2763.33 A NA NA DL+LL+EL 3799.05 2763.33 A NA NA DL+LL-EL 3799.05 2763.33 A NA NA A B A B A B A B A B D C D C D C D C D C DL+LL DL+LL+WL DL+LL-WL DL+LL+EL DL+LL-EL QA: 2763.33 psf QA: 2763.33 psf QA: 2763.33 psf QA: 2763.33 psf QA: 2763.33 psf QB: 2763.33 psf QB: 2763.33 psf QB: 2763.33 psf QB: 2763.33 psf QB: 2763.33 psf QC: 2763.33 psf QC: 2763.33 psf QC: 2763.33 psf QC: 2763.33 psf QC: 2763.33 psf QD: 2763.33 psf QD: 2763.33 psf QD: 2763.33 psf CID: 2763.33 psf QD: 2763.33 psf RISAFoot Version 1.03 [Untitled.rft] Page 1 � �� I 1 I • I Company Degenkolb Engineers January 30, 2008 Designer DG Job Number : A7508004.00 MRI Relocation Footing Design Checked By:,b& Flexure Design Results Description Load Sets and Factors Mu-XX k-ft Z Dir As in2 Mu-ZZ(k-ft) X Dir As(in2) ACI 9.1 1 1.2DL+1.6LL 2.178 .691 8.067 .417 Controlling Z direction steel requires the following placement: A"M B Region 1 (starts at A): 15 in Steel: .157 In Region 2(middle): 18 in Steel: .377 in Region 3(ends at D): 15 in Steel: .157 In D C Shear Check Results Two Way(Punching)Vc: 38.706 k One Way(X Dir. Cut)Vc 27.322 k One Way(Z Dir. Cut)Vc: 10.246 k Punching X Dir. Cut Z Dir. Cut Description Load Sets and Factors Vu k Vu/,oVc Vu k Vu/0Vc Vu(k) Vu/;rVc ACI9.1 1.2DL+1.6LL 17.594 1 .535 1 2.667 .115 7 F.804 Concrete Bearing Check Results(Only Vertical Loads Considered!) Bearing Bc: 108.8 k Description Load Sets and Factors Bearing Bu (k) Bearing Bu/s6Bc AC19.1 1.2DL+1.6LL j 19.2 .252 RISAFoot Version 1.03 [Untitied.rft] Page 2 i GEOTECHNICAL ENGINEERING REPORT Cascade Valley Hospital Expansion 330 S. Stilliguamish Avenue Arlington, Washington September 18, 2007 Prepared for Cascade Valley Hospital and Clinics RECEIVED FEB 0 5 1UUd COA PERMIT CENTER O� �i GG OTG'5T 741 Marine Drive Bellingham, Washington .l { 0 _ OeoTeST Bel Marine Drive PHONE muFAA Bellingham,WA 987.25 360 733 251 360733 6_7318 888 251_5276 360 733_74i8 September 18, 2007 Job No. 07-0556 Cascade Valley Hospital and Clinics 330 S. Stilliguamish Avenue Arlington,WA 98223 Attn: Connie DiGregorio Re: Geotechnlcal Engineering Evaluation Cascade Hospital Expansion 330 S. Stilliguamish Avenue Arlington,Washington Dear Mrs. DiGregorio, As requested, GeoTest Services, Inc. is pleased to submit this report summarizing the results of our geotechnical engineering evaluation for the referenced project. The purpose of this evaluation was to establish general subsurface conditions beneath the site from which conclusions and recommendations for foundation design could be formulated. Specifically, our scope of services included the following tasks: • Exploration of soil and groundwater conditions underlying the site by drilling five test borings with a truck-mounted drill rig to depths up to approximately 40 feet BGS to evaluate subsurface conditions. • Laboratory testing on representative samples in order to classify and evaluate the engineering characteristics of the soils encountered. • Provide this written report containing a description of subsurface conditions, test pit logs, and findings and recommendations pertaining to site preparation and earthwork, fill and compaction, wet weather earthwork, seismic design, slope stability, foundation recommendations, concrete slab-on-grade construction, foundation and site drainage, infiltration potential, utilities, temporary and permanent slopes, pavement subgrade preparation and geotechnical consultation and construction monitoring. PROJECT DESCRIPTION We understand that the Cascade Valley Hospital and Clinics Master Plan Project will consist of the construction of an approximately 58,000 square foot, three story new hospital expansion and remodel of the existing approximately 52,000 square foot 1987 Cascade Valley Hospital building. The new structure will likely be steel framed with conventional concrete foundation and slab-on-grade. The expansion is proposed to be located to the east of the existing three story facility. Three one story structures will need to be demolished to accommodate the new expansion. New paved parking areas and a relocated access road are also proposed for the site. Based on the existing, Page 1 of 16 www.geotest-inc.com i GeoTest Services,Inc. September 18,2007 Cascade Hospital Expansion,Arlington,Washington Job No.07-0556 relatively flat topography within the vicinity of the proposed improvements, site grade changes are anticipated to be minimal. The site is located at 330 S. Stilliguamish Avenue in Arlington, Washington as shown on the Vicinity Map, Figure 1. SITE CONDITIONS This section discusses the general surface and subsurface conditions observed at the project site at the time of our field investigation. Interpretations of the site conditions are based on the results of our review of available information, site reconnaissance, subsurface explorations, laboratory testing, and our experience in the project vicinity. General Geologic Conditions Geologic information for the project site was obtained from the Geologic Map of Washington State (Schuster 2005), published by the Washington Division of Geology and Earth Resources. According to Schuster, surficial soils in the vicinity of the project site consist of Pleistocene continental glacial drift (Qgd). Soils defined as continental glacial drift consist of till and outwash clay, silt, sand, gravel, cobbles, and boulders deposited by or originating from continental glaciers; locally includes peat, non-glacial sediments, modified land, and artificial fill. Native undisturbed soils encountered within our test pit explorations were consistent with the continental glacial drift(till) deposits. Surface Conditions The site of the proposed hospital expansion will be located in an improved area to the east of the existing three story hospital building that was constructed in 1987. A one story entrance building, one story MRI building, and one story administration and support services building constructed in 1956 are planned to be demolished to accommodate the new addition. The new expansion will also be located over existing paved parking areas and an access road that leads to the current loading dock and helicopter pad. The existing access road will likely be relocated to the south through the existing daycare facility. The topography within the area of the proposed expansion is relatively flat and slopes are based on the existing surface stormwater drainage gradients. Immediately west of the proposed building footprint and south of the existing hospital building the topography steps down approximately 10 feet to the loading dock and helicopter pad. This step is faced with a rockery. To the south and west of the existing facility and proposed expansion, the topography slopes down generally to the southwest at an average of approximately 3H:1V(horizontal: vertical) and up to a maximum of approximately 2H:lV. The existing three story facility is currently set back from the top of an approximately 2HAV slope by approximately 30 to 40 feet. Some apparent fill has been placed over the top of this slope and was evidenced by occasionally buried tree trunks. Fill observed on the slope was likely placed during past site grading activities. The top of an approximately 3.5H:1V slope will be located approximately 70 feet from the proposed hospital expansion. We have performed a detailed slope stability analysis of this slope relatively to the proposed expansion location, the details of which are provided in the subsequent Slope Stability section in this report. Again, some apparent fill may have been placed near the top of the approximately 3.5H:1 V portion of the subject slope and is likely attributed to past site grading or road building activities. Page 2 of 16 i ey 741 Marine Drive C7eOTe5T 2061 BellinghamWA 23 20611-67°i Avenue NE nxl rRer.- rnY !'HONE Arlinglon,WA 98223 888 251 5276 360 7337418 360 7337318 December 21, 2007 RECEIVE® GeoTest Project#07-0556 FEB 0 5 2008 Cascade Valley Hospital Expansion COA PERMIT CENTER 330 S. Stillaguamish Avenue U U 3 Arlington, Washington � �U Re: Lateral Earth Pressures &Allowable Bearing Capacity for Perimeter Continuous Footing Please review our findings pertaining to lateral earth pressures adjacent to the existing building as well as allowable bearing capacities for the perimeter continuous footings. Lateral Earth Pressure Estimation 1. Preliminary Assumptions - Existing building footing is located at 10 feet below grade. - Soil Properties Friction Angle = 34 degree, Cohesion = 0 psf Weight of Soil = 130 pcf -Water table is assumed to be located at 4 feet above the existing footing. - New footing is assumed to be located at 5 feet above the existing footing. - New footing size is assumed to be 5 feet x 5 feet - Normal pressure due to the new footing would be 5,000 psf. (Vertical load is assumed to be 125 kip) - New footing will directly contact the existing footing wall. 2. Estimation - Lateral earth pressure due to the soil and water could be between 500 and 600 psf. - Lateral earth pressure due to the new footing could be between 250 and 400 psf depending on depth below the new footing. -Total lateral earth pressure could be between 750 and 1,000 psf. - 1 - Pic r� �� I'� ■� � '= Ian _ ._ I Allowable Bearing Capacity for Perimeter Continuous Footing 1. Preliminary Assumptions - Perimeter continuous footing size is assumed to be 24 inches. - Depth of perimeter continuous footing assumed to be 2 feet below finish grade. - Unsuitable soil area should be overexcavated at least one foot and backfilled with structural fill (pit run). - Minimum 95 percent of compaction is required for structural area beneath the footing. - Soil properties Friction Angle = 34 degree, Cohesion = 0 psf Weight of Soil = 130 pcf -Water table is assumed to be located at 4 feet below FG. 2. Estimation -Allowable bearing capacity for perimeter continuous footing could be 3,500 psf. Please be aware the existing fill soils at the subject area may not meet the 95% compaction criteria and may require replacement as noted with import structural fill. Respectfully Submitted, GeoTest Services, Inc. i Jeremy Wolf, L.E.G. Eng. Geologist/Operations Manager www.geotest-inc.com - 2- San Francisco D e g e n ko I b Los Angeles /� Portland Oakland ,. San Diego RECEIVED Seattle February 1, 2008 �� FEB 0 5 ?L:U,) � u'.J C A PERMIT CENTER Ms. Lois Broadway A ��S Taylor Gregory Butterfield Architects vU 30 21911 76th Ave W, Suite 20 Edmonds, Washington 98026 Reference: Cascade Valley Hospital and Clinics MRI Building Relocation—Structural Calculations Arlington, WA [Degenkolb Job Number A7508004.001 Dear Lois: Please see attached the structural calculations and structural drawings for the MRI building relocation sub-foundation design for the City of Arlington's review. Our design is based on our understanding that a contractor will design the screw jacks and their spacing; as well as the steel beams required for the building moving process. We understand that the existing building and its foundation will be moved as a single block. The structural design consists of a sub-foundation system designed to accommodate the building's dead load once it has been set on the screw jack system. Controlled Density Fill will be used to fill the gap from the top of sub-footings and the underside of the original slab on grade foundation. The design conforms to the 2006 Edition of the International Building Code with State of Washington Amendments. Please let us know if you have any questions. Very truly yours, G01VZ DEGENKOLB ENGINEERS Ocol P Davi alez, P.E., S.E. Assotiate Principal 0 s C EXPIRES /6/ dg/DG attachment:Permit Structural Drawings 3 P:\project A07\508\A7508004.00\Corr\Out\080201 hr MRI relocation permit set cover letter doe 3 w20 Degenkolb Engineers l n t! 600 University Street Seattle,Washington 98101 0 262.9240 phone w 262.9346 fax ti,�,c � �J —% E i � �. I . I , A�Degenkolb Subject: Job Number: So co Job: C f I-� By: Section: — - Checked By: Page of �[I Tl-s�cr +0 1 S.�QPi�rI1 c Se�t�IS o� On Cen er arwr( +l e 'iMe-�-e/ 6 f 41v- SV)e F-I . p To p) O( (N) Su6Joakr g s W;k, 6e + 3a " bJOLA Q.1w0-� d- _.4— �1 C. (N) Sub �oo�Jc-s ❑ \Foi c be-�Wc, -�4f-cl SD G f� w� CD F cQp = � re p c, +- � ©f i�:S =" _S`�n�� 0c6 C� !!3 i o`�1 p �- s ci�� o4c -}a (�G �vc S p 1 I GeoTest Services,Inc. September 18,2007 Cascade Hospital Expansion,Arlington,Washington Job No.07-0556 Vegetation within the area of the proposed improvements generally includes landscape shrubs, plants, and deciduous trees generally located within islands in the parking areas and along the perimeter of existing buildings. Surface water was not observed within the areas of the proposed improvements or over the face of site slopes at the time of our field investigation in August of 2007. During our review of the property we observed some vertical cracking in the south and west ground floor exterior walls of the existing three story hospital building. It appeared as though the cracks did not extend into the precast concrete exterior wall panels of the overlying floor. We did not observe cracking at precast concrete panel to panel connections either. We did have the opportunity to observe the structural plans for the existing main hospital building which was constructed in the 1980s. The bearing value prescribed for this project was 8000 pounds per square foot(psf). We did not observe a geotechnical report for the existing building or a reference to such a report with the structural plans. It is possible that the cracking may have been caused by concrete shrinkage after placement or differential settlement. No significant damage to the structure was noted and the actual cause of the concrete cracking cannot be determined at this time. Subsurface Soil Conditions Subsurface conditions within the areas of interest at the site were explored by drilling and sampling five exploratory test borings with a truck-mounted drill rig on August 3Pa and 4'h, 2007. The borings (13-1 through B-5) were advanced to depths between approximately 10 and 39 feet below ground surface (BGS). Our borings were generally located around the perimeter of the new expansion as shown on a site plan provided to us by Taylor Gregory Butterfield Architects. The approximate locations of the borings are shown on the Site and Exploration Map, Figure 2. A discussion of field exploration and laboratory test procedures, together with edited boring logs, is presented in Appendix A. The subsurface conditions were generally consistent below the project site. The subsurface profile generally consisted of a thin layer of asphalt pavement over fill over native glacial till deposits. At the surface of all five boring explorations, approximately 2 to 4 inches of asphalt pavement was encountered. Underlying the asphalt pavement at all five boring locations, medium dense to very dense, brown, damp, gravelly, slightly silty to silty sand (possible fill) was encountered to depths ranging between approximately 2% to 5 feet BGS. It was difficult to determine the exact fill depths because our sampling was limited to 2% foot intervals. Below the fill at all five boring locations, medium dense to very dense, light brown to gray, damp to occasionally wet, gravelly, clayey to very clayey, fine to coarse sand with occasional cobbles and trace boulders (glacial till) was encountered to the full extent of our explorations. It should be noted that refusal was met on boulders and/or large cobbles that were encountered at various depths at all five boring locations. At the majority of our boring locations it was necessary to relocate the drill rig in order to miss boulders and achieve our final boring depths. Accordingly, we anticipate that occasional boulders will likely be encountered during site grading activities. In addition, during our site evaluation, we briefly discussed our activities with Connie DiGregorio, Cascade Valley Hospital & Page 3 of 16 GeoTest Services,Inc. September 18,2007 Cascade Hospital Expansion,Arlington,Washington Job No.07-0556 Clinics Assistant Administrator, Resources. Mrs. DiGregorio recalled difficulty encountered by the contractor with the excavation of boulders during the earthwork phase of the construction of the main hospital building. Groundwater At the time of our subsurface investigation in August of 2007, groundwater seepage was observed within explorations B-1 through B-3 at depths that ranged between approximately 7'/2 and 20 feet BGS. In addition, we encountered some relatively loose/soft saturated soils within exploration B-2 between approximately 3 to 8 feet BGS that may require limited overexcavation to reach suitable bearing soils. We were not able to identify the lateral extent and depth of the saturated soils at the time of our subsurface exploration. Therefore, unsuitable and/or saturated soils will need to be identified and removed down to suitable bearing conditions during site grading activities. The groundwater seepage was encountered within the general vicinity of the proposed basement area during our subsurface investigation in August of 2007. It appeared that the seepage encountered below the site may be locally isolated seepage zones, potentially trapped within sand lenses, or water "perched" on the relatively impermeable dense glacial till deposits and not indicative of a groundwater table. Accordingly, limited dewatering should be anticipated during site grading and excavation activities. Based on the limited seepage encountered during our subsurface investigation, in our opinion, typical sump/trash pumps will likely be sufficient to remove water during excavation activities. If significant seepage is encountered during site grading and excavation activities, we recommend that GeoTest be notified immediately to help determine the appropriate method of dewatering and/or drainage control. In addition, gravel working mats or controlled density fill may be warranted to protect the subgrade during earthwork operations, particularly during extended periods of wet weather. The groundwater conditions reported on the boring logs are for the specific locations and dates indicated, and therefore may not necessarily be indicative of other locations and/or times. Groundwater levels are not static and it is anticipated that groundwater conditions will vary depending on local subsurface conditions, season, precipitation, changes in land use both on and off site, and other factors. CONCLUSIONS AND RECOMMENDATIONS Based upon evaluation of the data collected during this investigation, it is our opinion that subsurface conditions at the site are suitable for the proposed construction, provided the recommendations contained herein are incorporated into the project design. Based on the subsurface conditions encountered at the project site, approximately 2% to 5 feet of asphalt pavement, fill and/or unsuitable soil may have to be removed prior to structural fill placement or foundation formwork. Within the vicinity of exploration B-2, located to the northeast of the existing three story building, as much as approximately 8 feet of soft/loose, saturated soil may have to be removed and replaced with properly compacted import structural fill. In addition, occasional boulders and/or large cobbles were encountered below the site and should be anticipated during site grading activities. Page 4 of 16 i i Geo-rest Services,Inc. September 18,2007 Cascade Hospital Expansion,Arlington,Washington Job No,07-0556 Conventional shallow isolated and continuous footings are considered feasible for this project provided that all of the encountered pavement, topsoil, fill, foundation debris resulting from demolition activities, and loose, organic upper portions of the native soil are removed below structural areas and the foundation elements bear directly on suitably prepared native soil or on properly compacted structural fill placed directly over suitable native soil. Site Preparation and Earthwork The portions of the site to be occupied by proposed foundation(s), pavement, or sidewalk should be prepared by removing any existing pavement, concrete, fill, topsoil and significant accumulations of organics from the area to be developed. Prior to placement of any structural fill, the exposed subgrade under all areas to be occupied by soil-supported floor slabs and spread or continuous foundations should be recompacted to a dense and unyielding condition and proof rolled with a loaded dump truck, large self- propelled vibrating roller, or equivalent piece of equipment applicable to the size of the excavation. The purpose of this effort is to identify possible loose or soft soil deposits and recompact the soil exposed during site demolition and excavation activities. Proof rolling should be carefully observed by qualified geotechnical personnel. Areas exhibiting significant deflection, pumping, or over-saturation that cannot be readily compacted should be overexcavated to firm soil. Overexcavated areas should be backfilled with compacted granular material placed in accordance with subsequent recommendations for structural fill. During periods of wet weather, proof rolling could damage the exposed subgrade. Under these conditions, qualified geotechnical personnel should observe subgrade conditions to determine if proof rolling is feasible. Fill and Compaction Structural fill used to obtain final elevations for footings and soil-supported floor slabs must be properly placed and compacted. In general, any suitable, non-organic, predominantly granular soil may be used for fill material, including portions of the existing onsite soil, provided the material is properly moisture conditioned prior to placement and compaction, and the specified degree of compaction is obtained. If the existing onsite soil is to be reused for structural fill, any cobbles or other material greater than about 6 inches in diameter should be removed. Excavated site material containing topsoil, wood, trash, organic material, or construction debris will not be suitable for reuse as structural fill and should be properly disposed offsite or placed in nonstructural areas. Reuse of Onsife Soil It is our opinion that the generally granular material underlying the site (glacial till) may be used as structural fill below the proposed improvements once properly moisture conditioned and the specific degree of compaction is attained. Reuse of the native soil underlying the site as structural fill will prove most cost effective compared to importing structural fill to the site. However, due to the relatively high fines content of the native soil, it is considered moisture sensitive and may be difficult to achieve compaction if the soil moisture content is not close to optimum. In our opinion, reuse of site soils as structural fill should be avoided during periods of wet weather and only used during the warmest summer months. If the native soil is to be used as structural fill at the site, we Page 5 of 16 GeoTest Services,Inc. September 18,2007 Cascade Hospital Expansion,Arlington,Washington Job No.07.0556 recommend that GeoTest be involved with planning and construction monitoring for fill placement activities. Based on the results of laboratory tests performed on representative samples, native, undisturbed site soils in the upper 10 feet have "fines" contents (percent passing the U.S. No. 200 sieve) ranging between approximately 28 to 34 percent of the dry weights. Soils containing more than approximately 5 percent fines are considered moisture sensitive, and are very difficult to compact to a firm and unyielding condition when over the optimum moisture content by more than approximately 2 percent. The optimum moisture content is that which allows the greatest dry density to be achieved at a given level of compactive effort. Moisture contents of the soil samples recovered from the test pits in the upper 10 feet of the existing undisturbed native soils ranged from about 9 to 18 percent of the dry weight. The moisture contents of most of the soil samples were generally near to slightly above the estimated ranges of optimum moisture contents for the native glacial till deposits encountered in our boring explorations. Accordingly, native site soils will likely need to scarified to a more optimum moisture condition prior to placement. Imported Structural Fill We recommend that imported structural fill consist of clean, well-graded sandy gravel, gravelly sand, or other approved naturally occurring granular material (pit run) with at least 40 percent retained on the No. 4 sieve, or a well-graded crushed rock. Structural fill for dry weather construction may contain on the order of 10 percent fines (that portion passing the U.S. No. 200 sieve) based on the portion passing the U.S. No. 4 sieve. Soil containing more than about 5 percent fines cannot consistently be compacted to a dense, non-yielding condition when the water content is greater than optimum. Accordingly, we recommend that imported structural fill with less than 5 percent fines be used during wet weather conditions. Due to wet weather or wet site conditions, soil moisture contents could be high enough that it may be very difficult to compact even "clean" imported select granular fill to a firm and unyielding condition. Soils with over- optimum moisture contents should be scarified and dried back to more suitable moisture contents during periods of dry weather or removed and replaced with fill soils at a more suitable range of moisture contents, Backfill and Compaction Structural fill should be placed in horizontal lifts 8 to 10 inches in loose thickness and thoroughly compacted. All structural fill placed under load bearing areas should be compacted to at least 95 percent of the maximum dry density, as determined using test method ASTM D 1557. In paved areas, the fill should be compacted to at least 92 percent, except the upper 24 inches of subgrade, which should be compacted to a minimum of 95 percent of maximum dry density. The top of the compacted structural fill should extend outside all foundations and other structural improvements a minimum distance equal to the thickness of the fill. We recommend that compaction be tested after placement of each lift in the fill pad. Page 6 of 16 Geo7est Services,Inc. September 18,2007 Cascade Hospital Expansion,Arlington,Washington Job No.07-0556 Wet Weather]Earthwork As described above, the onsite soils are moisture sensitive. It is our experience that the native till is particularly susceptible to degradation during wet weather. As a result, it may be difficult to control the moisture content of the site soils during the wet season. If construction is accomplished during wet weather, we recommend that structural fill consist of imported, clean, well-graded sand or sand and gravel as described above. If fill is to be placed or earthwork is to be performed in wet weather or under wet conditions, the contractor may reduce soil disturbance by: • Limiting the size of areas that are stripped of topsoil and left exposed • Accomplishing earthwork in small sections • Limiting construction traffic over unprotected soil • Sloping excavated surfaces to promote runoff • Limiting the size and type of construction equipment used • Providing gravel "working mats" over areas of prepared subgrade • Removing wet surficial soil prior to commencing fill placement each day • Sealing the exposed ground surface by rolling with a smooth drum compactor or rubber-tired roller at the end of each working day • Providing upgradient perimeter ditches or low earthen berms and using temporary sumps to collect runoff and prevent water from ponding and damaging exposed subgrades. Seismic Design Considerations The Pacific Northwest is seismically active and the site could be subject to ground shaking from a moderate to major earthquake. Consequently, moderate levels of earthquake shaking should be anticipated during the design life of the project, and the proposed structures should be designed to resist earthquake loading using appropriate design methodology. The relatively dense condition of the native glacial till and the general absence of saturated conditions effectively preclude seismically induced soil liquefaction. In addition, it is anticipated that the site would not be subject to seismically induced landslides, lateral spreading, or other ground failure. For structures designed using the seismic design provisions of the 2006 International Building Code, the dense, native, gravelly, silty sand (glacial till), interpreted to underlie site in the upper 100 feet, classifies as Site Class D, stiff soil profile, according to Site Class Definitions, Table 1613.5.2. The corresponding values for calculating a design response spectrum for the assumed soil profile type is considered appropriate for the site. Please use the following values for seismic structural design purposes: Conterminous 48 States— 2003 NEHRP Seismic Design Provisions Zip Code 98223 Central Latitude = 48.19, Central Longitude = -122.12 Page 7 of 16 GeoTest Services,Inc. September 18,2007 Cascade Hospital Expansion,Arlington,Washington Job No.07-0556 Short Period (0.2 sec) Spectral Acceleration MCE Value of Ss= 1.044 (g) Site Response Coefficient, Fa= 1.082 (Site Class D) Adjusted spectral response acceleration for Site Class D, SMs = S,,x Fa = 1.130 (g) Design spectral response acceleration for Site Class D, Spg = 213 x SMs=0.753 (g) One Second Period (1 sec) Spectral Acceleration MCE Value of S,= 0,355 (g) Site Response Coefficient, F„= 1.689 (Site Class D) Adjusted spectral response acceleration for Site Class D, SM, = S,x Fa = 0.660 (g) Design spectral response acceleration for Site Class D, So, = 2/3 x SM,= 0.400 (g) Slope Stability As mentioned previously, the proposed expansion is planned to be set back approximately 70 feet from an approximately 3.5H:1V soil slope. For our modeling purposes, we assumed that a 3 to 5 foot thick layer of silty sand (possible fill, Density = 115 pcf and Friction Angle = 28 degrees) exists over dense, gravelly, very clayey sand (glacial till, Density = 125 pcf and Friction Angle = 32 degrees). Global stability analyses were performed on a representative cross-sectional area based on the above mentioned parameters. A computer slope stability program, Slope/VV, was used to determine the factors of safety for the global stability of the slopes under both static and seismic conditions. The computer stability program was used to randomly generate and evaluate circular and block failures within the slope area using the simplified Bishop's method of slices. The potential effects of seismic loading on the global stability of the slope were analyzed assuming a peak horizontal ground acceleration of 0.24g for a seismic event with a probability of exceedance of 10 percent in a 50 year period (USGS 2007). The horizontal forces developed during earthquake shaking were represented by a "pseudo-static" seismic coefficient Kh. The horizontal acceleration used in seismic stability analysis for natural soil slopes is typically assumed to be one half of the free-field acceleration. Accordingly, the seismic coefficient used in our stability analysis of the slope was 0.12g. Based on the results of our stability analysis using the above mentioned parameters and slope geometry, the global stability meets and exceeds the recommended factors of safety of 1.5 and 1.1 for static and seismic loading, respectively. We have attached figures from our computer modeling program that display the resulting static and seismic safety factors for your convenience. The resulting factors of safety were 2.282 for static condition and 1.570 for seismic condition based on our computer modeling. Therefore, it is our opinion that the subject slope does not present a landslide hazard relative to the proposed expansion location. Foundation Support and Settlement As mentioned previously, based on the subsurface conditions encountered at the project site, from the existing ground surface approximately 2'/2 to 5 feet of unsuitable soil may Page 8 of 16 ,. I GeoTest Services,Inc. September 18,2007 Cascade Hospital Expansion,Arlington,Washington Job No.07-0556 have to be removed prior to structural fill placement or foundation formwork. Within the vicinity of exploration B-2, located to the northeast of the existing three story building, as much as approximately 8 feet of soft/loose, saturated soil may have to be removed and replaced with properly compacted import structural fill. In addition, occasional boulders and/or large cobbles were encountered below the site and should be anticipated during site grading activities. Foundation support for the proposed improvements may be provided by continuous or isolated spread footings founded on the proof-rolled, undisturbed, dense to very dense, gravelly, clayey to very clayey sand (glacial till) or-on properly compacted structural fill placed directly over undisturbed native soil. To provide proper support, we recommend that all existing fill or foundation debris beneath the building foundation area(s) be removed and replaced with properly compacted structural fill as described above. Alternatively, localized overexcavations could be backfilled to the design footing elevation with lean concrete or foundations may be extended to bear on dense, undisturbed native soil. In areas requiring overexcavation to competent native soil, the limits of the overexcavation should extend laterally beyond the edge of each side of the footing a distance equal to the depth of the excavation below the base of the footing. If lean concrete is used to backfill the overexcavation, the limits of the overexcavation need only extend a nominal distance beyond the width of the footing. All continuous and isolated spread footings should be founded a minimum of 18 inches below the lowest adjacent final grade for freeze/thaw protection. The footings should be sized in accordance with the structural engineer's prescribed design criteria and seismic considerations. Allowable Bearing Capacity Assuming the above foundation support criteria are satisfied, continuous or isolated spread footings founded directly on the native, light brown to gray, medium dense to very dense, gravelly, clayey to very clayey sand (glacial till) or on compacted structural fill placed directly over undisturbed native soils may be proportioned using a maximum net allowable soil bearing pressure of 3,000 pounds per square ft (psf). The term "net allowable bearing pressure" refers to the pressure that can be imposed on the soil at foundation level resulting from the total of all dead plus live loads, exclusive of the weight of the footing or any backfill placed above the footing. The net allowable bearing pressure may be increased by one-third for transient wind or seismic loads. We understand that in 1987 the main building was designed using a net allowable bearing capacity of 8,000 psf. We have limited our bearing capacity to 3,000 psf for the following reasons: • Based on SPT blow counts, we encountered medium dense soils within the upper 15 feet that would be directly influenced by the proposed building loads. Native, undisturbed medium dense soils generally do not exceed a bearing capacity of 3,000 psf. In addition, we encountered several boulders below the proposed building location and some relatively loose/soft saturated soils that will likely need to be removed/overexcavated and replaced with structural fill. The bearing Page 9 of 16 r, �� I I GeoTest Services,Inc. September 18,2007 Cascade Hospital Expansion,Arlington,Washington ,fob No.07-0556 capacity for well compacted structural fill generally does not exceed 3,000 psf. We have removed deep foundation design recommendations, such as piles, from our report due to the presence of large boulders encountered at various depths at all five of our boring exploration locations. The drill rig we used during our subsurface investigation suffered from excessive wear on encountered boulders and large cobbles and our subsurface program was terminated after the drill rig blew a transmission. We would anticipate that the presence of boulders and large cobbles at various depths below the site would cause significant difficulties during pile installation. Foundation Settlement Settlement of shallow foundations depends on foundation size and bearing pressure, as well as the strength and compressibility characteristics of the underlying soil. Assuming construction is accomplished as previously recommended and for the maximum allowable soil bearing pressure recommended above, we estimate the total settlement of building foundations should be less than about one inch and differential settlement between two adjacent load-bearing components supported on competent soil should be less than about one half the total settlement. The soil response to applied stresses caused by building and other loads is expected to be predominantly elastic in nature, with most of the settlement occurring during construction as loads are applied. Resistance to Lateral Loads Passive earth pressures developed against the sides of building foundations, in conjunction with friction developed between the base of the footings and the supporting subgrade, will resist lateral loads transmitted from the structure to its foundation. For design purposes, the passive resistance of well-compacted fill placed against the sides of foundations may be considered equivalent to a fluid with a density of 250 pounds per cubic ft. The recommended value includes a safety factor of about 1.5 and is based on the assumption that the ground surface adjacent to the structure is level in the direction of movement for a distance equal to or greater than twice the embedment depth. The recommended value also assumes drained conditions that will prevent the buildup of hydrostatic pressure in the compacted fill. In design computations, the upper 12 inches of passive resistance should be neglected if the soil is not covered by floor slabs or pavement. If future plans call for the removal of the soil providing resistance, the passive resistance should not be considered. An allowable coefficient of base friction of 0.25 for undisturbed native soil and native soil reused as structural fill and an allowable coefficient of base friction of 0.30 for import structural fill, applied to vertical dead loads only, may be used between the underlying soil and the base of the footing. However, if passive and frictional resistance are considered together, one half the recommended passive soil resistance value should be used since larger strains are required to mobilize the passive soil resistance as compared to frictional resistance. A safety factor of about 1.5 is included in the base friction design value. We do not recommend increasing the coefficient of friction to resist seismic or wind loads. The lateral earth pressures that develop against subsurface building and retaining walls will depend on the method of backfill placement, degree of compaction, slope of backfill, Page 10 of 16 i GeoTest Services,Inc. September 18,2007 Cascade Hospital Expansion,Arlington,Washington Job No.07-0556 type of backfill material, provisions for drainage, magnitude and location of any adjacent surcharge loads, and the degree to which the wall can yield laterally during or after placement of backfill. If the wall is allowed to rotate or yield so the top of the wall moves an amount equal to or greater than about 0,001 to 0.002 times its height(a yielding wall), the soil pressure exerted will be the active soil pressure. When a subsurface wall is restrained against lateral movement or tilting (a nonyielding wall), the soil pressure exerted is the at-rest soil pressure. Wall restraint may develop if a rigid structural network is constructed prior to backfilling or the wall is inherently stiff. We recommend that yielding walls with level backfill under drained conditions be designed for an equivalent fluid density of 35 pounds per cubic ft (pcf) for structural backfill (pit run) in active soil conditions. Nonyielding walls with level backfill under drained conditions should be designed for an equivalent fluid density of 55 pcf for at-rest conditions. Design of subsurface walls should include appropriate lateral pressures caused by surcharge loads located within a horizontal distance equal to or less than the height of the wall. For uniform surcharge pressures, a uniformly distributed lateral pressure equal to 35 percent and 50 percent of the vertical surcharge pressure should be added to the lateral soil pressures for yielding and nonyielding walls, respectively. Concrete Slabs-on-Grade Conventional slab-on-grade floor construction is considered feasible for the planned site improvements. Floor slabs may be supported on properly prepared native subgrade or on properly placed and compacted structural fill placed over properly prepared native subgrade. Prior to placement of the structural fill, the subgrade should be proof-rolled as recommended in the Site Preparation and Earthwork section of this report. We recommend that interior concrete slab-on-grade floors be underlain by a minimum of 6 inches of compacted, clean, free-draining sand and gravel with less than 5 percent passing the U.S. Standard No. 200 sieve (based on a wet sieve analysis of that portion passing the U.S. Standard No. 4 sieve). The purpose of this layer is to provide uniform support for the slab, provide a capillary break, and act as a drainage layer. To help reduce the potential for water vapor migration through floor slabs, at a minimum a continuous impermeable membrane of 6- to 10-mil polyethylene sheeting with tape- sealed joints should be installed below the slab. The American Concrete Institute (ACI) guidelines suggest that the slab may either be poured directly on the vapor retarding membrane or on a granular curing layer placed over the vapor retarding membrane depending on conditions anticipated during construction. We recommend that the architect or structural engineer specify if a curing layer should be used. If moisture control within the building is critical, we recommend an inspection of the vapor retarding membrane to verify that all openings have been properly sealed. Exterior concrete slabs-on-grade, such as sidewalks, may be supported directly on undisturbed native or on properly placed and compacted structural fill; however, long- term performance will be enhanced if exterior slabs are placed on a layer of clean, durable, well-draining granular material. Foundation and Site Drainage To reduce the potential for groundwater and surface water to seep into interior spaces we recommend that an exterior footing drain system be constructed around the Page 11 &16 GeoTest Services,Inc. September 16,2007 Cascade Hospital Expansion,Arlington,Washington Job No.07-0556 perimeter of new building foundations as shown in the Typical Footing and Wall Drain Section, Figure 3. The drain should consist of a minimum 4-inch diameter perforated pipe, surrounded by a minimum 12 inches of filtering media with the discharge sloped to carry water to a suitable collection system. The filtering media may consist of open- graded drain rock wrapped by a nonwoven geotextile fabric (such as Mirafi 140N, Synthetic Industries 351, or equivalent) or a graded sand and gravel filter. The drainage backfill should be carried up the back of wall and contain less than 3 percent by weight passing the U.S. Standard No. 200 sieve (based on a wet sieve analysis of that portion passing the U.S. Standard No. 4 sieve). The invert of the footing drain pipe should be placed at approximately the same elevation as the bottom of the footing or 12 inches below the adjacent floor slab grade, whichever is deeper, so that water will not seep through walls or floor slabs. The footing drain should discharge to an approved drain system and include cleanouts to allow periodic maintenance and inspection. Positive surface gradients should be provided adjacent to the proposed building to direct surface water away from the foundation and toward suitable drainage facilities. Roof drainage should not be introduced into the perimeter footing drains, but should be separately discharged directly to the stormwater collection system or other appropriate outlet. Pavement and sidewalk areas should be sloped and drainage gradients should be maintained to carry all surface water away from the building towards the local stormwater collection system. Surface water should not be allowed to pond and soak into the ground surface near buildings or paved areas during or after construction. Construction excavations should be sloped to drain to sumps where water from seepage, rainfall, and runoff can be collected and pumped to a suitable discharge facility. Infiltration Potential Native glacial till soils encountered below the site are over-consolidated, generally cemented in nature and generally have a high "fines" content (that which passes the U.S. No. 200 sieve). Therefore, the native glacial till soils underlying the site are relatively impermeable and are generally unsuitable for infiltration purposes. In our opinion, stormwater runoff at the site should be collected using a subsurface detention vault, detention pond, or directed into the City storm system. We do not recommend considering infiltration for stormwater management at the site. Utilities It is important that utility trenches be properly backfilled and compacted to minimize the possibility of cracking or localized loss of foundation, slab, or pavement support. It is anticipated that excavations for new underground utilities will be in medium dense to very dense existing near-surface glacial till soils or compacted fill material. Trench backfill in improved areas (beneath structures, pavements, sidewalks, etc.) should consist of structural fill as defined earlier in this report. Based on the soil grain- size distributions and moisture conditions encountered in our test pits, it may be difficult to utilize portions of the near-surface site soils for compacted utility trench backfill without proper moisture conditioning. The use of imported, granular soil should be anticipated for backfill in improved areas. Outside of improved areas, trench backfill may consist of onsite soil. Trench backfill should be placed and compacted in accordance Page 12 of 16 GeoTest Services,Inc. September 18,2007 Cascade Hospital Expansion,Arlington,Washington Job No.07-0556 with the report section Fill and Compaction and as shown on Figure 4, Typical Utility Trench Section. Surcharge loads on trench support systems due to construction equipment, stockpiled material, and vehicle traffic should be included in the design of any anticipated shoring system. The contractor should implement measures to prevent surface water runoff from entering trenches and excavations. In addition, vibration as a result of construction activities and traffic may cause caving of the trench walls. Actual trench configurations should be the responsibility of the contractor. All applicable local, state, and federal safety codes should be followed. All open cuts should be monitored by the contractor during excavation for any evidence of instability. If instability is detected, the contractor should flatten the side slopes or install temporary shoring. If groundwater or groundwater seepage is present, and the trench is not properly dewatered, the soil within the trench zone may be prone to caving, channeling, and running. Trench widths may be substantially wider than under dewatered conditions. Temporary and Permanent Slopes Actual construction slope configurations and maintenance of safe working conditions, including temporary excavation stability, should be the responsibility of the contractor, who is able to monitor the construction activities and has direct control over the means and methods of construction. All applicable local, state, and federal safety codes should be followed_ All open cuts should be monitored during and after excavation for any evidence of instability. If instability is detected, the contractor should flatten the side slopes or install temporary shoring. Temporary excavations in excess of 4 ft should be shored or sloped in accordance with Safety Standards for Construction Work Part N, WAC 296-155-657. If temporary shoring is implemented during excavation activities, the shoring should be designed based on equivalent fluid densities of 45 pcf for the native glacial till in active soil conditions and 60 pcf for at-rest conditions. Temporary unsupported excavations in medium dense to very dense, gravelly, silty sand glacial soils encountered at the project site are classified as a Type B soil according to WAC 296-155-657 and may be sloped as steep as 1 H:1 V. All soils encountered are classified as Type C soil in the presence of groundwater seepage. Flatter slopes or temporary shoring may be required in areas where groundwater flow is present and unstable conditions develop. We recommend that permanent cut or fill slopes be designed for inclinations of 2H:1 V or flatter. All permanent cut slopes should be vegetated or otherwise protected to limit the potential for erosion as soon as practical after construction. Permanent slopes requiring immediate protection from the effects of erosion should be covered with either mulch or erosion control netting/blankets. Areas requiring permanent stabilization should be seeded with an approved grass seed mixture, or hydroseeded with an approved seed- mulch-fertilizer mixture. Occasionally subsurface conditions may result in the concentration of seepage within particular soil zones. The need for additional drainage within specific seepage zones can best be determined during or following construction. Page 13 of 16 - - - - - - - ' y I GeoTest Services, Inc. September 18,2007 Cascade Hospital Expansion,Arlington,Washington Job No.07-0556 Pavement Subgrade Preparation New pavement sections must be installed over a dense and unyielding subgrade. Structural fill placed to establish subgrade elevation should be compacted to at least 92 percent, except the upper 24 inches of the subgrade, which should be compacted to a minimum of 95 percent of its maximum dry density, as determined using test method ASTM D 1557. Prior to the placement of base-course material and paving, the exposed subgrade under all areas to be occupied by asphalt pavement should be proof rolled. Proof rolling should be accomplished with a loaded dump truck, large self-propelled vibrating roller, or equivalent piece of equipment. The purpose of this effort is to identify possible loose or soft soil and recompact disturbed areas of subgrade. Proof rolling should be carefully observed by geotechnical personnel. Areas exhibiting significant deflection, pumping, or saturated soils that cannot be readily compacted should be overexcavated to firm soil. Overexcavated areas should be backfilled with compacted granular fill. During periods of wet weather, proof rolling could damage the exposed subgrade. Under these conditions, qualified geotechnical personnel should observe subgrade conditions to determine if proof rolling is feasible. Base-course material should be compacted to a minimum 95 percent of maximum dry density, as determined by test method ASTM D 1557, Prevention of road-base saturation is essential for pavement durability; thus, efforts should be made to limit the amount of water entering the base course. Geotechnical Consultation and Construction Monitoring GeoTest Services recommends that a geotechnical engineer familiar with the project design review the earthwork and foundation portions of the design drawings and specifications. The purpose of the review is to verify that the recommendations presented in this report have been properly interpreted and incorporated in the design and specifications. We recommend that geotechnical construction monitoring services be provided. These services should include observation by geotechnical personnel during fill placement/compaction activities and subgrade preparation operations to verify that design subgrade conditions are obtained beneath the proposed building. We also recommend that periodic field density testing be performed to verify that the appropriate degree of compaction is obtained. The purpose of these services would be to observe compliance with the design concepts, specifications, and recommendations of this report, and in the event subsurface conditions differ from those anticipated before the start of construction, provide revised recommendations appropriate to the conditions revealed during construction. GeoTest Services would be pleased to provide these services for you. GeoTest Services is also available to provide a full range of materials testing and special inspection during construction as required by the local building department and the International Building Code. This may include specific construction inspections on materials such as reinforced concrete, reinforced masonry, and structural steel. These services are supported by our fully accredited materials testing laboratory. Page 14 of 16 GeoTest Services,Inc. September 18,2007 Cascade Hospital Expansion,Arlington,Washington Job No.07-0556 USE OF THIS REPORT GeoTest Services has prepared this report for the exclusive use of Cascade Valley Hospital and Clinics and their design consultants for specific application to the design of the proposed Cascade Valley Hospital Expansion in Arlington, Washington. Use of this report by others or for another project is at the user's sole risk. Within the limitations of scope, schedule, and budget, our services have been conducted in accordance with generally accepted practices of the geotechnical engineering profession; no other warranty, either express or implied, is made as to the professional advice included in this report. Our site explorations indicate subsurface conditions at the dates and locations indicated. It is not warranted that they are representative of subsurface conditions at other locations and times. The analyses, conclusions, and recommendations contained in this report are based on site conditions to the limited depth of our explorations at the time of our exploration program, a brief geological reconnaissance of the area, and review of published geological information for the site. We assume that the explorations are representative of the subsurface conditions throughout the site during the preparation of our recommendations. If variations in subsurface conditions are encountered during construction, we should be notified for review of the recommendations of this report, and revision of such if necessary. If there is a substantial lapse of time between submission of this report and the start of construction, or if conditions change due to construction operations at or adjacent to the project site, we recommend that we review this report to determine the applicability of the conclusions and recommendations contained herein. The earthwork contractor is responsible to perform all work in conformance with all applicable WISHA/OSHA regulations. GeoTest Services, Inc. should not be assumed to be responsible for job site safety on this project, and this responsibility is specifically disclaimed. Page 15 of 16 _ ,� I I �� I I GeoTest Services,Inc. September 18,2007 Cascade Hospital Expansion,Arlington,Washington Job No.07-0556 We appreciate the opportunity to provide geotechnical services on this project and look forward to assisting you during the construction phase. If you have any questions or comments regarding the information contained in this report, or if we may be of further service, please call. Respectfully Submitted, GeoTest Services, Inc. David Jellum Staff Geologist �yG-SOO quo �'d► 42614 `�70NA1.E�0 EXPIRES Dong-Soo Lee, P.E. Geotechnical Engineer Attachments: Figure 1 Vicinity Map Figure 2 Site and Exploration Plan Figure 3 Typical Footing and Wall Drain Section Figure 4 Typical Utility Trench Section Appendix A Field Explorations and Laboratory Testing Attached Cascade Valley Hospital Slope Stability Analysis Figures(2 Pages) REFERENCES Schuster, J.E. 2005. Geologic Map of Washington State. Washington Division of Geology and Earth Resources. Geologic Map GM-53. Page 16 of 16 i i ell lueklaber '446th-Gt—NE qr tt CT RR JE � OCATION Dike- 0 A h-rF % rk 'IpVu�suppliers. AJ111ahle resetOad. NORTH Reference Map Provided By Microsoft Streets and Trips 2006 GEOTEST SERVICES, INC. Date: 9-5-07 By: DJ Scale: NONE Project 741 Marine Drive SITE VICINITY MAP 07-0656 Bellingham,WA 98225 CASCADE VALLEY HOSPITAL EXPANSION Figure phone: (360)733-7318 330 S STILLIGUAIMISH AVENUE fax: (360)733-7418 ARLINGTON, WASHINGTON }�� Y� 1 �i :i I r I 1-040 ' p � \\" m 1,�i�w,,'�,.i F� � _• maw.. ,\ �1 x FI F 119:89 F'9 g� yog i 1 Existing Building B-2 III I t �� f Footprint Proposed Expansion I{ J o \ Footprin`-, Z 1 lit 1`1' owe B-3 �' I _rnaniv ur.a a t l't I�1 - ---� j •, k vw a 5 i 1 � 1-D31 B-#=Approximate Exploration Location "Site plan provided by taylor gregory butterfield architects Dated-7/27/07. Date:8-31-07 By: DJ Scale: As shown Project 741 Marine Drive GE�TE SERVICES, INC. SITE AND EXPLORATION PLAN 07-0666 —_ Bellingham,WA 98225 CASCADE VALLEY HOSPITAL EXPANSION Figure phone: (360)733-7318 330 S STILLIGUAMISH AVENUE fax: (360)733-7418 ARLINGTON,WASHINGTON 2 SHALLOW FOOTINGS WITH INTERIOR SLAB-ON-GRADE • :. Slope to drain away ;,�� :•� from structure. c;p:t•N:�. Floor Slab fit.y:� �:>,.+ril''�1�r�•��.a{:5,;'•Ji.=;�1 ;,;5� • :i // Compacfod7mpervious Soit s i f° r = +• "�' Vapor f3arrler or Pavemont. Ph,hm/nrmufi1 C,eot (t(1bl Ellt�n�sbric { f"t Coarse Gravel Capillary Break �+fa�iflr»u%?�.%advlFlnpJ, (6 Rich minimum) Suitable Soil Free DrainingGr �;,,, / Send and Grave!Fill /, • ;,.•.,.,,,,:•, ;� Weep Hales Suitable Soil Four Inch Diameter,Perforated,Rigid PVC Pipe (Potfinrallonsndonleddown,wrappedinnon•wovan Drainage Material geotexi/le MorrabdA ddncled to suitable d+srhnr q) (Drain Rock or Pea Gravel) Notes: Footings should be properly buried for frost protection in accordance with International Building Code or local building codes. (Typically 18 inches below exterior finished grades) Date:9-5-07 1 By: DJ Scale:NONE Project GEOTEST SERVICES, INC. 741 Marine Drive TYPICAL FOOTING &WALL DRAIN SECTION 07-0556 Bellingham, WA 98225 CASCADE VALLEY HOSPITAL EXPANSION Phone:(360)733-7318 330 S STILLIGUAMISH AVENUE Figure Fax: (360)733-7418 ARLINGTON,WASHINGTON 3 --F LANDSCAPING AREAS LOAD BEARING AREAS Topsoil(Typical) I Concrete Sidewalk Curb and Gutter JU EW f ...... .......... . . Asphalt Pavement V N".r.; .s7 + ' r \ \ ......— / ��„ L,__ » -y J .• /\/\ \/ Y� �'1•,; .Eye;'.�;,•;);' 24 Inch j\ � ,r \ CCt ! ll 185% mpa c n ',�� // � (per ASYM ' y;,,,. tv .'�L ,{,z is;�: \ \ \ 920 Raction 1�7- Warning Tape T( 1557) :; i " // (Typ- 12"Above Pipe) ulifily Pipe Bedding Material utifibf Pipe Pipe \\/\`\ \ / Suitable Native Soil x x 11 x\>/\N/ GEOTEST SERVICES, INC. Date:9-5-07 By: DJ Scale:NONE Project 741 Marine Drive TYPICAL UTILITY TRENCH SECTION 07-0556 Bellingham, WA 98225 CASCADE VALLEY HOSPITAL EXPANSION Phone:(360)733-7318 330 S STILLIGUAMISH AVENUE Figure Fax: (360)733-7418 ARLINGTON,WASHINGTON 4 I 1 I APPENDIX A FIELD EXPLORATIONS AND LABORATORY TESTING ,« 1 ,. APPENDIX A FIELD EXPLORATIONS AND LABORATORY TESTING Subsurface conditions at the site were explored on August 3`d and 4th, 2007. The exploration program consisted of drilling and sampling five test borings (B-1 through B-5) at the approximate locations illustrated on the Site and Exploration Plan (Figure 2 of this report). The Borings were explored with a truck mounted drill rig to depths ranging from 10 to 39 feet below ground surface by Environmental Drilling, Inc. of Snohomish, Washington. Our exploration program was laid out based on the location of the proposed hospital expansion as shown on a site plan drawn by Taylor Gregory Butterfield Architects. The explorations were located in the field by taping and pacing from existing property corners and other features shown the referenced plan. Exploration locations should be considered accurate to the degree implied by the methods used. The field explorations were coordinated and monitored by a geologist from our staff who obtained representative soil samples, maintained a detailed record of observed subsurface soil and groundwater conditions, and described the soil encountered by visual and textural examination. Each representative soil type observed was described using the soil classification system shown on Figure A-1, in general accordance with ASTM D 2488, Standard Recommended Practice for Description of Soils(Visual-Manual Procedure). Logs of the test boring explorations are presented on Figures A-2 through A-6. These logs represent our interpretation of subsurface conditions identified during the field explorations. The stratigraphic contacts shown on the individual boring logs represent the approximate boundaries between soil types; actual transitions may be more gradual. Also, the soil and groundwater conditions depicted are only for the specific date and locations reported, and therefore, are not necessarily representative of other locations and times. Representative soil samples encountered in boring explorations were obtained at selected intervals, placed in sealed plastic bags, and transported to our laboratory for further classification and testing. Laboratory tests were performed on representative soil samples to characterize certain physical properties of the site soil. The laboratory testing program was limited to visual inspection to confirm field soil descriptions, determination of natural moisture content, soil grain size distribution, and Atterberg Limits. The natural moisture contents of selected soil samples were determined in general accordance with ASTM D 2216 test procedures. The results from the moisture determinations are indicated on the summary logs, adjacent to the corresponding samples. Grain size analyses of selected soil samples were conducted in general accordance with ASTM D 422 test procedures. The results are presented in the form of grain size distribution curves on Figures A-7 and A-8. The liquid limit (LL), plastic limit (PL), and plasticity index (PI) of selected soil samples obtained from the exploratory test pits were determined in general accordance with ASTM D 4318 test procedures. The test results are presented on Figure A-9. �,. I Soil Classification System uses MAJOR GRAPHIC LETTER TYPICAL DIVISIONS SYMBOL SYMBOL DESCRIPTIONStt112i q 0 0(?` GRAVEL AND CLEAN GRAVEL a•: GW Well-graded gravel;gravelisand mixture(s);Ilttle or no fines p iz. GRAVELLY SOIL (Little or no fines) .0% boo GP Poorly graded gravel;gravel/sand mixture(s);little or no fines (More than 50%of GRAVEL WITH FINES GM Silty gravel;graveusand/sill mixture(s) coarse fraction retained Z (Appreciable amount of c �'$R on No.4 sieve) fines) GC Clayey gravel;graveVsandlclaymlxture(s) w .Z SAND AND CLEAN SAND SW Well-graded sand;gravelly send;little or no fines SANDY SOIL (Little or no fines) SP Poorly graded sand;gravelly sand;little or no fines U ° (More than 60%of SM Silty sand;sand/silt mixture(s) coarse fraction passed SAND WITH FINES through No.4 sieve) (Appreciable amount of fines) SC Clayey sand;sandlclay,mixture(s) Inorganic slit and very fine sand;rock flour;silty or clayey fine _j SILT AND CLAY ML sand or clayey slit with slight plasticity p r'� CL Inorganic clay of low to medium plasticity;gravelly clay;sandy N (Liquid limit less than 50) clay,silty clay;lean clay w o d OL Organic silt;organic,silly clay of low plasticity zozy^ S c! v MH — Inorganic silt;micaceous or diatomaceous fine sand (9 m SILT AND CLAY W 1°m CH Inorganic clay of high plasticity,fat clay Z o y (Liquid timlt greater than 50) LL 0H Organic clay or medium to high plasticity organic sill 1_5 HIGHLY ORGANIC SOIL PT Peat;humus;swamp soil with high organic content ru ca GRAPHIC LETTER 5 OTHER MATERIALS SYMBOL SYMBOL TYPICAL DESCRIPTIONS _ U PAVEMENT AC or PC Asphalt concrete pavement or Portland cement pavement ROCK RK Rock(See Rock Classification) WOOD WD Wood,lumber,wood chips o DEBRIS O DB Construction debris,garbage N Notes: 1. Soil descriptions are based on the general approach presented In the Standard Practice for Description and Identification of Solis(Visual-Manual Procedure), as outlined in ASTM D 248B.Where laboratory Index testing has been conducted,soil classifications are based on the Standard Test Method for Classification of Sol/s for Engineering Purposes,as outlined in ASTM D 2487. 2. Soil description terminology is based on visual estimates(in the absence of laboratory test data)of the percentages of each soil type and is defined as follows: IL 0 0 = Primary Constituent: >50%-"GRAVEL,""SAND,'.SILT,""CLAY,"etc. (o Secondary Constituents: >30%and c 50%-"very gravelly,""very sandy,""very silty,"etc. >12%and<30%-"gravelly,""sandy,""silty,"etc. o Additional Constituents: > 5%and a 12%-"slightly gravelly,""slightly sandy,""slightly silty,"etc. < 5%-"trace gravel,"trace sand,""trace silt,"etc.,or not noted. J - Drilling and Sampling Key Field and Lab Test Data x SAMPLE NUMBER&INTERVAL SAMPLER TYPE Code Description Code Description Sample Identification Number a 3.25-Inch O.D.,2.42-Inch I.D.Split Spoon PP=1.0 Pocket Penetrometer,tsf o b 2.00-inch O.D.,1.50-inch I.D.Split Spoon TV=0.5 Torvane,tsf �- Recovery Depth Interval c Shelby Tube PID=100 Photolonlzation Detector VOID screening,ppm Sample Depth Interval d Grab Sample W=10 Moisture Content,% w Q e Other-See text if applicable D=120 Dry Density,pef y Portion of Sample Retained 1 300-lb Hammer,30-Inch Drop -200=60 Material smaller than No.20D sieve,% U for Archive or Analysis 2 140-lb Hammer,30-inch Drop GS Grain Size-See separate figure for data 3 Pushed AL Atterberg Limits-See separate figure for data 4 Other-See text If applicable GT Other Geotechnlcal Testing $ Groundwater CA Chemical Analysis if Approximate water elevation at time of drilling(ATD)or on date noted. Groundwater ATD levels can fluctuate due to precipitation,seasonal conditions,and other factors. Cascade Valley Hospital Figure OeoTG 5T 330 S Stilliguamish Ave. Soil Classification System and Key A_1 Arlington,Washington 1'1 :� I 1 B-1 SAMPLE DATA SOIL PROFILE GROUNDWATER d n Drilling Method: Hollow-stem Auger z`m o m Ground Elevation(ft)• Not Determined � E E s�� a U °! 0 Ac Approximately 2 Inches of asphalt pavement Sp_ encountered. SM Medium dense to very dense,brown,damp, gravelly,slightly silty to silty SAND(possible 1 b2 64 W-12 fill). —5 W=10 Sc Medium dense to dense,light brown to gray, 2� b2 34 GS damp to molst,gravelly,very clayey,fine to 1LLLLLILLLLL coarse SAND,scattered cobbles and occasional boulders(glacial till). 3it b2 62 W=10 Boulderlobsirucllon encountered at--7 feet BGS. Relocated approximately 2 feet away 10 and drl lied to 7.5 feet BGS. 4 b2 26 W=14 0 0 15 z rc Q ATD m 5 b2 45 Soll becomes gray below approximately 17.5 feet BGS. a' 20 Zgd 61 b2 fi W=13 u7 25 a N D - x W=10 _ 7 b2 29 GS AL 30 — 8I b2 29 W=11 LU 35 yU- G - 9 b2 39 Vlf=70 GS m Boring Completed 08103t07 o- Total Depth of Boring=39.0 ft. rc °r O- il -45 Notes: 1. Strallgraphic contacts are based on field Interpretations and are approximate. 2. Reference to the text of this report Is necessary for a proper understanding of subsurface conditions. 3. Refer to"Soil classification System and Key"figure for explanation of graphics and symbols. v Cascade Valley Hospital Figure C7e0Te5T 330 S Stilliguamish Ave. Log of Boring B-1 A_2 Arlington, Washington /`1 B-2 SAMPLE DATA SOIL PROFILE GROUNDWATER E �, 0 —o Drilling Method: Hollow-stem Auger n Z m ~ 0 m � Ground Elevation(ft)• Not Determined `w a E c E c rn m co ad co Fa 12 0 0 AC Approximately 2 Inches asphalt pavement SM encountered. Loose to medlum dense,brown,damp, 1 11 b2 g W=14 gravelly,silly SAND(possible fill), GS 5 SC Medium dense to dense,light brown to gray, 2 j b2 34 W=9 moist to wet.gravely,very clayey,fine to coarse SAND,scattered cobbles and occasional boulders(glacial 1111). 1Z ATD 3 it b2 39 W=13 10 41 b2 38 W=12 oBoulderlobstrucllon encountered at•-14 feet 15 BGS. Relocated approximately 4 feet away i and drilled to 17.5 feet BGS. - R rQi 5 b2 55 W=8 20 v' Soil becomes gray below approximately 22.5 W=11 6I b2 40 Gs feet BGS. —25 — 7 b2 31 W=13 6 _30 _ t 0 0 w 8 b2 39 W=14 —35 a • U 4 9 b2 5W W=14 m - 40 Boring Completed 08/03/07 o Total Depth of Boring=39.0 ft. K a ih � a g Notes: 1. Stratlgraphic contacts are based on field Interpretations and are approximate °0 2. Reference to the text of this report Is necessary for a proper understanding of subsurface conditions. 0 3. Refer to"Soil Classification System and Key'figure for explanation of graphics and symbols. rn 4 O�� Cascade Valley Hospital Figure 330 S Stilliguamish Ave. Log of Boring B-2 /�� Arlington,Washington /'1 B-3 SAMPLE DATA SOIL PROFILE GROUNDWATER A .0 c Drilling Method: Hollow-stem Auger E i z 2 m ) Ground Elevation(ft)• Not determined r.3 a w a a rn y n. E c m U m in o mad rn m i�7 0 \±Cj Approximately 4Inches of asphalt pavement SM encountered. Medium dense,brown,damp,gravelly,silty W=12 SC SAND sslble gll). 1 b2 21 GS Medium dense to dense,light brown to brown,damp to moist,gravely,clayey to 5 very clayey,fine to coarse SAND,scattered 2 b2 29 W=18 cobbles and trace boulders(glacial till). Boulder/obstruction encountered at—4 feet BGS. Relocated approximately 3 feet away 3 b2 37 W=14 and drilled to 5 feat BGS. 10 4 b2 42 W=11 GS � 15 o - � m � 0 5 b2 44 W=10 —20 Q Slight z is 0 a 6 b2 61 W=11 25 o. - 0 s - 7Tr b2 50/ 5" 0 30 H a 0 0 r 8 b2 601 VV=12 '� _ JJJ��IILLLL 6" Gs �gg 35 m _ cc� _ b 9 b2 42 W=9 w w - Q l Boring Completed 08t=07 o Total Depth of Boring=39.0 ft. c d - i2 - -45 g Notes: 1. Stratigraphlc contacts are based on field interpretations and are approximate. 0 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. g 3 Refer to"Soil Classification System and Key"figure for explanation of graphics and symbols. Cascade Valley Hospital Figure Ge0Te J I 330 S Stilliguarnish Ave. Log of Boring B-3 Arlington,Washington A_4 a � . I 1 I B-4 SAMPLE DATA SOIL PROFILE GROUNDWATER M° 5 Drilling Method: Hollow-stem Auger Z m It o M V) T Ground Elevation(ft)• Not Determined y 2 LL to U �! r am N a U m m d E o rn c co1-w 0 AC mxlma IncheWof asphalt pavement SM encountered. Medium dense,brown,damp,gravelly,silty Groundwater not encountered. 1 b2 41 W=11 SC SAND(possibl8 till). LLLLLL Dense to very dense,Ilght brown to brown, damp,gravelly,clayey to very clayey,fine to 5 coarse SAND,scattered cobbles and 2 b2 53 W=9 occasional boulders(glacial till). 3 b2 52 W=10 10 Boulder/obstruction encountered at-10 feet BGS. Relocated approximately 4 feet away and drllled to 12.5 feet BGS. 4 b2 54 W=10 ca GS 0 -' Boulder/obstruction encountered at-15 feet i BGS. Exploration terminated duo to second / Boring Completed 08/04107 refusal on object. m - Total Depth of Boring=15.0 ft. _J 0 L (f co Z 4xQ W a 25 1= co co y - - 9 n 30 J Q 1= EL 0 x 7 35 ru 0 U 6_ _ W y V —40 W 0 45 g Notes: 1. Slratigraphic contacts are based on field Interpretations and are approximate. 2. Reference to the text of this report Is necessary for a proper understanding of subsurface conditions. 3. Refer to"Soll Classification System and Key"figure for explanation of graphics and symbols. V Cascade Valley Hospital Figure GG OTe5T 330 S Stilliguamish Ave. Log Of Boring B-4 /�� Arlington, Washington l'► ,�; 4 1 B-5 SAMPLE DATA SOIL PROFILE GROUNDWATER $�' a 0 a Drilling Method: Hollow-stem Auger E >+ a z To o ;2 Ground Elevation(ft)• Not Determined a m u o. N n E c E 1 V U o 05 (006 � m 0 AC Approximately 2 Inches of asphalt pavement SM encountered. Medium dense,brown,damp,gravelly,silty Groundwater not encountered. 1 b2 22 W=12 _ 5C SAND(possiNe fill. Medium dense,light brown,damp,gravelly, clayey to very clayey,fine to coarse SAND, 5 scattered cobbles and occasional boulders 2 b2 27 W-10 (glacial till) 3r b2 24 W=16 Boulderlobstruclion encountered at—10 feet 10 BGS. Exploration terminated due broken \Iransm'ssicn on rill rig. f Boring Completed 08/04107 -— Total Depth of Boring=10.0 ft. 15 z 0 o - m - J_ - 7 a 20 z - zz 0 co d - a 25 H - Q. y O 2 _ n - 4 s :fa — J .. a a - m 0 x W J J 35 W O a - U - VJ O W - C7 - y 40 W O LL 4 a X ngg iB of g Notes: 1. Strattgraphic contacts are based on field interpretations and are approximate. 2. Reference to the text of this report Is necessary for a proper understanding of subsurface conditions. 3. Refer to"Soll Classification System and Key'figure for explanation of graphics and symbols. Y Cascade Valley Hospital Figure GG®TG5T 330 S Stilliguamish Ave. Log Of Boring B-5 A_ ,` Arlington,Washington A 6 !' f I U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS I HYDROMETER 6 4 3 2 1 1123/8 3 4 6 810 1,116 20 30 40 50 60 100 140 200 100 I I I 90 - 80 70 - •�60 c 50 - - ii a 40 -- - - 30 --- -- - 1< z_ 20 -- -- cv - Z z c? 0 N-1 I- z 0 a 100 10 1 0.1 0.01 0.001 x Grain Size in Millimeters w J o Cobbles __ Grave[ Sand Silt or Clay x coarse fine koarse medium fine 7 Point Depth _ Classification LL PL PI C,: C,, g • B-1 5.0 Gravelly,very clayey,fine to coarse SAND (SC) a o m B-1 27.5 Gravelly,very clayey,fine to coarse SAND (SC) 22 12 10 x A B-1 37.5 Gravelly,very clayey,fine to coarse SAND (SC) 7 * B-2 2.5 Gravelly,very clayey,fine to coarse SAND (SC) w Q O B-2 22.5 Gravelly,very clayey,fine to coarse SAND (SC) _ Vi Coarse %Fine %Coarse %Medium %a Fine Point Depth D1o0 Deo D5o D30 D10 I Gravel _Sand_ Saner Sand %Fines 0 B-1 5.0 37.5 0.805 0.277 3.8 19.4 8.8 -13.4 21.9 32.7 im B-1 27.5 19 0.47 0,199 0.0 19.CD 9 7.9 13.1 24.6 34.5 w - rc A B-1 37.5 19 0.781 0.281 0.0 22.9 9.0 13.4 23.3 31.4 g * B-2 2.5 37.5 0.526 0.223 10.6 10.0 7.9 13.5 23.7 34.3 g O B-2 22.51 19 0.294 D.142 0.0 13.1 8.2 14.1 24.9 39.7 g Ce=D302/(D fi0*D,o) To be well graded: 1 <C,< 3 and N C.=DedD,0 C.,> 4 for GW or Cij>6 for SW Y Cascade Valley Hospital Figure C7e OT(,-1 51" 330 S Stilliguamish Ave. Grain Size Test Data J� Arlington, Washington A_ 17 !i � 1 I U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS I HYDROMETER 6 4 3 2 1651 314 1/2318 3 4 6 810 1416 20 30 40 50 80 100140200 100 I I I 90 - 80 - 70 CP L 60 T a ' .950 - - - ii a 40 -- i a 30 - - N N 20 Z 0 _ _ 0- 10 -LL i --- - Z 2 ff. i . I . . HL rn 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters 0. LC obbles - Gravel Sand Silt or Cla °x I coarse fine coarse I medium I fine y 9 - Point Depth Classification LL PL PI C� C„ t r B-3 2.5 Gravelly,clayey,fine to coarse SAND (SC) om B-3 12.5 Gravelly,very clayey,fine to coarse SAND (SC) - �i ♦ B-3 32.5 Gravelly,very clayey,fine to coarse SAND (SC) * B 4 12.5 Gravelly,very clayey,fine to coarse SAND (SC) �Uj - -T°Coarse %Fine %Coarse %Medium 7o Fine u Point Depth D.,do D6D D60 D30 _D10 Gravel Gravel San and _ Sand %Flues W 0 B-3 2.5 37.5 0.998 0.389 0.085 3.9 18.4 10.1 16.4 22.7 28.4 M B-3 12.5 37.5 0.769 0.293 6.2 18.2 7.9 13.0 23.2 31.5 w -- ''0 ♦ B-3 32.5 37.5 0.522 0.213 3.1 17.1 8.5 13.1 22.8 35.4 a �k B-4 12.5 37.5 0.701 0.252 6.0 17.6 7.5 13.1 23.1 32.7 S w Cc= D302/(D80*Djo) To be well graded: 1 <C,< 3 and N C„=D6dD10 C„>4 for GWorC„>6 for SW Y � ^� Cascade Valley Hospital Figure C7-, OTe5 1 330 S Stilliguamish Ave. Grain Size Test Data J� Q Arlington,Washington A_U _ �. 1 I 60 001 Ci_ CH 50 / 40 — a_ X d r 30 -- .N N 0_ 20 l w 10 --- --- — LL / H CL-ML Ml or OL MH or OH J w 0 0 10 20 30 40 50 60 70 80 90 100 110 a Liquid Limit(LL) a C7 F z z 4 CO z a J ATTERBERG LIMIT TEST RESULTS a x Exploration Sample Liquid Plastic Plasticity Natural Unified Soil Symbol Number Number Depth Limit Limit Index Moisture Soil Description Classification 9 (tt) N N N N • B-1 7 27.5 22 12 10 10 Gravelly,very clayey,fine to coarse SAND Sc t m z ul w w Ell S w W tL a K 0 0 0 s v Cascade Valley Hospital Figure C-7e®Te5T 330 S Stilliguamish Ave. Plasticity Chan /0_Q Arlington, Washington I-1 J I 1 Height (ft) O s s 0N N " NN N NWW � AOCh O t O m O O m O m Ln CDCD Q m Co w _ CDs n C C w WcnW 3 II cn CL 7 CD CD 0 tp CO O !�D (D CD 1 (n CD -0 a N .( Q @. 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ED functions: Select Permit Function VIEWS r add Re-- Remove Review , Prim Clo:e 101» P-Publie Works I LTAYLOR 2/224008 0 y N ASSIGN / _ r' r 1016 P-Public Works II LRUPERT 2l2M08 0 Y N ASSIGN ••e 1026 P-Utilities Fees RSHEPARD 2122�2008 0 y N ASSIC!t - 2000 C-Building I CYOUNG 2rM008 0 y N ASS01 2008 C-Community Development I BFECHT 2t22,2008 0 y 1'I ASSiGP! "` 2012 C-Natural Resources BBLAKE 2/22008 0 Y N ASS*N 2014 C-Planning I NHUDSON 2/22-12008 0 Y N ASW.1 r r 3004 X-Fire TCOOPER 2/2212008 0 Y N SSIG! r 11 J Local Intranet 100% � A Opna ---. —I—j—•J— r / Start '� __j a I 5 Internet Explorer - Inkxx-Microsoft Outlook I ,Scan I �' ® 10:50 AM J C Friday, Feb 08,2008 10:50 AM CITY OF ARLINGTON, CAoCADE VALLEY HOSPITAL EXPANSION - SEC 11 , TWP 31N, RGE 5E. tgbaltaylorgregory butte rfieldarchitects ' OWNER: PROJECT INFORMATION: CASCADE VALLEY HOSPRAL AND CLINICS CONTACT:CONNIE DIGRECORIO SITE AREA=6.626 ACRES : tA•.V e / I 1 115 1111130 11111 761h Ave W.Suile210 330 STILLAGUAMISH AVENUE INTERNAL PROJECT MANAGER ZONE=MS MEDICAL SERJICES 1y ]Bo3 Edmonds WA 98026 ARUNGTON,WA 98223 PHONE:(360)475-2133 PARKING REQUIRED=324 .1 ,,,^,r t info@ gbwchitects com VOICE:(360)618-7806 PARKING PROVIDED=325 7 c �. www.tgbarchllecss com 1 CELL:(425)268-2300 SEE TRAFFIC LITTER FAX:(360)435-0513 O� ji r 1 ied0coscodeaalley.org vrr w�� CIVIL ENGINEER: I KPFF ENGINEERS,INC CONTACT:JORDAN BROWN • s.r+.•1•y r•��•ti ]'."per Y� Ewsnnc KPFF CONSULTING ENGINEERS PHONE:(206)622-5822 n„•,p. BUILDING 1601 nFTH AVENUE,SUITE I600 FAX (206)622-8170 TO REMAIN I SEA11lE,WA 98199 jordaB.bm-Okpff.com 1 ,Y" •s'•as, r_I • C —`� _- - Loos so n LAND SURVEYOR: I CASCW SU11ET.nxc 1:ENGNEDING,1NC, CONTACT:JOE TUELL VICINITY MAP 105E DM ION PHONE:(360)435.5551 SCALE=1•=IOW ARUNCTON,WA 98227 FAX: (360)475-4012 0 1000' � I joe0coscodes-eying rom 1 I ?e I 1-02 �`` is BLA AF.NO. 960109501� a lorl ar y e Om .� ❑ b,�� pp�JC I ADJACENT O r✓ I ^GCENtCD ZONE e I ■ rl OTHO f,3•. /1 /� ` / W Y 1I� LLL FEB 4 2008 MOMJ�L ec1wrat w 1 ING a„ �T I11I1II, LAUNDRY BUILDING EBSTINC "' ` COA PERMIT CENTER IW' I n I �T t 1548 50 FT T0RE AIIN w 90'x 57' I r1 // ESWIr q[ 9,S75 50 FT ' L - _ CASCADE VALLEY @( E� / / A�.�✓ EXISTING HOSPITAL N e 00' 19" HOSPITAL BUILDING EXPANSION 4 STORIES13.1405F PE FLOOR t� 52.660 SO FT TOTAL w r f� 1� 120'x 120' 1 { A� Q 330 S.STILLAGUAMISH 77 c£ 40' 1 j,, •��' ! aIW"vmWc. ARLINGTON.WA 98223 BDw� o I I ARCHITECTURAL SITE PLAN - rV`� Oc i= ' I I r 1 79- E I '1' ♦ snxo r i DosnNc le x 40' .. ({ d ♦ o I 1 rr Lr,a son -r } ' O 1 Ana �1�A E7 TBa-ATE ; } Boom 'II I Zt( WAEY1 ii,a EE n' 1 xw , ' r 1 n r 1 , -, A PRE•APPLICAIION SUBMITTAL 01121- m Wr NEW HOSPITAL I y, EXPANSION ' 1 1'-map S 2 STORIES _ r EXISTING - — 40,000 50 FT TOTAL BUILDING TO REMAN FT U 1 tw t>r S Be.so _ i1 a L Tf 0 0'i o i1 IiauxTMc To pt � '� •� b I wry, __ BE o o po`} I.vmscjo _ ADJACENT n0p. p o lyi O L ' D Z _ amDONE 0 0 0 0 0 0 0 I } 452.4W ow � � I IOmIMIW,a1W-moo e e e l e e f e� ^ PROJECTINFORATION ___-. ______-. 4 ., ' � -I �- -. � k41 ® PROJECC T NO' )IOIM1 U vt . 1 PROJECT MANAGER: l JD DRAWN BY: _ _ Imo. N g4' Do'g 19" r $ g g g N ISSUE 01/23/08 n IIpBVI SHEET NO A9 ARCHITECTURAL SITE PLAN Al .oO �r I SCALE• I c- LEGEND F11 ASPHALT PAVEMENT F�'j CONCRETE PAVEMENT BOUNDARY LINE ---------- GRADE BREAK PROJECT LIMITS I k,� r ROADWAY CENTERLINE Et J 9;U 'F-r. S FT WORK ZONE LIMITS OUTH WORK NOR K im t5l FF EL-198,0 —E— ELECTRIC V ZONE ZONE G, _G— GAS —SS— SANITARY SEWER _SD— STORM DRAIN ul _w_ WATER 211� CASCADE VALLEY HOSPITAL &CLINICS CATCH BASIN d.-- 2X rj SQUTH NORTH f 1 D2 IFF EL = FINISH FLOOR ELEVATION DRA�NAGr= I DRAINAGE FIRE HYDRANT 330 S TILLAGUAMISH ARLINGTON,WA 98223 _7 BASIN BASIN 1 I GENERAL DRAINAGE FLOW PATH 6' MANHOLE low or .d co 6) MASTER PLAN PROJECT FIF EL=208.0 - CIVIL SITE WORK COMPOSITE UTILITY& TF 1j) r PAVING PLAN one- 11 It o It [I C3 GRAPHIC SCALE F F 111111 M ,14� ,h 30 ft. z so W al" IT- Consulting Engineers to 00 34W 1 601 Fifth Avenue, Suite 11—ttle, Washington 111 ts. A— i .1ngton 98101-3665 (206) 622_5822 r Fax(206) 622-813C �z_ SCHEMATIC EV w w V__w w to -If- w— w- w V. w E ATIC DESIGN 10/23/07 LAND USE 01/23/08 STORM DRAINAGE NOTES: FRANCHISE UTILITY NOTES: GRADING NOTES: TESC NOTES: GENERAL CONSTRUCTION NOTES: NORTH BASIN DETENTION/WO VAULT(30'x6O'x7'). FI NEW GAS METER REQUIRED. G1 INSIAtL R11313C4 CUTTER OR SPEED BUMP TO DIVERT T1 EROSION CONTROL MEASURES SHALL COotFORM TO PROJECT C1 WORK ZONE BOUNDARY TO CORRELATE WITH VOLUME=12,600 CF. WATER TO C6 GEOTECHNICAL REPORT,2005 WSDOE MANUAL&PROJECT SWPPP. CONSTRUCTION SEQUENCE AND PERMIT PHASING. (ED EXISTING GAS LINE MAY NEED TO BE REPLACED TO MEET (PRELIMARY,PENDING MRI LOCATION AND NORTH BASIN PROJECT BOUNDARY, DEMAND FOR NEW OWING(S)(MECHANICAL SPUD TO G2 OVER EXCAVATE BEARING SOILS PER GEOTECHNICAL REPORT. T2 RUNOFF FROM DISTURBED AREAS SHALL BE COLLECTED AND CONSTRUCTION SEQUENCE) COORDINATE). DISCHARGED IN TREATMENT EUPS(I.E. BAKER TANKS). SOUTH BASIN DETENTION/WQ VAULT(15'x3O'x7') VOLUME= 3,150 CF (fD EXISTING OVERHEAD STRIKE TO BE RELOCATED FOR SERVICE SOUTH BASIN PROJECT BOUNDARY. TO BUOINGS IN NORTH ZONE. SANITARY SEWER NOTES: WATER SERVICE NOTES: (ED NEW UNDER GROUND DUCT BANK FOR ELECTRIC,GAS AND (31)SEWER SERVICE FOR MRI LOCATION OPTION 1. NEW FIRE SERVICE DETECTOR CHECK VALVE INSIDE BUILDING. PRO JECT INFORMATION EX STING HOUSE&LANDSCAPING TO REMAIN(EXSITING COMMUNICATIONS SERVICE. (SEE MECHANICAL) DRAINAGE AND UTILITIES SHALL REMAIN). (2)SEWER SERVICE FOR MRI LOCATION OPTION 2. 11,1404 (a) POTENTIAL GAS SERVICE TO NEW BUILDING. NEW DOMESTIC SERVICE METER&VAULT. _DPA 1qT BUWNG CONNECTION FOR ROOF DOWN SPOUTS AND FOUNDATION DRAINAGE. DISCHARGE TO EXISTING STORM SYSTEM. SHEET NO C1.00 ABBREVIATIONS INDEX OF SHEETS �+ t9LJC�I IaTlargre9Ery bunelfield arthlEttU II pm- 6 MITIU.P. COd _L PERPMDM- IRMERAL 76IM1 Are W.Sule AlE MENETORE JM JWNOA ROOD COVER S`Bw."'WE"NNRNA OR'SRE MORN f 4u 774�m5 F NNM.hg—hftec¢cam CASCADE VALLEY HOSPITAL & CLINICS - MRI RELOCATION � MAW G° DLL LM UNIFORM ARDHffECRW ��rrM1llKwm AFT MOVE FINISHED ROOIt Np)( NNOMW AIM ANTRED URAL SE MORN.TAM'S MDO 6111101 MKIP a(RAAI W.ON WANT, MO 4WMR COW r FARM KUM* BURG RGIMNG ME. NECHNHPJL ST.O DEN—STR MM WEIRS.SNSMO S,AIDRML1TlON5 AND DRAMNB INDEX PING BLCDNK MM MANUFACIUNEA 52o MORN AD DECALS W MAN MIN NINRUN — BOTTOM MA. MA9MM OPENING RD MEANING MR METAL Won c Kr 01 MRNRNCA SE AND MSCMT.TUN w M.S. META STUD CM GANEF M[•IX"A CIKMM MIL METAL aECnwL CCf CUI WNTNN TRAM .I CL 4 CENTER ONE N NORM 0 [LLLWIG/EECIRCA E PLAN G CONTROL JONT RIC NOT IN MINI F9 CUB COUNc Mrs WF TO SCORE pCOml[IIEn t• CUT COEUR N64WIECT CMU CONCRETE MAI UNIT 0/ OVER C"MOIL OGAl10.00.MIEW YRet OC ON CENTER 1 xAnr ogW.r rl Lf COL COLUMN DIP OPPOSITE GOTTEN Coc WOR GommG1tiT PEN PMFANEPENgW PEEP CT CERAMR,WE PJ PANEL'U,MU A CIR fDHRR E NOPFATY HERE IM- DOUBT PL,P-Wl PLASTIC WMINATE I OEC DEGREE M PII�PW FN ONYNLgD •� FPT PT AM, AOINN,ME151yE RIMS BE ORINRNG NC F WNTNN PM PARMON DA W D'm I OW_ ON(CA CONCRETE ANCHOR R RADIUS J GIBE DIM RB NU BB R BASE r3 � ® ® � f- DO EN90N R.RUB. oP NINc L ON DOWN B N HUBBFA DO 0 Po SUT JyL DWC ORAIMNC 5 SLIM' SC SOLID CORE _ EA EACH SEND SOLID GORE WOOD L—� EO EOUA,EQ IPMENT SF SOME FEET � �,�•��„✓...rti N-; EXIST.(E) E TIG SLOG AIFAMING • _-�„� /•�i�r`.� \. �. IXP E ms",ExPOSW DM SRER EXT UOTWOR SO SPUME '� ss STEEL STUD FA$MAM NT STERN FOR.NO FWNWIXIN 5F0 SANDAO.STUD FOG,Ex A WNWISHER CABINET SR STEEL FF A SIN TIMR FlN TWISH T TOM EKED NETT GLASS FO,FOR FLOOR To TOP MO BOTTOM FRCWB IR4T✓I REWIMRD GIRT TO TONS MD GROM FT FEET T.O. TOP BE FTC NOTING TOM TOP BE MASONRY FIR FURRING,FURRED FOS TOP BE STRUCTURE/SIFEL LEGAL DESCRIPTION CODE INFORMATION SYMBOL LEGEND N DIRE—ROISTER TOW wu AL FARM A: GA GUIDE PROTECT DESCRIPTION: BETEL NUMBER MY GOVMI2W UK UNIFORM BUILDING CODE WONNING AT THE NORTHEAST BURNER M THE SOUTHEAST RIM OF THE IIBAINING MARTEREAST OF SECIKKV 11. I M CUMI MRWyCIa UW LIMBS WORD OY,CAI TOWNSHIP]I NOTE,RµGE 5 FAST,W H;THEICE 5 40 RODS(6M FEED FOLLOWING ME EST LINE BE SAR MIA 11c HI VALET'NO'AIN Al QtoFA K Mow CA"Now";OR AI f MONAM M SECTION I TO THE TRUE P BF BEONNNG;MENBE WEST 666 OWNS(489 M FEEL)RUNNING PAWJEL WITH IIWIRIC HE N RS aRQWt LOWDM N A IlW 1OW1014 OII IIDiAfK MINIMUM ORETIOCTT M ` DETAIL CA cl CIAZINC ME MILK ONE OF SAD SOTMEAST OUNTRR BY WE NORTHEAST OIIA TM THENCE SOUTH TO OWNS(NO FEET), tM'TO ME MONTH M BEAM A PATH FOR DIE NOAXG PRMESS,DIE EESIINC ENTRY IO(TM TO ...� SHEET NUMBER CAB CIVYM WU(OM> VAT WNYL CONPO9RDIY nE ME 1967 HOSPITAL TOWN AND A PORTION BF ME IA57 MIMING MLL BE MNWSHW NL CASCADE VALLEY BORE OR ULESS,NDO TO THE SWAB ONE OF SADCHAINS, SS,MORE O THENCE EST 666 POINT TO ME SOUTHEAST CORN ASPECTS BE ME RECOUNTED MIA MIMING MLL REMWN INTACT AND THERE IS M WORK INSIDE THE VFO VENT i0 NU19DE BE Yl0 SUAIMGIOX;THENCE NORTH 10 CHUMS,MORE OR LESS,TO ME TRUE PoIM BE BECNINNIC; P.= ^��DETAIL NUMBER HC HOLLOW CORE.HWOMA^PED IDCCPN MCI WCUIwC M MSMTI IX OF SO SUMnON N4M FEET"O W[fUV-10 COW CONSTRUCTION TYPE-MODULAR MRI � FORD 1�DGn W t[R HOSPITAL&CLINICS R SAO SlwWMOH;no1GF MOON NORM RI7;OW14 MESH TO R(WIA UW K M NONF]AO IRNa; BUILDING SECTION TOR HEADER W/ AN Rim SCAM 10 IK loy"IWIL 000 Or SAD NNCY.MAR OAST MONO Rl SOVM Gil a STD TYPE II-B ITT HOLUM N. W/o WRlpll UW W"N M Part Of OEQ~ CONSTRUCTION TYPE-EXISTING HOSPITAL TOWER sxEEr NUMBER N HEAR WD WOOD MRI RELOCATION ALSO EXCEPT ME WLLO'MNC DESgdBED iPACI: TYPE II-A(ASSUMED) IR MRR WORE 4R MR III CAWBEGINNING BETML NUMBER WAF Wn®WEE FARE[ BEGINNING pi THE NORIHFlST WAVER BE THE SOUTHEAST QUATER BE HE NORTHEAST BUMMER OE MD SFWOR; FULLY 5PRINRID Ay p WALL SECTION SST MUSH AVE THENCE SDOH AQM THE EST UNE BE s D WBDMSx 962 W FEET M THE TRUE M.W BEGINNING;THENCE CONSTRUCTION TYPE-1967 ORIGINAL HOSPITAL AR ARLINGTON,N,WA WA BB223 WEST PMNJEL W ME SOUTH ONE OF SMD SV90NIS ON 229 M FEET;MENCE SOUTH PNLYIFL TO ME FAST ONE g rm E• ("A") SHEET NUMBER BY SAD SUBDMSON FOR 276M FEET TO ME SOUTH ONE OF SAID SUB(W9W;MERGE FAST ALONG ME SWAB MAIL 57.MW WE BE SAD SUBEIVISHR TO ME SOUTHEAST CORNER MNEOF;THENCE NORM ALONG THE FAST ONE OF SAD Nd UJAIY4 0 6OBW Im UUMI U a N IN(II*PINY O M 10YtVl UT•Aam,""Cl- x W IMISIW TO ME TRUE POINT OF BEGINNING '--ML NUMBER AM A L 0W SYUMVM PON"419IC.1- OU'A'N'R""Aa DW VOK W1I0 ww"HI TO RC FIRE RESISTANCE RATING REQUIREMENTS FOR EXTERIOR SEPERATION(IBC TABLE 602): x SHEET NUMBER INTERIOR ELEVATION CITY DE AWNGIW BY DEN RECORDED UNDER IIAr9PS rtl MMUM IMOVA.RMAOS Or SADPHRI COMM. 4YId1DmL.L4S1dA'lfaS WASHINGTOR MM CONSTRUCTION IS TYPE II-H MM I-HOVN MOU WNL WILLS ON ME WEST AND NORM NMA COVER SHEET PARCEL A-I: WMLS ME WNLS W FAST M W ME O SWIM NE N -MIEO ROOM NAME BEGINNING AT ME NORTHEAST CORNER OF ME SOUTHEAST OUMIER1 OF ME NORTHEAST BUNKER OF SECTOR 11. DISTMG HOSPITAL TOWER 15 WK II-A(ASSUMED)µ0 ME COUROR CONCRETE IYNLS ME Ixxx AND NUMBER TOWNSHIP]I NORM.RAN'5 FAST,W.M;THENCE SOUTH ALONG ME FAST ONE BE SAID AOUMFAST OUNTR BE I-HOUR RATED THE NORTHEAST OUNREFI 962.W FEET TO ME WE POINT BE BEGINNING;THENCE WEST PAIVULM TO ME SOUTH 12 KEY NOTE-SHEET ONE BE SAD SOUNIfAST OUNTN BE ME NORTHEAST WRIER FOR 229M FEET;MERGE SOUM PNVLEL TO ME NEW UPANSION WINING MU BE TYPE II-A CONSIMICTION WITH I-HOUR NATED CM WU18 FAST UNE OF SAD SOUTHEAST O.N91ER BE THE NORMEASI OUMIFR FOR 276M FFET TO ME SOUTH UNE O SNO SDIIMEAST DOTTER TH ME NORTHEAST BUMMER;THENCE FIST ALBNC ME SWIH ONE U DER F T HENO SIPME EKE BEIACH MIMING NO MD ME EXISTING TOWER IS It'-0'MIENE LEAVES 5'-6'FROM Q� WMOR T THE MORE DUMFER BE THE SOUTHEAST CD BE SAD SgTH OF MURDER OF ME BERTH ME FAZE BE EACH WILDING i0 THE ISTAKETY PROPERTY ONE BETWEEN BE IRO FROM TORE x REVISION NUMBER GENERAL NOTES �IECEIVED DST76 DO F;THENCENORMAWcOf EMTONEBESVOSWIHF/5KOU/ARROFTHENORTHEASTOINRRR A n COALS MIN A I-H SEPNNTDN gSTNYCE BETWEN 5'µDI 10'MLL BE flEOUIFEO TO HAVE FOR 21fiM FEET TO THE TRJE PqM BE BEGINNING; AFlE MTNC OFI-HOUR. WR WNLS NEE'MD CWSIRUCTNN PAnNCEXCEPT THAT PORTION LWNC MMIN SRL40AW54 ADn[MUUMC NW POTION COMAYED N IIA M 6 I ILL O F CM U LE ME RAYS D SHOWN i0 ME FILE OF FlNSH,F/CE OF CONCREO ORARNICT01 a DEW momo OVER AAADTS IWI KWP IDHDAyEt PBCOW75 a YKEGM9N CTMrr. SY FWIOR M E IRA ME NPo PE ME NEW EXPNOON COWING MLL BE A'MIN BE IB-4, FADE OF CNU UNLESS ONIGIWTEO OMBO3E BY%ACING ME IMAGINARY PROPERTY ONE AT 11'-0'AWAY NW ME NPo WIODINC TAKE 602 1 COORDINATE AL MFR BE AL DUCTS. M S. QUINENS THN O W SV I WNl6,CENNGS,ROOFS, WASHINGTOR; GREAT THAT TYPE-II'. ME ALL MLL NOT REWIRE ION W BASED-H A SEPARA1gN OF WALL TYPE WC SHEAR WALLS FOR MOP NINGS NPES,,COUNGK,OR OTHER FOe1F FOR VERIFY AZN µ0 GREATER 114W IO'NSTR ME COAL OF ME NEW E7PM9W MLL BE 1-HOUR RATED BASE M OR O-OCTI µDI I E OPENINGS IN WNLS,CEIUNCS,FLWRI OR ROOF FM HVAC,NECHMIGL, 2008 PM DCOI M saR.BEAM ISO WO(pf THE TYPE II-A CWSIPIN:IRN OR WECIPoCA WHERE REWIRED AND Wi OTHNMSE SHOWN ON ME FANS FEB 0 5 PARCEL B. J INCLUDE AIL PATENTORS,µD/W REPNNING OF SUFFICES MACH ME DAMCED WRING ME 1LNT PgHW OF ME SOUTHEAST WARIER BE ME SOUTHEAST BUNTER BE ME NgTHEST BUMMER OF SECTOR OCCUPANCY DOOR NUMBER COURSE BE CONSTRUCTION 11,T(WMSHIP OI NOW,WOE 5 EST,WN,DESCRIBED AS FOLLOWS: IPnFVAn N'n OOI.Vµ:+ BEGINNING AT ME SOUPIEST CORNER BE END SUBDIVISION;THENCE N V 26'52'E AWC ME EAST ONE OF SAD "w"w INUI 11 g SUM ON A DISTANCE BE W302 FEE,MORE OR UESS,TO A POINT THAT"EMS S V 26'52'W A DISTANCE BE 1G.P14 FM'STk W, I KEYPAD ENTRY DEVICE COA PERMIT CE[�'fER g BOOM FEET FROM ME NORTHEAST BE HEAST CORNER ME SOUTHEAST WATER W ME NORTH WORRIER BE SND Inl AOIIS(ANON AItaAG R SECTION;THENCE N M 34'OI'W.PMALEL MM ME NORTH ONE Of ME SWFNFASI WINTER BE THE AUTOMATIC OPEN R NORTHEAST OF SAID SECTIONN A(STANCE OF]625 FEET TO A PONT M ME WEST IIHE BE SglAC1UM5N AVENUE ZONE CLASSIFICATION: SWITCH AS OESCRBED IN THAT DEW RECORDED UNDER ANTI FIE NUMBER 109pB50, ME BE OUNTY SNONOMISH C , W.NGTM,µDI WHICH POINT IS ME TRUE POINT OF BEGINNING;THENCE CONEI NORTH W 3 4'3 1'W. NS-MEDICAL SEN,ACES } PA ATIR MME NOW ONE OF ME SOUTHEAST WRIER BE ME NORTHEAST MARE"' BE SNO SECTION; g MERGE ALONG ME FORTH ONE OF W FRI OF ON WNJEIID TO MWC NOSPIT&DnT1ELT NUMBER]BY RELATED APPUCATIONS: xx x-xxx 8 DEED RECOIDW UNDER ARMOR'S FIE NUMBER 1655840,WORDS OF SNOXWISH N DWM WASHINCION,A GOT APPLICATION:: N'%NATION TO DOH PENDING WINDOW/RELITE TYPE (S M INCE BE 4M JI FEET THE710E NORM 4'0 M'E A DISTANCE OF 2675 FEET TO A NM W ME SOUR AE on RXMOA RWROI MRARR VA"nE0 1/231M ONE OF ME NORTHEAST WRIER BE ME SOUMOST QUARFER OF ME NORTHEAST DORMER OF S-SECDW, MACH POINT BENTS N W 44'O9'W A DISTANCE OF 4M M FEET FROM ME SOUTH,BURNER BE ME BUILDING HEIGHTS AND AREAS: x-x EQUIPMENT 9 NORTHEAST OUNITER BE ME SOUTHEAST QUARTER WINE NORINEIST WRIER OF SAD SECDM;THENCE S BW 41' N(IOUOM NR:1,1205E ACTUA SORES: 09'E ALONG THE SWIM OXE BE ME NOTIHFAST OIIMIEA BE ME SOUTHEAST OU,MBt BIT ME NORTHEAST ACIWL NEW I5'-I' MATTER OF SAID SECS MD NANO ME SDITN WE BE MOSS TRACTS Of TAM CgNEIID TO PUBLIC HOSED& IN7 NCvok to"SE4AOSP ALTUN STORES;4(INCIUONG DASENUNT) xx-%% PLUMBING P DISTRICT NUMBER B BY BEEN REMRDEO UNDER MOTORS flu NUMBER 80122402]9 NO 2226275,RECORDS OF 3 SAID MUM A DFUNCE OF 10296 FEET TO A POINT W ME WEST ONE BY SRINNANS"AVENUE N DESCRIBED ACTUAL HOW:,5-0' IN DEW EWR7W UNDER MOR(t'S FIE NUMBER IOBp951,RECORDS BE MOXWISH MUM.WASHINCION; 1957 AAMINFiTMTD RW N MIMING:19,7705E AC SIMME5:I THENCE S J 51'28'W A INSTANCE OF 2792 FEET TO THE MOE POINT OF BEGINNING ACTUAL HOW:12'-0' 5 FtA49tNT ID or47Wt INTC■n.9Wvw4 caul Gbl Ma.lY7 Op 75 A GOVERNING CODES: PROJECT TEAM 9 20%INIEIWLITDNAL MIW W CODE W/WMINGNN STATE AMENDMENTS ..PROJECT SITE.ewR N ne Earn a vor(nA SwT BE.A9NAaa 2006 INRNRAMINA.FIRE GME W/WMINGTM STALE µEMMO4T5 OWNER: ARCHITECT: I y PRO S SITE NISH AVE PARCEL 330 C: 2006 UNIFORM PLUMBM WOE W/WMIRGFM STATE µNWENTS CASCADE VALLEY 1D5MTAL µD WNNS CONTACT:CONNIE WGRECORIO TAILOR GEGORY BUTTE FEW ARNMEM CONTACT:LOS B901AMT 2008 INNAN,IIDXA NECNMMIL CODE W/WASHINGTON STATE AMENDMENTS OM SM IALWIIBH AVENUE INRRIML PROJECT MWACN 219I1 IETH A.W,SURE 210 PHONE:(425)77B-ISIo 5 BEX NNINC Al ME SOUTHEAST WREN O ME NORMF/ST WARTM OF ME SOUTHEAST OUNTN OF ME 2W6 WASHINCIW STATE ENERGY CARE(GLCUUMNS NOT SUBM"OD MM MIS PERK) MUNGTW,WA 9822J PHONE:(J60)155-2IJ] EMONDS,WA 9W2fi CEIl:(206)850-9682 b NORHEST ONATEN OF SECTION 11,TDM911P]I NORK DWLE 5 EAST,WM;MEX[E WEST 566 FEET,MMI N 2M5 NAIIOMN.EMIG CODE VOID.(Jfi0)618-78H FAY:(425)714-710J n1 s LESS.ALONG ME SOUTH ONE BE SAID NORTHEAST QUARTER OF ME SOUTHEAST QUAKER?OF ME NORTHEAST 2006 INTERNATIONAL NE SUED MOE CET:(425)260-20M IbroatlEay9lgharMlHeclawm A QUARTER TO ME WEST ONE BY MRO SES CWVE)ED TO ME TOWN OF NLLNGTON BY INSTRUMENT RECORMO UNDER 2MIS WMHINCTUN STATE AFNTIEMIN INDOOR AN DIY CODE FAY:(O6U)4M-DR15 AUDITOR'S FlLL NUMBER IOM051,ME TRUE POW OF BEGINNING;THENCE CON"XUE WEST ALONG ME SMITH ONE cwnie60caewtlEvalNy Mrg CXNER AyEERWEAnWWi CQ NA.EpI ICTION INIANAM: I BE SAD NORTHEAST WMKER OF ME SOUTHEAST WATER OF ME NORTHEAST QUARTER 2140 FEET;MACE NORTH VfJ\CIVIL YVr��W�Vn YAR��nV �. PMAIFL TO WE FAST ONE BE SAID MICRON LOW W FEET;MENCE EAST PNWLL TO ME MUM ONE BE SAD NO—WNSIRUCTW CWPAHY CONTACT:BILL FOR E. i T"uyT' NgRNFAST OUMEA BE ME SWIH(ST OUNIIFA BE ME NgIMEAST BUNTER TO ME WEST UNE BE TBE MENSES 1505 WESTIME AVENUE N.WE SM PROJECT MANAGER,MOCON j CONVEYED TO WE TOWN OF MON"9 MOTE FEFFRNED TO;MERGE SOUTHERLY ALONG SAD WEST ONE TO ME SEATTLE.WA WIN WIL EDWNOS.EEMAIOR �P E '}r "� V1101CT WMMv+.1 N, RUE 1VlR OF IOKW IC'. PHONE:(2W)286-6697 'A \\\LEA Y FAIT:(2M)266-752] 4r4WAAEttNIp OMtE �5 TWRHER MM ME FOLLOANG OESCRHD IF=OFONG; Bill-ForayRrcBXoHmonwlp wm Y€ neaAEGt 1.11 BEGINNING AT ME SOUMEAST CONNER BE THE NDRMEMT OMFN BE ME SOUTHNST OUNBER OF THE OWNER'S REPRESENTATIVE: STRUCTURAL ENGINEER: 9 NORTHEAST QUAKER BE SECTION 11,TOWNSHIP OI NOW,ANTE 5 FAST,WIT;THENCE WEST RANG ME SOUTH PoTTER CONSTRUCTION MANAGEMENT,INC. CONTACF:MORM hNHUS.PRINCIPK BEGENKOB ENGINEERS CONTI GWD GONI ONE BE SAD NORTHEAST QUARTER OF ME SOUTHEAST WAIN OF ME NOHNEAST COMFORT 2509 MET,NOW OR 14Q N.OMER HIGHWAY PONE:IWO 924-JIB] 6M UNIVERSITY STREET ARSRaAM 14WDPm/ HAS,TO THE SOUTHWEST CORN OF A THICK BE VND CWVElEO TO SNWWISN WUNE PUBLIC HfKMTA BEL1NgNM,WA 98225 CE1L(W1)2M_PSW SEAIIOE,WA 9BI01 iIYCCI IIND(OI NUMBER 0,A MUNIGIPA CORPoMDM BY GEED WORDED UNDER ARMOR'S WE WIIER 2226275 AM ME ME FAY:(BRIT 778-7151 PHONE:(Z06)262-9210 MRI RELOCATION POW BE BEG FUNK;MFNCE NORM PAVLII TO ME EAST ONE OF SAID SECTW ION FEET;MENCE FAST aadhuegocm;wm FAR:(2M)26262-9 PM A TO ME SOUTH ONE BE SAO XORMIEAST WIRIER OF ME SOAMEAST MAKER OF ME NORTHEAST .:(206)262n9db cam O2IO4IOH MATTER TO ME WEST ONE BE TRACK OF LND MNVRED TO ME TOWN OF MONCTON BY DEW RECORDED]UNDER CONTACT:DERAIL ATTAR A, ABHORS TIE NUMBER IOM51:MENCE NORM AWG SAID WEST DIME 41 M FEET TO ME EASTERLY EYTENSCA M SITE MDJEC!MIIMWTR MECHANICAL ENGINEER: ...... OF A FETE M T ESISIFII JULY 20.HIM THENCE N BY M'16'W AGING SAD IENCE ONE A DISTANCE BE MI(SRO)aW TA2 Was ENGINEERS CONTACT:NON ELWSW,ASSOCUTE �J 5W.26 FEET TO ME WEST EM BE SAID FENCE;MENCE S 4T If 46'E 247111 FEET TO ME SWAB ONE OF SAO CTtl TSIO)301-no NO STEW-SWEET SUE LOBE PHONE(206)10-3376 NOW FAST OBMRR OF ME SOUMFAST QUAKER BE ME NORTHEAST OUMIER;MERGE EAST AMC SM SOUR INL(ABORT 4 Hy SGTTLL,WA N CED,(2W)A6J-5682 R�.OO ONE IN68 FEET,NOW OR IL5S,TO ME TRUE POW OF BEGINNING. AMpWrt.ra W FAR:(2TR 1M 4850 VICINITY MAP S MUM M WW COWM a RW at^%IMF O WMN16;IR1 rVNOXagia Mz fo o gm DEMO FLOOR PLAN GENERAL NOTES I UNIFORMING ENTRY tgba tAI gregorY bxaerfield-1,1 6 / COMPLETE DE)ROK ON OF ME iRIX11 ENTRY APPENDAGE ON WE M67 BUIIONC As SHOWN ON ATTACHED SAME PUN MI5 PONTOON OF 11E BADM:R APPBONWMELY I,IRMSF AND IS nLT-UP CONCRETE CWSDNCWN AM WINS ROUGHLY 15'MOI IAMAIEIW lNll%MMWSW II! •THERE IS A ROOF TOP NECRNRCAL SYSIFN WADI 5MI W6 SPACE AND ID B 1 At1lIAIOR Y NAAwu ASSUMED THAT WERE IS NO MECHANICAL SYSTEM CONNECIIDX MEMEEN TIE ENTRY I—NIN161-1. AND MN BUILDING Ymw 9 mhemmm •PACER SO BE CONING FRON ME MN 1967 BIDING AND MIL NEED TO M CUT BACK TO ALOYI FOR DEAOMBON ME P01YER SHOULD W TRACED BACK W ME PANE AND BE DISCONNECTED SO NO DYE ACRES ARE O&NOMED •ME OPENING WHAT IS LEFT IN ME MAN ROSPRPL BUILDING WILL MID TO E NADE WATER MGM MIM A TEN NARY ENCLOSURE NODE OF STEEL SACS.5/6"OAR ON NO SDE AND A DYED OF TOYURED PLYWOOD SHUMING ON RE ECEWIR PARTED TO WTCH ME IDJACEND CONCRETE w,,L TENPOANEY ANL SHOULD BE INSULATED AND MNPED APPROPRIATELY. Iasi E PORTION O T PMIML OFMOMON •PARTIAL DENOLLIION OF ME 1951 B LLRNG AS GUM ON RE AMICHED SIR PUN ME PF AND OF ON BUILDING TRAM IN m BE oFAD115AN D MPRM AIL NE OF NOU AND 9'CONCRETE MWN CONSMUCWH MBH/N OIEMBI AWL RAMC OF AMAHLY 6'-6' •IN NANNOR THAT WCi MOAN ME ONC LM AREA,WE III UO U M E WAO GREF UC IN A MANNER iHAi WEE Al-LOW ME DFNWNOX W RE BApXO WE ANTI OIICDS UNCLEAR C WHAT ED NEED RL M RORANFD W WE M/LNANO MIFIIIOR m I� A' REGISTERED SPACE E ENTIRE PROPERLY. I\/ ARCHITECT •SINCE WE 5ERRE BUILDING DILL MIMING BE BE C USHED,ML OF WE EIECMRMII SEiMAN IN ME I951 BUILDING CNN BE CM RACE W WE EDGE NDO ED ME OUT WON/AEA O CAPPED OFF(PEA EI£CTMUL EWE)AND NWWOXW (WDlK NT,s.EN IOW(A wmroM W.&&%TO A PANEL I •A TER FORTY RCLOSUR WNL WILL NEED m UL E STEELCIED W ENS FOR A WATER nCM FNQOSURE ME NEW W/1L Y011 M STEEL SAWS MEN 5/D•GAB MI BOW TOES AND UNIUMD PLYW000 AS ME HOBNOB SHOWING. WE MOTWILL i NEED i0 M U. WIW BAR I",.W CMIPIEE WE E. (.40S 1-HOUR WALL WE MONK MD rL%IIO IML-W NO R FADED ND Bm PM WE (NS'+KNDM •OEAC UlOF01 DOMI 1141i 5 COOLED IX WE POAlIOX Q WLL PENT D F IEJAG CEMO.IM WELL ACED TO BE RELOGIED m II THD'ORAItY WNL 9p lIT U11 p NM MDK At R ER(SS It STIII NNK,1, aw.c9•(n Msn EWM1Rw R COMEW RIME DEIWIION, •CONCRETE SIDEA U(S DIRECTLY ADJACENT TO BMH BUILDING PWRONS APE TO M EAt a M.WDYNE qbK D WMOUSHED AS SHOWN W ME ATMMIED SIDE MAN 1. ---------------------...: ,E COIANOON OF STEWORK/EXPAN90N •EASING ASPHALT PAANG IN PARKING LOTH m DEIINN IN PLACE. ARI DENO EKISTRO PORXW OF BUILDING Kr .:::: LaunDNofPADIAnAWIIe uauA AR_ INOMATFD SfE DRABJDW xo xDIx11AOGAMDIOV W�- CONE DA xfw \ I� ((:A I[A ' u Y 1 _.............._:..._...,..____ 1 10CAM Y PAD TON -! II IN a 1927 111 00 LE ( S _A(a 1.OlD Alll (atnAc! �tvI a rAn V nAt aD Udi01I I is I (n I ':v:' IAMNDK oMEwc 1 FF EL:}W OU _- II _%WPO"SIDEWAY BEDNEEN t 1 _j� L UTAIW MIA ----_'"_'_-'_"--"-•-• : _ II _IttAra W Ka H11NWI,DOMC---- CMIsnNC LOSCAMION OF ENISiINO ENTRY BUILDING TW.i 1 ' ' `- ' a lCHIAASIIBF�►><DK •' AEN A'-0.T-O DWR AT MRI BUILDING 11Ui 15 1 IS TO BE DHYOLDSHEO 10 •• •(�•�(� '11ALIC I: --�_ ;; 14D OF HNLWAY LD0A7p DF FIGUNc DOOR OUT M r m BE REED �; • MIOW Me AA MUMM, 1 II •• 1• • ., � - j• I—N�NMB DID FTN ACCESS TO BE •' ' :• I ---- ____ _- _ F ROUTIM THROUGH ME EMERGENCY ENTPANCE FOR 1 ME UURPDON OF N i1 CONSTRUCTION LAW.A9 AAN W.0-1 I �TM CASCADE VALLEY HOSPITAL&CLINICS D.W10■ �; MRI RELOCATION g to W0 A 54W a !1 v0 CONsmucxoR I _ - 1 — — _ — — — — 330 S STAVE •. _ _ _ _ _ _ _ ARLINGTON,W A98223 BB223 i j I I �3 m � 3 .—Cv1vMN.E.RACO KA 1 I CONC, WALK ONSTRUCTON ID ExcrosE II flEMNING PORTION OF 1957 emmwG CONC I 1 PARTIAL SITE PLAN WALK I 1 I 1 I W _. Dow 9 CG SILO 5 ANp NORM ROBIN ARCHITECTURAL SITE PLAN PARTIAL DEMO/FLOOR PLAN(1957 BUILDING) SORE•LAY-1'-0' SCNE=1/D•=1'-0• i m CM HAOR E ITING A NSUO ION HOARD n BREAD(METAL FTASHING TO IAAMCH EIISTMC PROFILE I I I! ROOM (I 1 1 A DrmWWAA dlf,D•. 1 E i 11 1 _ PRUDE PoSIiNE URANAGC 1 1 f0 Lf'W` lK a w■ID t aGBYM 1 c ANo DDM EAEI'd MMI R00 AND SEALANT yC/A^.10 AtIM ,{--•' { ` 1 , F 9E ROLL BAn INSULATION�` 1( IM Nh 5EVO a4l ANCHOR MR AT BASEI I%!-E%IW W II A N I l :Y•.^SICrYN AND ADD+E ucR HNGE _, h 511FAMAC \`\`•� / i A A F■, LWAION(AT BMH p 5JD•YIR E GIIAi YV IfiCA J 5/B'STEEL SXo1. SIDES rt iRMff) - ,ems ' A a�lA0 OW 1 7 `Yp 1RiVEAI OD ERK) ®16'GC. •�I r•�^' EIq WNAI, TYPE I SUSS On NAi 1( f r ► �' - - . ' t, ^ WB(DEN ON I GOLD _ j 1/i T1-11 SIDING PAMEO f1FEGUA90 OR QUAL) < INTECMTEO INTO UN i0"CH AOIACEHi M'NLS l ..SING 1N p IN41! Y NIDIEC(M101HO.Tp•� 5/6"TYPE I G S PNNTED I gPNNSON — - INn1Ea- OIOID , •Il BAD I i0 MATCH ADJACENT WA NSUUTON LLS l< 16 DA M1DE/LM(Q.9la r N/Y D• �� ( WILDING PIIOAQI WNA'..,k AND M N(w.Y GTG TYPE I BYD MINTEDY C ,1 _ AILK.1 AIWCIAI YLLS 1/1-TI-11 SIDING PANTED 1` `�E01 1 f6"1L.: ]t.s• ♦♦♦ TO MATCH ADIACENi WALLS .• T -I-WJX•A�: ICGA 7 5/B"SIEEL STUDS :;i fA DTI IA v DGGC B/B CMB o n oG _ MRI RELOCATION ROLL BAR LMIEAmm,- 02/04/08 x SH.— PRE CAST INFILL WALL HEAD TEMPORARY INFILL WALL @ 1957 BUILDING (-1 DOOR JAMB HEAD SIM_ xwm 3 n ( ) FLOOR PLAN-MODULAR MRI(FOR REFERENCE) � A1.00 N 6•_Y.y SCALE-1, I-v 9(AL•1/D••r.D• GENERAL S OCTURAL NOTES SYMBOLS ABBREVIATIONS tgba eYlargregorybutte field arthket L GENERALI: o ne,nnKwsmuno I nxsnn ewe re„a�-Aseaxa 1. MATERIALS AND WORKMANSHIP TO CONFORM WITH THE 2006 4, TERNIINATE REINFORCING STEEL IN STANDARD HOOKS,UNLESS EDITION OF THE INTERNATIONAL BUILDING CODE,WITH STATE OTHERWISE SHOWN, CE CENTERLINE JSi,LISTS J015T,JOISTS mroe,ew,mrtm,wm OF WASHINGTON AMENDMENTS' REFERENCE SYMBOLS MATERIAL SYMBOLS L It °"PL PATE JT JQNv7 5 PROVIDE REINFORCING SHOWN OR NOTED CONTINUOUS IN ANGLE 1,11, KNOCK-OUT 2 THESE GENERAL NOTES SUPPLEMENT THE REQUIREMENTS OF THE LENGTHS AS LONG AS PRACTICABLE. EXISTING LD DEVELOPMENT LENGTH PROJECT SPECIFICATIONS. IN CASE OF CONFLICT BETWEEN N)) NEW L.P. LOW POINT THE PLANS AND SPECIFICATIONS,CONTACT THE OWNER'S V.CAST-IN-PLACE CONCRETE DETAIL/SECTION EARTH NUMBER LEV. LEVEL REPRESENTATIVE. -� & AND LTV LONG LEG VERTICAL 1. CONCRETE IS REINFORCED AND CAST-IN-PUCE UNLESS SECTION NUMBER 0 AT LLFI LONG LEG HORIZONTAL 3 REFERENCE TO CODES,RULES,REGULATIONS,STANDARDS, OTHERWISE NOTED. WHERE REINFORCING IS NOT SPECIFICALLY I DRAWING SHEET NUMBER, A.A. ADHESIVE ANCHOR EDG. LOCATION MANUFACTURER'S INSTRUCTIONS OR REQUIREMENTS OF SHOWN OR WHERE DETAILS ARE NOT GIVEN,PROVIDE 53.1 HYPHEN INDICATES SAME .I,_=_! COMPACTED EARTH A.B. ANCHOR BOLT LONGIT. LQNGILUDINAL REGULATORY AGENCIES IS TO THE LATEST PRINTED EDITION OF REINFORCING SIMILAR TO THAT SHOWN FOR SIMILAR SHEET ABV ABOVE LT LIGHT EACH IN EFFECT AT THE DATE OF SUBMISSION OF BID UNLESS CONDITIONS,SUBJECT TO REVIEW BY THE OWNER'S LINE OF SECTION CUT ADDL ADDITIONAL LWC LIGHTWEIGHT CONCRETE THE DOCUMENT DATE T SHOWN. REPRESENTATIVE- DIRECTION OF VIEW ADJ. ADJACENT MAX, MAXIMUM �:%,C� ' ROCK FILL OR GRAVEL AGGR AGGREGATE 1 MB. MACHINE BOLT 4. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF 2, REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS FOR DETAIL AL. ALUMINUM MEZZ. MEZZANINE CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY LOCATIONS OF CHILLER HOUSEKEEPING PAD NOT SHOWN. DETAIL NUMBER ALT. ALTERNATE MECH, MECHANICAL INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS 1 DRAWING SHEET NUMBER, 'L�T1 RAND ANSI AMERICAN NATIONAL M E P. MECH ICAL,ELECTRICAL, SHOWN,USE SIMILAR DETAILS OF CONSTRUCTION,SUBJECT TO 3. CONCRETE CLEAR COVER TO REINFORCING BARS IS AS FOLLOWS, 55.2 HYPHEN INDICATES SAME LT STANDARDS INSTITUTE PLUMBING DOCUMENTS REVIEW BY THE OWNER'S REPRESENTATIVE, UNLESS OTHERWISE NOTED: SHEET APPROX. APPROXIMATE MI METAL ENE OF SECTION CUT ARCH. ARCHITECTURAL MEN MANUFACTURER 5. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE WORK DIRECTION OF VIEW r--� NEW CONCRETE ASTM AMERICAN SOCILIY For MIN. MINIMUM OF ALL TRADES AND FOR CHECKING DIMENSIONS. NOTIFY THE ATI N CLEAR COVER(IN) TESTING and MATERIALS MISC. MISCELLANEOUS -� OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES AND RESOLVE j AREA OF DETAIL A.C. ASPHALT CONCRETE WI MID. MOUNTED BEFORE PROCEEDING WITH THE WORK. CONCRETE PLACED AGAINST EARTH AMERICAN RE GUAGE RTH 3 563 � N NORTH FORMED SURFACES EXPOSED TO WEATHER 1 1 EXISTING CONCRETE BET, BETWEEN N.F. NEAR FACE 6 DO NOT SCALE THE DRAWINGS. OR IN CONTACT WITH EARTH: N\ OLD BUILDING N.I.C. NOT IN CONTRACT �6 BARS AND UYEGfR 2 -� BLK BLOCKING N.S. NEAR SIDE 7. PROVIDE MEASURES NECESSARY TO PROTECT EXISTING �5 BARS AND SWLLCR 1 1/2 DETAIL PLAN OR ELEVATION �,� PRECAST CONCRETE BM,BRAS BEAM,BEAMS N.T.S. NOT TO SCALE STRUCTURES DURING CONSTRUCTION, SUCH MEASURES INCLUDE, SLABS ON GRACE(IRP CLEARANCE) 1 1/2 -- AREA OF ENLARGED LI�ClLL.LL B.N. BOUNDARY NNLING NO.or NUMBER BUT MAY NOT BE LIMITED TO,BRACING AND SHORING FOR y-PLAN OR ENLARGED B.O.F. BOTTOM OF FOOTING NOM. NOMINAL(DIAMETER) LOADS DURING CONSTRUCTION. RETAIN A REGISTERED CIVIL ELEVATION BUT. BOTTOM NWC NORMAL WEIGHT CONCRETE BSMT BASEMENT O.C. ON COUTS1ENTER Degen kol b ENGINEER WHOM 15 PROPERLY QUALIFIED TO DESIGN BRACING, ICI I NEW CONCRETE MASONRY SHORING,ETC. VISITS TO THE SITE BY THE OWNER'S 4. CONCRETE TYPES: I B.S. BOTH SIDES O.D. DREDGE DIAMETER(DIM) REPRESENTATIVE WILL NOT INCLUDE OBSERVATION OF THE `-- C CHANNEL D.H. OPPOSITE HAND GEGENKOLB ENGINEERS ABOVE NOTED ITEMS. 28-DAY C.I.P. CAST IN PLACE OPNG OPENING WO Ual-ity Sl I,Suna 720 CUSS STRENGTH TYPE LOCATION 55.1 j j! EXISDNG CONCRETE MASONRY C.J. CONSTRUCTION JOINT DPP. OPPOSITE Seenle,WA R6101 8, INFORMATION SHOWN ON THE DRAWINGS RELATED TO EXISTING CLG CEILING PC.,PCS PIECE,PIECES T'(206)262-B34a CONDITIONS REPRESENTS THE PRESENT KNOWLEDGE, BUT A 4000 PSI NORMAL FOUNDATIONS,MISC. CURBS, SINGLE ELEVATION CLIFF CI EAR F:(2a6)2B2-9316 WITHOUT GUARANTEE OF ACCURACY, REPORT CONDITIONS THAT WEIGHT HOUSE-KEEPING PADS,ETC. DIRECTION OF VIEW CIAO C071CRETE MASONRY UNIT PE PERPENDICULAR www deOenKOID wm ��// ELEVATION NUMBER EXISTING BRICK OR STONE COL COL PLYRD PLYWOOD CONFLICT WITH THE CONTRACT DOCUMENTS TO THE OWNER'S /� W PARTIAL PENETRATION REPRESENTATIVE. DO NOT DEVIATE FROM THE CONTRACT (\v_T\� DRAWING SHEET NUMBER, CDING. CtkOCRETE Pq PAIR DOCUMENTS WITHOUT WRITTEN DIRECTION FROM THE OWNER'S 8. CONTINUOUSLY MOIST CURE CONCRETE SUBS-ON-GRADE AND SUB- HYPHEN INDICATES SAME CONN. CONNECTION PROSE PRECAST REPRESENTATIVE. FOOTINGS FOR 7 DAYS MINIMUM. WATER FOG SPRAYS, SHEET GONSTR. CONSTRUCTION PT POINT PON DING,SATURATED ABSORPTIVE COVERS,OR MOISTURE STEEL OR ROLLED SHAPES CONT. CONTINUOUS PIN PARTITION 9. REFER TO ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION RETAINING COVERS MAY BE USED. CURING COMPOUNDS ARE NOT GRID LINES CSK COUNTERSINK R.O. ROUGH OPENING OF FLOOR,ROOF AND WALL OPENINGS NOT SHOWN ON THE ACCEPTABLE. O OP COMPLETE PENETRATION R or RAD. RADIUS STRUCTURAL DRAWINGS. COORDINATE THE SIZE AND LOCATION SHEET METAL CTR CENTER REBAR REINFORCING BAR OF OPENINGS ASSOCIATED WITH,BUT NOT LIMITED TO, 9. CONTROL DENSITY FILL SHALL PROVIDE A MINIMUM COMPRESSIVE O d PENNY(NAIL SIZE) REF, REFERENCE ELECTRICAL,MECHANICAL AND PLUMBING TRADES. SUBMIT STRENGTH OF 55 PSI IN 24 HOURS,AND A 28-DAY A DBE. DOUBLE REINF. REINFORCED or FINAL SIZING AND LOCATION REQUIREMENTS OF OPENINGS TO STRENGTH OF 350 PSL !� DK,DKG DECK or DECKING REINFORCING THE OWNER'S REPRESENTATIVE FOR REVIEW. �' - J GLU-LAM BEAM DEMO. DEMOLITION REDD REQUIRED VI. STRUCTURAL TESTS,INSPECTIONS,AND OBSERVATIONS SHEAR WALL IDETS DETAIL,DETAILS REV. REVISE or REVISION 10. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR PROVIDING A -INDICATES WALL THICKNESS DIAG. DIAGONAL RFG ROOFING SAFE PLACE CO WORK AND MEETING THE REQUIREMENTS OF ALL 1. AN INDEPENDENT TESTING AGENCY AND SPECIAL INSPECTORS X -� PLYWOOD DIA.or c DIAMETER RSJ ROLLED STEEL JOIST APPLICABLE JURISDICTIONS. EXECUTE WORK TO ENSURE THE WILL BE RETAINED BY THE OWNER TO PERFORM THE FOLLOWING �- x DIM.,DIMS DIMENSION,DIMENSIONS S.A.D. SEE ARCH, DOCUMENTS SAFETY OF PERSONS AND ADJACENT PROPERLY AGAINST DAMAGE TESTS AND INSPECTION. PROVIDE ACCESS AND FURNISH x DUST. DISTANCE SCHED SCHEDULE BY FALLING DEBRIS AND OTHER HAZARDS IN CONNECTION WITH SAMPLES TO THE AGENCY AS REQUIRED BY THE CONTRACT DIN ()OWN SECT. SECTION INDICATES WALL T� THIS WORK, DOCUMENTS. REINFORCEMENT ICJ WOOD FRAMING DO DITTO SHE SHEET LEVEL LINE OWL,DWLS DOWEL,DOWELS SPEC SHMFATHING CASCADE VALLEY IL FOUNDATION,SITE WORK AND MOVING PROCEDURES 2. IF INITIAL TESTS OR INSPECTIONS MADE BY THE OWNER'S TWO,TWOS DRAWING,DRAWINGS TESTING AGENCY REVEAL THAT ANY PORTION OF THE WORK DOES EA EACH SL SLOPE HOSPITAL&CLINICS 1 THE DESIGN OF THE SUB-FOUNDATION SYSTEM IS BASED UPON NOT COMPLY WITH THE CONTRACT DOCUMENTS,ADDIRONAL EL 1j - © WOOD BLOCKING E.F. EACH FACE SIAS SHEET METAL SCREW THE CRITERIA AND RECOMMENDATIONS CONTAINED IN THE TESTS,INSPECTIONS,AND NECESSARY REPAIRS WILL BE MADE INDICATES HEIGHT ABOVE E.S, EACH SIDE S.O.G. SLAB ON GRADE MRI BUILDING GEOTECHNICAL INVESTIGATION REPORT ENTITLED AT THE CONTRACTOR'S EXPENSE. DATUM E.W. EACH WAY "GEOTECHNICAL ENGINEERING REPORT"BY GEOTEST,DATED ELEC. ELECTRICAL SPEC SPECIFICATION, SEPTEMBER 18,2007 AND SUPPLEMENTAL INFORMATION DATED 3. THE FOLLOWING ITEMS REQUIRE TESTS AND INSPECTIONS IN WORK POINT EL. ELEVATION SPECS SPECIFICATIONS RELOCATION 'DECEMBER 21,2007. REPORTS ARE AVAILABLE FOR REVIEW'. ACCORDANCE WITH THE REQUIREMENTS OF THE CHAPTER S0. SQUARE "STRUCTURAL TESTS AND INSPECTIONS"OF THE CODE OF THE W.P. ELEV. ELEVATOR WORK POINT OF CONNECTION, EMBED. EMBEDMENT S. or SS STAINLESS STEEL NOTIFY THE OWNER'S REPRESENTATIVE IF ANY BURIED GOVERNING JURISDICTION AS NOTED IN THE GENERAL SECTION POINT WHERE FORCES ARE E.N. EDGE NAILING STAGC STAGGER ar STAGGERED ARLIN330 TON.VA 9822 AVE. STRUCTURES NOT INDICATED,SUCH AS CESSPOOLS,CISTERNS, OF THESE GENERAL NOTES. ADDITIONAL ITEMS AND RESOLVED E.O.S. EDGE OF SLAB SII7 STANDARD ARLINGTON,WA 9B223 FOUNDATIONS,ETC„ARE FOUND. REQUIREMENTS FOR TESTS AND INSPECTIONS ARE IDENTIFIED REVISION EQ. EQUAL STIFF, STIFFENER IN THE SPECIFICATIONS. STIR STIRRUP or STIRRUPS ZZZZ.... REVISION NUMBER- EQUIP. EQUIPMENT STL STEEL 3 THE CONTRACTOR IS SOLELY RESPONSIBLE FOR EXCAVATION AND 1)l SEE REVISION HISTORY ON E.J. EXPANSION JOINT SIRED. STRUCTURAL MOVING PROCEDURES INCLUDING LAGGING,SHORING, TITLE BLOCK OF EP.GH SHEET EV. EVERY UNDERPINNING,BUILDING MOVING AND PROTECTION OF 10" S1C.EL EXCAV. EXCAVATION S SUEI EXISTING CONSTRUCTION. PLACEMENT INSPECTION DRAWING SIDE EXP. EXPANSION SUDMPI SUSPENDED GENERAL GIAR11fARGRA DUNQATIONS MATCH LNE EXT. EXTERIOR SYM SYMMETRICAL STRUCTURAL NOTES, 4 REMOVE LOOSE SOIL AND STANDING WATER FROM FOUNDATION F.F. FAR FACE T&B TOP AND BOTTOM SYMBOLS, EXCAVATIONS PRIOR TO PLACING CONCRETE_ 1_ PLACEMENT AND EXCAVATION -F- 7T -f AS73{6 _ ypt _ T&G TONGUE AND GROOVE PLACEMENT LEST r'�E�_ FDN FOUNDATION IHK THICK ABBREVIATIONS AND I EXCAVATIONS FOR FOUNDATIONS MUST BE ACCEPTED BY THE GON1RD41ED DENSITY FILL DRAWING WHERE CONTINUATION FIN. FINISH TURD THREADED DRAWING INDEX GEOTECHNICAL ENGINEER PRIOR TO PLACING REINFORCING AND f IS FOUND FN. FLRS FLOOR,FLOORS TURN THROUGH CONCRETE. NOTIFY THE GEOTECHNICAL ENGINEER WHEN SAVPiL AND TEST F.N. HELD NAILING T.O. TOP OF EXCAVATIONS ARE READY FOR INSPECTION. ! PLACEMENT AND GROUTING INSPECTION KEY NOTE F.O. FACE OF T.O. GONG. TOP OF CONCRETE CDfICREi[,$TA7fCAET[.(R_WI _ R1{R ^ //// F.O.C. FACE OF CONCRETE T.O. STL TOP OF STEEL 6. MECHANICALLY COMPACT EXCAVATION BACKFILLS IN LAYERS. CD%a tt F.O.S. FACE OF STUDS T,O. SLAB TOP OF STRUCTURAL SLAB PROVIDE MINIMUM COMPACTION OF 90%OF THE MAXIMUM DRY DENSITY - ,% j _ MBT G_ESCIN T MEW _�SEE LIST OF NOTES F.S FIREPROOFING TR TREAD IN ACCORDANCE WITH THE ASTM D1557 TEST METHOD. - ON EACH SHEET F.S. FAR SIDE TS TUBE STEEL _ C1�_I,Prp1.L�-LIP,A1U CWP1TE551W1 IESI'iAV71£S FT FOOT or FEET EYE, TYPICAL 7. CONTROLLED DENSITY FILL SHALL BE PLACED TO FILL THE _� tUW0,(NIP"A ANT,&iTMP(RAfURE LIST PLC.FIGS FOOTING,FOOTINGS U O.N UNLESS OTHERWISE NOTED VOID BETWEEN THE TOP OF THE SUB-FOOTINGS AND THE UNDERSIDE r PVCENE1LT WSPECIg3E CENTER POINT OF CURVE GA. GAUGE URN UNRTILATE ED MASONRY _ GALV. GALVANIZED VENT. VENTILATE OF THE EXISTING CONCRETE SLAB ON GRADE. ,/-REQUIRED CURVE W BE LOCATED GL GLASS or GLAZING VERT„(V) VERTICAL 8 CONTRACTOR IS SOLELY RESPONSIBLE FOR THE DESIGN OF P=PERIODIC / RADIUS a CURVC GLB GLU-LAM BEAM VIE VERIFY IN FIELD MOVING PROCEDURES INCLUDING:DESIGN OF SCREWJACKS SIZE AND C=CONTINUOUS CENTER PAINT Of CURVE GRIND GROUND W or WE WIDE FLANGE SPACING,DESIGN OF SUPPORT,ROLLING AND NEEDLE BEAMS. ADE W/ WITH H.D.G.H REFERENCED ELEVATION H.DG HOT DIPPED GALVANIZED W/0 WOOD III.FORMWORK VII. DESIGN CRITERIA LO.W-DESCRIPTION OF REFERENCED NOR HEADER WD WOOD ( POINT H.P. HIGH POINT W P WORK POINT 1 PROVIDE POUR POCKETS IN FORMS AND UNDER EXISTING 1. APPLICABLE CODE:2006 INTERNATIONAL BUILDING CODE WITH /• LIST HIGH STRENGTH BOLTS IYT WEIGHT STRUCTURAL MEMBERS AS REQUIRED TO PREVENT AIR POCKETS STATE OF WASHINGTON AMENDMENTS. ELEVATION OF POINT essuaxcE AND/OR"HONEYCOMB"UNDER OR AROUND THE EXISTING ABOVE DATUM HT HEIGHT WWI WELDED WIRE MESH HK,HKS HOOK,HOOKS X HW, EXTRA HEAVY MEMBERS. CONCRETE CAST WITH AIR POCKETS AND/OR 2. SUB-FOUNDATIONS HAVE BEEN DESIGNED WITH THE FOLLOWING NDRIj.(11) HORIZONTAL %%HVY DOUBLE EXTRA HVY. "HONEYCOMB"UNDER OR AROUND THE MEMBERS IS NOT CRITERIA: INSIDE DAMLFER X STIR EXTRA STRONG I.D.INFO. INFORMATION XX STR. DOUBLE EXTRA STRONG ACCEPTABLE, ALLOWABLE NET SOIL PRESSURE FOR BUILDING DEAD LOAD= 2. REMOVE FORMS AND SHORES IN ACCORDANCE WITH THE 2850 PSF FOLLOWING: 3. GRAVITY LOADS FOR SUB-FOUNDATION DESIGN: I OCATION REMOVE FORMS AND SHORES NO SOONER THAN: A DEAD LOADS -32D KIPS TOTAL EXISTING MRI BUILDING WEIGHT DRAWING INDEX FOOTINGS,PILE CAPS,AND GRADE 48 HOURS BEAMS B. LIVE LOADS: ROOF 20 PSF(ORl0ilA1.DESIGN LOADS) FLOOR 60 PSF(GIEdW DESIGN LOADS) W. REINFORCING STEEL S1,U GENERAL STRUCTURAL NOTES 1. REINFORCING TO CONFORM TO THE FOLLOWING,UNLESS SYMBOLS,ABBREVIATIONS,AND DRAWING INDEX OTHERWISE NOTED: 520 PLAN AND DETAILS LOCATION TYPE vR0,16cT wEGRMAnoN REINFORCING STEEL#7 AND SMALLER ASTM AGIN,60 KSI vaaecr No: ATsoeow YROJECTMANAGER, __ _ _ _ aMYM BY: MaC 2 ACCURATELY POSITION,SUPPORT,AND SECURE REINFORCEMENT FROM DISPLACING DUE TO FORMWORK,CONSTRUCTION,OR CONCRETE PLACEMENT OPERATIONS. LOCATE AND SUPPORT PERMIT SET REINFORCING BY METAL CHAIRS,RUNNERS,BOLSTERS, SPACERS,AND HANGERS AT A MAXIMUM 3-FOOT SPACING. 02.12.2008 1 WELD REINFORCING STEEL IN ACCORDANCE WITH AWS D1.4 6HEET Ro USING QUALIFIED WELDERS. S1.0 \! STD BAR OFFSET TO LONGIT, /�ry�� (-�` y— •� BARS AT JOINT,TYP. O �U/ 1 ��/ `U�q 4ylor pregary Butterfield archkects CONCRETE REINFORCING DEVELOPMENT & SPLICE LENGTHS / of In TIN Ilrll IIMMWL•NIII CONERETE ell SIZE 1 M, SER. I— fn IW iKYW /1 • I5 1 ► /L/ _ /11 N / S - lxwrv196aM11i cns<am ttPE STRENGTH ltl It iA) ,0 • :a� ttl d4� :1 1 J ftl •1 Idl 1 /t i i I RFJNE,01 COLUMNS NWC r1 j t,t, it OR 1 19 25 10 24 31 12 28 !Z 14 42 54 1] 42 fit 19 54 20 21 60 ]6 24 6) BZ 2Z BD 32 ISi 43 BFAM B -ScRfI F. SiD. 90• HK, $TIRRDP$, L' SUN-ON-GRADE TYE TYP. —• FOOTING BOT-REINE CONC WALL HORIZ - - FTG REFII t REINE,nG 10P x Hwc fc> TOP&GOT. - SIOE REINE,BEAM 15 24 1 25 32 10 31 40 12 3Z 4B 14 54 Z0 1] 62 60 19 )0 90 24 2E IW 24 6Z 111 2) 104 32 039 43 4 TOP h SIDE EDGE. FLL 04 METAL LWC (1 3 W 18 24 t 25 32 11 31 40 16 37 40 16 54 70 22 fit R0 25 70 90 22 ZB Try 31 01 ill 35 109 42 139156 - - OECK rvGTE S: y..�.+�� 2 WMEN SPLICING BARS OF OIFFEREIJI 1 suW1 /I IFRI ISOCENTER ,sN TJI` I ;A=OEVEIOPMENt LENGTH '--�--+ SIZE,USE TAP SPLICE LENGTH Or -. - VVEELR,T9FK$ / •�STIRRUPS, l C .�•-, IMGER BAR,UON TYE FTC;RUFF is=LAP SPLICE LENGTH• �-OP&HOT- � ' CONIC STRIP•FTGMIW/ I :.dh=HOOK OEVELOPMENN LENGTH COUPLER OR IHLIYD Y�=' 4-4 BARS LONG IT 3'-0"x3'-D•%a-1D" &�4®10"OC COMIC FTC W/5-§4 TRANS REINFORCING DEVELOPMENT & - FOOTING REINFORCING- BARS EACH WAY O SPLICE LENGTHS O%Y O CORNERS & INTERSECTIONS 4. MULTIPLY THE MOVE lENC1H5 NV 15 FOR EP COATED RfINF NTS NTS - BSIM i Degenkolb AIII _ VAPOR CONC.S,O.G.,SEE PLAN I _ DEGENKOLB ENGINEERS BARRIER I -([�OPEC SII WA901G01I,Suhe 120 �. T:(20S)2R2-B24N 4 _ R(2NS)2B2-p3460 x•ANv tlapankolb mm FREE DRAINING - f(4 ADHESIVE (E)COMIC.OR CRUSHED ROCK J ' � EWES® I MASONRY WALL 52.0 TYP. r - - --- f ,2"O.C.,E.W. - - -' 12"MAX. COMPACTED J ` S• BSIM. ROUGHEN(E)SURFACE CRUSHED ROCK / �I ELEVATION TO MIN. I/4"AMPLITUDES _J/ 'P. 3 ADDITIONAL CRUSHED ROCK MAY COMPACTED SUBGRAOE. 0 BE REQUIRED.TO SUPPORT CONST. SEE SPECIFICATIONS AND #4 0 1TO.C,EW, EF. TRAFFIC.SEE GEOTECHNICAL REPORT GEOTECHNICAL REPORT - ® I < 12 SEE CIVIL DRAWINGS FOR ®T> 12" UNDERDRAIN ?- jIFEES: b4 ADHESIVE DWLS 1.SEE GEOTECHNICAL REPORT. ®9"O.0 0 'I'< 12", 2.SEE SPECIFICATIONS FOR SAND,CRUSHED ROCK FILL SEE CIVIL FOR SLAB -�EEY"PMIN.. #5®9"O.C.®'I'> 12"/ •%.:� / UNDERDRAIN AND SUBGRADE PREPARATION. •'MIN,TYP- �' v 3.SEE PLANS FOR LOCATIONS OF COLUMN BLOCKOUTS,CONSTRUCTION JOINTS, •�< 6• 8 ,. CONTROL JOINTS AND SLAB DEPRESSIONS. --- - z CASCADE VALLEY SECTION Al ��•S Ifl•�_ SECTION B-B 0 95t HOSPITAL&CLINICS 10 TYP. SLAB ON GRADE DETAIL 7O,INFILL OF (E) WALL OPENINGS O1 SUB-FOUNDATION PLAN MRI BUILDING NTS NTS. N,T.S RELOCATION STD HOOKS & BENDS STIRRUPS, 330 S STILLAGUAMISH AVE RE ARCH.AND M.E.P. d.ryp TIES & HOOPS (E)2 1/2"CONC FILL ARLINGTGN,WA98223 DIVGS FOR HOUSEKEEPING OVER 1 1/2"METAL DECK (E)C6- PAD LOCATION AND DIMS ISO' D 6d FOR 3 - I Z "OE- THIRD b5 TSl F[ (E; 5"COAL 40.2 2 I/2-- 135' ♦ t D' 12d FOR 6 O 0-�' (E)HSS10x6 4 !* -: _ 11 ` so >Y Fw.cJTAD[ PLAN AND 90, TEND#8 _�._ y�fr DETAILS WE[ SCf CIVIL i sd > 3 D U 135' ♦` i D tag : Z L c A A 1 0 - Lt7APACiLD- , 1 T CWiIN0.LCD� - 1 • • 0,IW. 9v RACKBLL : J i DENSd11'EAL BEND DIAMETER. D 1-Qt♦_-._��_ - ._.,-. "•IL BAR SIZE STD HOOKS STIRRUPS.HOOPS 3�1IE BENIES&HOOP$ / ♦r 1.DO NOT FIELD BEND #3 THIRD 6d qd 10 TON SCREW JACIESJ REINFORCEMENT PARTIALLY ®6•-0"O.0 MAX. 5"CONCRETE 5.O.G EMBEDDED IN CONCRETE. #6 THRU M8 6d 6d (DESIGN BY OTHERS) W/#4 @ 16"0C, 19 THRU�I1 _ 8d NA _LL DETAIL 1/520 EACH WAY #14 THRU#18 10d NA • . FOR SUB FTC INFO. EXTERIOR OHOOKS & BENDS O SUB-FOOTING DETAIL E N.T.S 3/4"=1•-O" b4®32"O.C. 7 MIN BAR SPACING: I 1/2"OR 1 1/2d WHICHEVER 18" AS 0 IS LARGER REO'D �Q�0' 2-#4 BARSKCONT,$O,C. SEE PLAN O Bim-pA(Rt TOR ��lj��. •/ �!!� NON-SPLICED BANS !C 1 _ MAX.BAR SPACING: �� t is/5 OR 6" .[i WAIWYLLLIi" �DENSIIY EI[[ RPaecr LNFowAAnor4 _ _ _ 0 CFTG S" O6!R�?AGING iOR..@9@�SP.I(CLO L 4•-I" \ I ,- ♦(�`7��;; DRQIECT MPNAGER - DG WITH AWN-C�T�i� DRAWN av Moq 10 FON SCREW JOOTSr• SECTION A-A ME 6 D D•G vnr �'�:1\ j„�� PERMIT SET 4WTE (DESIGN BY OTHERS) . SEE DETAIL 2/52.0 02.12.2008 FOR ADDITIONAL SCEixo CHILLER INTERIOR INFORMATION OS HOUSEKEEPING PADPAD ONTSBAR SPACING IN CONCRETE OiR B-FOOTING DETAIL S2.0 �1•-Ot•-6- GENERAL NOTES-MECHANICAL tgba IaNnr9regaerB.^a,RHM.anIT.l. 1.COORDINATE MECHANICAL WORK WITH THAT OF OTHER TRADES 2,COORDINATE PIPING SYSTEMS ROUTING PRIOR TO INSTALLATION. Tsm Aw w.sene ilA 1 ANTI.TNl I.,r✓J WAOIFN 3 UNLESS OTHERWISE SPECIFIED,THE GENERAL CONTRACTOR o@iebf,Almlewn (GC)SHALL BE RESP*CSOLE FOR PAINTING.CUTTING,AND •wwl�bw,l�xtwm PATCHING OF EXISTING WALLS IN THE EXISTING BUILDING. 4.THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFE KEEPING OF HIS OWN PROPERTY ON THE JOB STIE OWNER ASSUMES NO RESPONSIBILITY FOR PROTECTION OF PROPERTIES AGAINST FIRE,THEFT,AND ENVIRONMENTAL CONDITIONS ENERGY CODE NOTES 1 PIPING INSULATION: COMPLY WITH THICKNESSES AND TYPES USTED IN STRINGENT ENERGY CODE REQUIREMENTS ARRERCED BY SSPECI E�UNLESS MORE H A R G 1 S 2.RECORD DRAWINGS: SUBMIT TO THE BUILDING OWNER PER Hrtyb Enpin In ENERGY CODE ENFORCED BY THE LOCAL AM. No smwan weal s.I.—I se .WA M1.1 J.OPERATION AND MAINTENANCE MANUALS: SUBMIT TO THE Ilzos M88 6I12W M844M wI lwdaW BUILDING OWNER PER ENERGY CODE ENFORCED BY THE LOCAL _ AHJ. er�.l.tn.w netaea m��ucwrr 4.MECHANICAL SYSTEMS COMMISSIONING AND COMPLETION REQUIREMENTS:TEST SYSTEMS TO ENSURE THAT BUILDING SYSTEMS HAVE BEEN DESIGNED,INSTALLED.AND FUNCTION PROPERLY,EFFICIENTLY.AND CAN BE MAINTAINED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS IN ORDER TO SATISFY THE BUILDING OWNER'S DESIGN INTENT AND OPERATIONAL REQUIREMENTS PER ENERGY CODE ENFORCED BY THE LOCAL AHJ REFER TO SPECIFICATIONS FOR ADDITIONAL COMMISSIONING REQUIREMENTS 5.THIS BUILDING AND ITS ENERGY SYSTEMS HAVE BEEN DESIGNED TO COMPLY WITH ENERGY CODE ENFORCED BY THE LOCAL AHJ. CONTRACTOR IS RESPONSIBLE FOR CORRECT INSTALLATION OF ENERGY CONSERVATION MEASURES. MECHANICAL EQUIPMENT NOTES 1.ACCESS CLEARANCES FOR MAINTENANCE AND REPLACEMENT: VERIFY PHYSICAL DIMENSIONS OF EQUIPMENT TO ENSURE THAT ACCESS CLEARANCES CAN BE MET. COORDINATE LOCATIONS OF MECHANICAL WORK AND WORK OF OTHER TRADES TO 4"CW(E). PROVIDE ACCESS CLEARANCES FOR SERVICE AND MAINTENANCE PIPING NOTES 1 DISASSEMBLY PROVISIONS: PROVIDE UNIONS OR FLANGES AT PIPING TROL 4'CW(E)- VALVES CONNECTIONS A14DOTHER COMPONIENTS TO ALLOW DISASSEMPMENT.COILS.TRAPS. BLY FOR MAINTENANCE 2 PRESSURE/TBAWWA111RE TEST PORES: PROMDE AT SUPPLY 2-CW(� AND RETURN PPNO CONNECTIONS TO EOLRPMENT. d FLAG NOTES CASCADE VALLEY InPOC-F'CW 2'EXISTING COLD WATER BRANCH LINE IN198, BASEMENT.LOCATION AHOWI IS APPROXIMATE HOSPITAL&CLINICS EXISTING COLD WATER BRANCH NNE TO MEDICAL VACUUM MITI RELOCATION _7__ POD 1'CNS/R ABOVE CRADE 1'EXISTING COLD WATER SERVICE TO EXISTI O MRI 330 S STILLAGUAMISH AVE. I'CW-VURIEO 4 BUILDING.PROVIDE 1'CONNECTION TO EM11"D VALVE ARLINGTON,VIA 98223 TO SERVE MRI BUILDING IN NEW LOCATION LOCATION SHOWN IS APPROXIMATE.FIELD VERIFY. BEPOC-LOWI-CW GRADE ``-J WATER PRW THROUGH FWNMWOFI WALL PROVIDE T WATER ATIOOF SEAL(REF SIPMITICAtIONS) I]VALVE BOX FOR COLD WATER SERVICE TO MRI BUILDING MECHANICAL LEANK WASTE rCLEANgUf 10 GRADE LOCATTIC MRI CHILLER.RELOCATE FROM EXISTING SITE AND VALVE WN D NEW EWCONNE PION. PROVIDE ISOLATION VALVES AND FLEXIBLE CONNECTION AND ALL OTHER BASEMENT APPURTENANCES INCLUDING CONTROLS TO MATCH THE EXISTING INSTALLATION EASTW 1"COLD WATER AND CHILLED WATER PIPING PLAN -MRI LOCATIDN SHOWN 15 APPROXIMATE FIELD VERIFY. I]ROUTE CHILLED WATER PIPING ABD4 GRADE AND _ PRESSURE TREATED WOOD SLEEPERS. / CONNECT 4'WASTE TO EXFMIG 4'WASTE FROM MRI BUILDING.LOCATION SHOWN IS APPROXIMATE HELD 4'WASTE(F.)-BUR$O VERIFY LOCATION WASTE SERVES ONE WATER CLOSET. ONE SINK,AND A FLOOR DRAIN 11 AI %NPOC-4'WASTE �LEANOVT TO GRADE MECHANICAL SITE AND BASEMENT PLAN — MRI TAQPC,.fYRA1Kv1 -SCALE FAo]fcf lHT nTG�f NMXf,I�,NM;.TR s MRI RELOCATION 02/04108 SRFETRQ MS1.1 a It tgba uylagl ybutterReldamhlt[cts t.,S JIIIAN ! It1MMXI�.nO I.nnlral r..erlrw w» mro.�ymRnn.n.wl,I www.omRAuc�ncom HARGIS NIo slavren sueM,SuI»taco I se.mA wAEelot I I zue AIa ante rl xDa.A/aM60 w I K+ReL,n ado.IWaln[w nrsw•�TrusAUUJO. GENERAL NOTES: 1 PERFORM WORK IN ACCORDANCE WITH APPLICABLE NATIONAL AND STATE CODES AS AMENDED LOCALLY AND ENFORCED BY THE AHJ. 2. OBTAIN AND PAY FOR PERMITS REQUIRED FOR INSTALLATION OF WORK ARRANGE AND SCHEDULE REQUIRED INSPECTIONS. f 3. DRAWINGS ARE DIAGRAMMATIC IN NATURE PROVIDE COMPONENTS AS REWIRED FOR A COMPLETE OPERATIONAL SYSTEM WHETHER OR NOT SPECIFICALLY SHOWN ON THE DRAWINGS. 4. COORDINATE ELECTRICAL WORK WITH THAT OF OTHER IW16 TRADES.REFER TO MECHANICAL.ARCHITECTURAL, STRUCTURAL,CML AND LANDSCAPE DRAWINGS AND SPECIFICATIONS.COORDINATION SHALL OCCUR PRIOR TO FABRICATION,PURCHASE AND INSTALLATION OF WORK. S DCYOUSH DUSTING SSTT.MS AS INDICATED ON PLANS OR AS REOIAREID FOR WMALIATWN OF HEW WORN.VATEROI SIIAIL BE RVAD40 FROM SITE A.-AD LLGALLY DISPOSED OF OFT SITE UNIUM OTHERWISE DRECTEIT,RETURN ITDUS TO OWNER PI EXIST"CCIgRWN WKOI OW6CTED BY 061", B. COMPLETION OF WORK SHALL BE EXECUTED IN ACCORDANCE WITH THE PROJECT SCHEDULE,SCHEDULE INSTALLATION WITH OTHER TRADES TO ENSURE PROJECT MILESTONES ARE MET. EXISTING ELECTRICAL FLAG NOTES: SERVICE SWITCHBOARD CASCADE VALLEY D>1111I0CAIE MRI BUILDING OSCMINECT SWITCH ADIII TO ` BUIM".MOUNT TO CONCRErE BASE WITH RIGO CONDUIT HOSPITAL&CLINICS CONNccr EEEDER 10 EXISTING 225A/3P MRI BUILDING BREAKER MITI RELOCATION AT TT(MAIN SIITCHDOAPD (3)2-RACEWAYS.STUB UP WtO URI BUKDWIG ADJACENT TO ELECTRICAL PANDS STUB RACEWAYS INTO IASLMEHT CEILING 330 S STILLAGUAMISH AVE. 1 SPACE.G OORDINAPIPING TE 0 EXACT OTHE SIUB-I LOCATION TO AVOID ARLINGTON,VIA 88223 -� I PROVIDE BRANC PAP BRANCH CIRCUIT FOR CHILLER FROM 1 EXISTING ORAW,.N PN0.L OPfiUfFR. 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OR- PANEL OR 2 PANEL OR 3 \ ❑ DD 3coA aeov-zee0Bs/+zov ..e soon 3J 4W � A -2-1/2"C-41250MCM cc�z �I Lam/ 1 �1 PANEL PANEL N1 2 2575d 225A rYC-pgl7c 3 'rpL' CASCADE VALLEY st n P� r=';— ► - -- HOSPITAL&CLINICS ' L � U I ► �_ LJ L-1 `� U L. �(_vr � MRI RELOCATION PANEL A PANEL A PANEL AA PAi`i EL AA 50KVA XFMR PANEL HA P.Ulrt PA`r- 30AVA XFAIR PANEL XEL PAIEI 30KVA 0UQ PAN( •1 r-Alat 30KVA%FMR PN/7 XO PANE_ I12 SKVA FF\R SEC 2 SEC I SEC 2 SEC I 4BOV-20BY/I20V M XE 48OV-20BY/120V 1COA / 4BOV-208Y/120V Ir'A. MID 48OV-208Y/120V 100A 111 4aOV-208Y/120V I 1 330BSTILLAGUAMISH AVE. 225A 225A 225A 225A 3m,4W <o 0A 30,AW 3m,4W 100A 36,<'M 400A 3�AW 1 a. GIST�M.Y.N11 ARLINGTON,WA 98223 Q N IDDA/5OAF i�t�•d ELECTRICAL /E3 ATTj TE.�-`- A -- I 1 1 PP.EI TOP .ov:3P4 lxA/yl 1 � U U L J u SEE Egg ONE-LINE .dG•/.7TY4 ` 480Y/7n/1 1 3j.1'!! 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